Loading...
HomeMy WebLinkAboutR2009-019 - 2009-02-09RESOLUTION NO. R2009-19 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS, AWARDING A BID FOR CONSTRUCTION SERVICES ASSOCIATEDWITH THE MAGNOLIA EXPANSION PROJECT (PHASE 2). BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS: Section 1. That the City opened bids for construction services associated with the Magnolia Expansion Project (Phase 2), and such bids have been reviewed and tabulated. Section 2. That the City Council hereby awards the bid to Texas-Sterling Construction Co., in the amount of $12,502,941.13. Section 3. The City Manager or his designee is hereby authorized to execute a contract for construction services associated with the Magnolia Expansion Project. PASSED, APPROVED and ADOPTED this the 9th day of February, A.D., 2009. ~~ T REID MAYOR ATTEST: - w okQti~~i:p y _>..; YO G LO I R `"' .~:. CIT SECR ARY ,.._„ APPROVED AS TO FORM: ~~ ~ DARRIN M. COKER CITY ATTORNEY CITY OF PEARLAND PROJECTS DEPARTMENT 3519 Liberty Drivc, Suite 300 Pearland, Texas 77581 www.cityofpearland.com/projects CHANGE ORDER For Magnolia Road Expansion, Magnolia Rd. from Veterans Drive to SH 35 & John Lizer Rd. from SH 35 to Pearland Parkway Date of Issuance: 6/192009 Change Order No: 1 Contractor: Texas Sterling Construction, Inc. CoP Prgject No: T70041 Engineer: Bride Farmer & KKI PO#: 091598/091599 Explanation• Texas Sterling Construction encountered and damaged an unmarked AT&T fiber optic cable on OS/01/2009 along Veterans Dr. at the north east corner of the Magnolia Rd intersection. Concurrently, the City became aware of the need to run fiber optic cable in the same alignment to service the new Recreation Center and Natatorium. Afield meeting was held with the City, AT&T, Jacobs and Texas Sterling to determine the best approach to repair and provide new service. AT&T agreed to provide the conduit material and the City agreed to provide the open-cut installation which would allow AT&T to cross the intersection and run new fiber optic without conflicts with proposed storm sewer and pavement improvements and to avoid multiple contractors working in the same congested area. The proposal has been reviewed and recommended by the Construction Manager, Jacobs Engineering. This change order encompasses the following: Description of Work Cost Time With RFP03, The City has requested the contractor to install approximately 250 LF of 2-4" diameter casings provided by AT&T to run fiber optic lines across the proposed ROW of Magnolia east of Veterans Drive. The work will entail open-cut excavation and installation and embedment and backfill in accordance with the City's specifications. This work is required in order to coordinate the utility conri-actor with the roadway contractor in order to alleviate scheduling conflicts and to ensure proper placement beneath the proposed roadway. This Change Order will be for a Lump Sum Value so $9,958.85 and an additional 2 calendar days. $9,958.85 2 Days Please attach back-up documentation: Attached please find RFP 03 dated 5/19/2009, Texas Sterling Construction proposal dated 06/04/2009 and Jacobs Engineering memo dated 06/19/2009. Cost & Time Chance Summary: Cost Original Contract: $12,502,941.13 Previous Change Order(s): $ 0.00 Contract prior to this change order: $12,502,941.13 Net increase (decrease) from this change order: $ 9,958.85 Revised Contract: $12,512,899.98 Time 450 Days 0 Days 450 Days 2 Days 452 Days Admin 1 of 2 6. Revised 7/25/08 Finance Approval:~i1~D ~U~ ~~Date: Finance Director RECO~M~MENDEDa: / , By: '%'C.c--~ ~~ Date: ~ 23 ~`~ Design Engineer J RECO E~ D / By: Date: ~ ! Z~ ~. Co trugtton Mana er ACCEPTED": UAPPRO ~ By: Date: x.•(23 ?ac,9 By: ;~ Date: ~/~' O% ntractor Owner 'Contractor agrees to perform change(s) included in this Change Order for the price and time indicated. The prices For changes included all costs associated with this Change Order. No work is to be done until this change order is executed. No payment to the Contractor (or Consultant) shall be made for work included in the change order until the Contractor's pay estimate is updated. Revise the project plans and specifications as referenced and insofar as the original project drawings and specifications are inconsistent, this Change Order governs. Upon execution by all parties, the following changes identified for the contract value and/or contract time shown, arc made part of the contract. Admin 2 Of 2 6. Revised 7/25/08 ~a~t~~° u~~~~~ - . ~,, >::-::: -_, =: Y ~_ , MEMO TO: Andrea /COP DATE: 6/23/2009 FROM: Hugh Brightwell SUBJECT: Magnolia Road Expansion, Section 2 PROJECT NO: CB071250 Change Order No. 1 - ATT Fiber Optic Crossing of Magnolia Road east of Veterans Drive The City has requested, in RFP 03, that the contractor provide a Unit Price cost to install two (2) - 250 foot long 4" diameter casings across Magnolia Road ,East of the intersection of Veterans Drive. This Total anticipated quantity is 500 LF and is to be installed in the same trench. The casing is to be supplied by others and is to be installed in accordance with the City's standard utility excavation and backfill requirements. The final location is to be coordinated in the field with the Project Representative and as-built as per final location in order to be coordinated with the previously proposed utility and pavement construction. The additional work is being added to the contract in order to facilitate a crossing under the proposed pavement section and to allow accelerated installation of fiber optic cable that will service the City departments along Veterans Road. The Contractor provided a proposal to the casing at a $9,958.85, and requested an additional 2 calendar days. The scope was reviewed and appears acceptable. A parallel estimate was prepared that indicated the costs were acceptable. It is recommended that the City approve the proposal for an additional cost of $9,958.85. The 2 days time extension is acceptable as the work will need to be done in two phases to maintain the traffic and is part of the major critical path work item. L\0325\032569.200\Change OrderlCO 1\C01 Item 16-19-09.doc cc: EDMslfile CITY OF PEARLAND PROJECTS DEPARTMENT 3519 Liberty Drive, Suite 300 Pearland, Texas 77581 wwvv.cityofpearland.com/pro j eels Request for Proposal 1 Project NO. (FILE NO.): T70041 2.RFP NO: 03 3 4. PROJECT NAME: Magnolia Road Expansion, Phase 2 CONTRACTOR: Texas Sterling Construction, Inc. 5. CONTRACT NO: 6. REFERENCE RFIs: N/A 7. Contractor is requested to furnish a price proposal for the work described below. Please complete, sign, and return the proposal at your earliest convenience. Contractor is NOT authorized to perform this work until receipt of a duly authorized Change Order or Work Change Directive. ITEM NO. DESCRIPTION ] The City has requested that the conu'actor provide a Unit Price cost to install two (2) - 250 foot long 4" diameter casings across Magnolia Road ,East of the intersection oP Veterans Drive. Total anticipated quantity is 500 LE The casing is to be supplied by others and is to be installed in accordance with the City's standard utility excavation and backfill requirements. Location to be coordinated in the field with the Projcet Representative and as-buIlt as per final location. The utut price is to include all supervision, labor, equipment, materials and markups. CONSTRUCTI N MANAGER / PROJBC ENGINEER [Signatwc] 5/19/2009 DATE Consu~uction I Of 1 52. Revised 7/25/08 m ; ~ eR nn a - ~ a ~ i o ge y ~affi ~ 3 € ~ „ego a oa ~ N ~~ j '~' ' ~OT` 'S ~ ~ ~Ro E $ 8 9 o~~ e~ moi s ~ .. gS ~ $ ~ ~ ~ ~~ a J"gy ~ j ~t ~ iz•~~Y°~~%~ v $ '^"~~ p~E ~l ~ ff 99 m€~~ o do _ ~• ~ y ~ 6 $ ~ ~ ~ ~'~ 'y' yt~"~1_^~°Tf ~ ~ z ° sm ~~ ~ e g g o Y ~ ~ a ~ . g 9 f ~ w ` ~ ?e~. :~ oi ° wg ©00000 ~ ~e ~ E I 8 & o ~ ~ - °n a °a ~m ~~ N~ ~~ „a OS•Bl V1S 3NIl H~1VW __ 3^. s~ 4m s~ s" S 8 1 3 Il ~ d ~ I ~i e. ' i o ~N e a0 st 4 ~ O O O© O -. ""I I I ~ 3° ~ I S 1 - ~ si a ~ ~ I I I i ~ ~ _ ~ ~ I ~ ~ ~ ~ ~e' ~ - ~ ~ Ld . ~ ~, . ~ . x I ~ ' x (7}, R ~ 1 ~ ~ - I I ~ e u qt ~ ~ ~ / s ~ h¢<e a /' g _ - 1~ ~ f $ ~ '' i' p~ ~ ~ e i$ ~ ~~, ~~~ ~a ~ / ~ 1 li m. 1 ~i ~ ~ ~ lam ~ t > h ~ - / x ~ 1~ K O e y ~ ~~ _ ~ ° ~ ~ I 1 or ' ~ ~ ~ ~ y ' r ~ ~ ~ • Imo ~ I~ ~~- ~ ~ r. _ _ __ _ {r a W` s mW , // ag~ ~ ,~ a > a _ - - ,J yy_u r +m - r 3a .~.a~i ~ _ ¢i , i w ~ } i 1 • ~ 3u 1' ~ Y ~ e T - 5 a I ~ ~ _ - _ ._ I _ ~- „ a ~ ; ` § ~ 1 i a4 ~ g ~ ~ _ _ z t~~ F p~`a ~aa ws i I ; ` „ s 4 o I x I~ i ~. ' 3 ~ ~ ~. i~ i ~ E ` os o ... ~orc ~ _ _ W> ~~ ~ ~m _ _ 3 J 'I ' - - ~ ~~ - ._ _ _ j ~s F m ~ , 1 aao.,pW,faama~ ~ ~ ~ ; ~ ,YO Peoject: Magnalia Road Expansion, Phase 2 Oyrnee: City of Peadand, Tattas Enginaae: ®FI & KKl Estimate of eosin ro instag 2-0" ATT Fiber conduits Data: 6H5/2009 Jacobs Cartzr Buegzss Parallzl Estimate RFPO3 -Cost 4o Install apprott. 2-250 LF 4" fibaP optic Casin gs acros k'RarJnolia east of Veterans One day to install, half day tv fie to and poor callats. Lair Description Oly Rate kAtf Total Foreman 1 $ 25.00 20 $ 500.00 20 Operator 2 $ 74.00 20 $ 560.00 40 Skillatl Labor 1 $ 72.00 20 $ 240.00 20 Labor 3 $ 10.00 20 $ 600.00 60 $ - 0 Durden(a] 55% Total Labor Coct E9uipment Oescrption PC-000 TraGchoa Cat Loatler 938G Ford F 250 Truck Texas @ 8.5% Yogi ERUipmwt Cw-M. rAafedal $ 7soat7o $ 9,045.00 $ 1,945.aa Qty Rata Time Total 9 $ 986.30 75 $ 2,794.50 7 $ 54.45 t5 $ 896.75 t $ 73.70 75 $ 205.50 $ - $ - $ - $ - $ - $ - Blue Book Rate 70%forOwne Operating Sec. $ 7fia00 $ 11 Z.00 74.3 10-28 $ 44.00 $ 30.80 23.65 9-34 $ 6.00 $ 4.20 9.5 20-i6 m $ 305.34 $ n,taa.99 Descrption Qiy Und Unit Cast Total $ __~- 700 psi Sand '100 Ton $ 72.50 $ 9,250.00 $ - $ - $ - Total tnaredal rnLC s~ $ t,2so.eo 5ubconiracror Description (diy Unit Rate Total Tracking 7090 Hour $ 35.00 $ 350.00 Haul and tlump Subtotal _ $ 350.00 0:~ 70% __ __ , _ $ 35.00 Total SUbwniact $ 393.(10 Subtotal $ 8,31].09 on 10% $ B31.71 Submlal _ ~~ _ _ __ A $ 9,533.60 acorn 5% $ 476.63 Subtotal 10,910.49 _ ~-~ ~~_~ - G% $ Total Value $ 10,010.43 Item Oty. Unit Raie Total ATT Casino 2517 LF $ 40.04 $ 10090.43 •.autjuvaeu y+vrumao t3right~nrelo, Flugh From: Josh Williamson [jilliamson@texas-sterling.com] Sent: Thursday, June 04, 2009 10:15 AM To: Brightwell, Hugh Cc: ABrinkley@ci.pearland.tx.us; Stroud, Brian Subject: RE: Magnolia propsals Attachments: Prop - 02-A Debris Removal and Extra Excavation.pdf; Prop-003 AT€~T Gonduit.pdf ~uoh. Pr'opasal X02-t. and Proposal #~Qu are attached. ; et me kneed if you have any questions. Thant. ycw~, JC,Sil 1:>l lliar?l~vn 'roject Managerlestrmator i ax~c .®^~.tariir~n~ {°nr~~i~rur4'r,L,r; ('-%, 2~1-X21-9Gv'i From: Brightwell, Hugh [mailto:Hugh.Brightwell@jaeobs.eom] Sent: Thursday, June 04, 2009 6:59 AM To: jwilliamson@texas-sterling.cam Cc: ABrinkley@ci.pearland.tx.us Subject: Magnolia propsals Josh, 1"t6a0 1 Vl 1 The city wants to move forwazd with the debris thane order and the ATT casing. I need your Proppsals ASAP as they want to put them on the next agenda. NOTICE -This communication may contain conf dential and privileged information that is for the sole use of the intended recipient. Any viewing, eopying or distribution of, or reliance on this message by unintended recipients is strictly prohibited. If you have received this message in error, please notify us immediately by replying to the message and deleting it from your computer. 6/19/2009 r m r m r m r m r m r m r w r m -I V r o O r m T~ ~i O N ~ N O D 3 O' O' O' 6 0' Q O' O" m - N J N o Q C o O C O ~ d 0 0 0 0 0 0 0 0 0 ~ a m a 3 0 3 d F ~ ~ ~ _ m 'm m m 'm m m m r ~ O 3 j m r m l O m O m T a " ~ O O O ~ ? N 4 O d n 3 d m ~ v~ o 2 m Q f° ` 8 ° a o Q c ~ N ~ O ~ F y d S = D p ~ o y ~ d d y 3 ~_ O ~ N µ N W N N N N N N (p fI~ In N O O O O N N O N N N O N 0 0 0 0 0 O O O O O O N O ,Z7 r r r m m S C r r r r r r -i r C ~ 9+ N N N D D ~ 3 N N N N N tn O T ~ c yi m N ^ Z N Oo M En E» tn d+ V+ M is Vi M £A V {q -~ ~ N T t0 O O O O O O ~ N N ~ J O p 0 0 0 0 0 0 0 0 0 0 N O O O O O O O O O O O O O V ~ ._ C ~ - _ __ _C __ O ] p ~ m - ~ _ ~ D ~ r d+ m ° m ~ f0 N N N N W m b4 64 fA O 69 ~ ~! 64 fA M fA N N W A O~ W M O 69 EA bi ~ J W fF EA fA fR fR fri ~ +A V O ~ O O O O O O O N A 0 0 0 O O O O N pt O O O O O O N O Oo O ~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O V O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O N O O O N 9l r 64 fR W - W W _ _ l0 ER 69 fA fA fN (O J b+ fR ER fA 4A (A J EA O) 0 0 0 0 0 O~ W 0 0 0 0 0 0 W O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - ~~- - - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ` -i W O cn O -I m r ~ -I -I -- m -n 0 r m m v p~ o d o O ~ m c Q = ~ o p^~ C d A d M I o N o N N o a N x n y . D_ ~ m n ~ -~ O ~ ID y d N O Q d C7 ~ 0 3 ~ m ~ o. ~ d 3 O y 2 N j C m ~ O -i ~ ~ ~ ~ - ~ ~ N _ 3 G F ~ d ~ O y j F r m w m < <o m ~ 0 o W x o T a < °1 G7 w W a N o D m (I~ W O p'j O ~ I p C O ~ » w y d (1 N ~ ~ N R tp W Ol rZi N (T W f0 m V (n O N N O N N N N (Cp T O C y ~p fA fA fA ~ '' ~ .Z1 ~ _ W N Ql W d O to O f0 ~ A W A ~ 0 0 o N m O ~ ~ ~ O V V O -j i - fq M EA EA fR fA ER f0 yi ~y O] A N -~ A ~ -+ N ID Ni W W O> N [O ~ (n m W N fA (p O> V (D O J (O H1 A 4H m f0 W O tO O~ V (I~ A J W A ~ O W O J W 00 O] O m 0 U~ (T J m 0 J O J O ~ A N A [n 0 0 0 tn 0 0 0 0 O 0 61 0 A O N X N y O 0 3 2 ~_ O O REPORT No: 33 CONTRACT No: RFB 2006 - 052/T 70041 PROJECT No: CBI No. 032589.200 nA'rE: 5-01-2009 TYPE OF WORK: Road and Bfidge SITE LOCATION: MagnOlla Road PROJECT NnmE: Magnolia Road Extension /Veterans Drive [o SH 35 and Iohn Lizer Rd from SH 35 to Pearland Parkway CONTRACTOR: TEXAS STERLING CONSTRUCTION, L.P. WEATHER: ^ Sunny ®Pt Cloudy ^ Cloudy ^ Rain TEMP: High 83 Low 75 SITE CONDITIONS: (DeSCrlh¢1 Traffic Control: ®In Compliance ^ Non Compliance WORK PROGRESS NAY ITEM LOCATION DESCRIPTION OF ACTIVITIES /COMMENTS QUANTITY 16 Veterans The contractor removed base & asphaltic concrete to install the 12.27 SY 24" steel casing under Veterans Dr. for the 12" waterline. 31 Veterans The contractor excavated earthen material and installed 32' of 24" steel casing for the 12" waterline under the east % of Veterans Dr 32 LF From Sta. 15+53 to Sta. 15+85 145 Veterans The contractor restored the asphalt paving on Veterans Dr. east & west side after the 24" steel casing was installed 18.88 SY FORCE AND EQUIPMENT ON PROJECT LABOR FORCE/SCBCONTRACTOR$ QTY IIRS EQUIPMENT QTY 1IR5 IN USE IIRS STDBY Underground Crew Trackhoe Hitachi 270LC, 350LC, 330LC 2 7 3 Foreman 2 10 Dozer JD 6507, Operators 4 10 Loader Cat 938G 1 5 5 Laborers 7 10 Compactor Cat 563E LABORATORY ACTIVITIES: COMPACTION DATA & MO[STl1KF, CONTENT ON BANK SAND AND CSS BACKFILL. REMARKS: AT&T CALLED THE CITY OP PEARLAND AFTER S:OOPM AND SAID A F[BER OPTIC LINE HAD BEEN DAMAGED NEAR THE LOCATION OF VETERANS & MAGNOLIA. PRIOR TO THE CNSTALATiON OF"CFIE 24" STEEL CASING ~~ VETERANS TI-!E CONTRAC"1'(JR POTHOLED ALL OP THE U'I'ILITTES l'HAT W EItE PREVIOUSLY LOCATED. THE FIBER OPTTC LINE THAT WAS DAMAGED WAS NOT PREVIOUSLY LOCATED OR MARKED. I WITNESSED NO LINT; DAMAGED ON THIS DATE. S R~ire3ltt¢d: leaspector: Brian V. Stroud Ackno}vledged: / rr r__~ _-~' Hugh Brightwell Contractor: Jimmy dVeir LETTER OF TRANSMITTAL 359 Liberty Dr., Pearland, Texas 77581 Ph: (z81) 65z-1756 Fx: (z8i)65z-~7o6 DATE: zoo9.o7.30 TO: Sonia Webb City Secretary's Office From: Patty Patke Projects Dept. RE: Original Contracts for Permanent Retention COPIES PROJECT DESCRIPTION t TRo8oy -Dixie Farm Road Phll - Certificate of Final Completion and Removal & Filling of Abandoned t6" Acceptance AC Water Line Associated with Rzoo -o t T7oo5t -Orange Street Small Construction Contract - Southern Brushbusters t T7oo6t -Bailey Road Intersections Consultant Services Agreement - ESPA t T7oon -Bailey Road -Veterans Consultant Services Agreement - Drive to Oiler Drive C.L. Davis & Company t DRogoz -Cullen Detention Pond Original Recommendation of Award Letter - Rz00 -0 0 t T7oo4t - i4lagnolia Road Phase III Contract for Professional Services - Pate Engineers, Inc. t W44o7t -Kirby Drive Water Plant Change Order No. t Landmark Structures I, L. P. Rzoo?-t-6 t W44o7t -Kirby Drive Water Plant Change Order No. 4 - Industrial TX Corp Rzoo?-t-6 t T7oo4t -,Llagnolia Road Phase II Change Order No. t - Texas Sterling Construction Rzoo -oi t T7oo5t -Orange Street Consultant Services - ESPA CORP t T7oo5t -Orange Street Exhibit "B" t~Vork Authorization Geotest Enjineering t FAaBot - U of H Pearlard Campus Contract for Professional Servic e C.L. Davis & Compami ~ 4VAo9o3 - tiVaterlights Utilities Contract for Professional Services - UA Engineering & Surveying, Inc. ~ T7oozz -Barry Rose Road Change Order No. ii - Hassell Construction ~~ Pzooo6 -Trail Connectivity Project Contract for Professional Services - Texas Land Professionals No Reso FOR CITY COUNCILAPPROVAL APPROVED AS SUB~~IITTED FOR YOUR USE ^ SCAN INTO LASER FICHE ^ SUB~~IITCOPIES FOR DISTRIBUTION AS REQUESTED RETURN CORRECTED PRINTS FOR REVIEb~/AND COiblitilENT Sonia, Please ensure these contracts are in the City's permanent files with the resolutions or the listed project numbers. If they already exist, you can recycle the copy attached to this transmittal. Thanks! Patty Patke Program Specialist 1...~ r. t fir' r Project lYlanual for: Associatea vvitn Resolution No. 2009-19 WA42021 TVlagnolia Road Expansion l~agno~ia Rd From Veterans Dave to SH 35 ~rc~ ~o~n Lizer ~d from SH 35 to Pearland Parkway COP Project No.: T70041 Bid No.: 1109-10 December, 2008 Prepared By: rJ 4llAS AueriN -~=a"a~-,~, 12801 north ~'entrll r.~{:press~Nay, Suite 400 ¢~ -~ ~~. ' ~~~ Da1?a~, Tee as 75_'43 ~L ^~ ' PllOr~e: ~y72~ ~.1-~QO~ J, rs-•• ,~f G •LOUiS•E: •RS? •~ ~ FIRST 31~SM~, ' ' o ... .. .. ~ 5I~I, INC. w'4 t ;~_ 65.540 '•1~, j 1 ~~ ~ • ' _ ~ ,~~ ' ` i vii/C.~'onsz~[~~a~~o ~;t~agi,~ieers ~Ie '• - E~'~ ~ 2630 Fountain ~ ~.;w, quite 318 a ~G, cF TE'0,~ ~ ~P.••' .. ~, '*: '.~c j *; :* ................... . MARK D HINTON QOM. ,~~t~:.. '~~'/ 12/S/og •-f oc ua-•- Project Manual for: Magnolia Road Expansion Magnolia Rd From Veterans Drive to SH 35 and John Lizer Rd from SH 35 to Pearland Parkway COP Project No. : T70041 Bid No.: 1109- 10 December, 2008 Prepared By' eemo®op�A e o�P�E...... paO npP BRIDGEFARMER 8c D MARK D HINTON* 0 whir ASSOCIATES,INC. D0 DALLA6•AUSTIN • O OQ .-p 80210 p wv 12801 NorthCentral Expressway, Suite 400 Qpos c T.o ' Dallas, s 5243 filAraliOk."6�e�P•® ''.! •• Phone: (972)231-8800 * P,-. • .* E •• /2/ gj o LOUIS E. •• -sT K KIRST KOSMOSKI, INC. (r Oal Q-P•;p 65540�° v K Civil/Consulting Engineers QQ°F�,isTE,�...Qo ® s�.......Eta I 2630 Fountainview, Suite 318 �� 0000��s. Houston,Texas 77057 /2 /la/Og , CITY OF PEARLAND ( ) BRAZORIA COUNTY,TEXAS Magnolia Road Expansion Magnolia Rd.fromVeterans Drive to SH 35& John Lizer Rd.from SH 35 to Pearland Parkway TABLE OF CONTENTS NO.OF SECTION TITLE. PAGES DIVISION 0—BIDDING AND CONTRACT DOCUMENTS 00100 Invitation to Bid ... 2 00200 Instructions to Bidders .... ...... ... 7 00300 Bid Proposal ... ... ... ... ... ... ....3 00500 Standard Form of Agreement ... ... ... ... ... 7 00610 Performance Bond. ... ..2 00611 Payment Bond ..,... ... ... ... .... .2 00612 One-Year Maintenance Bond. ... ..2 00615 Partial Waiver of Lien. . . . .. .. . ... .. . .. .. 1 00700 General Conditions of Agreement... .... ... ... ... .31 00800 Special Conditions of Agreement ... 1 00811 Wage Scale for Engineering Construction ... .,. .2 DIVISION 1—GENERAL REQUIREMENTS 01100 Summary of Work.. ... .... ... ... ... .... ... ....2 01140 Contractor's Use of Premises... .... ..4 01200 Measurement and Payment Procedures.... ... .... ... .3 01290 Change Order Procedures ... ... ... ... ... 4 01310 Coordination and Meetings ... .3 01350 Submittals ... ... ... ... ... ... ... ....6 01380 Construction Photographs ... ... ... ....3 01420 Referenced Standards.... .... ... .5 01430 Contractor's Quality Control.. ... ...... ...2 01440 Inspection Services ... ... 1 01450 Testing Laboratory Services.. .... ... ... ... .2 01500 Temporary Facilities and Controls 9 01505 Mobilization .... 01550 Stabilized Construction Exit .... ... 4 01555 Traffic Control and Regulation ... ... .... 4 01560 Filter Fabric Fence ... ... ... .3 01561 Reinforced Filter Fabric Barrier ... 3 01562 Waste Material Disposal ... ... 3 01563 Tree and Plant Protection ... ... ... 4 01564 Control of Ground Water and Surface Water ... ...... ... 8 00010-1 of 6 / CITY OF PEARLAND TABLE OF CONTENTS l 1 01565 TPDES Requirements.. ...3 01566 Source Controls for Erosion and Sedimentation ......5 01570 Trench Safety System ... ... ...4 01580 Project Identification Signs ... 4 01600 Material and Equipment. ... ... ... 3 01630 Product Options and Substitutions. ... ... 3 01720 Field Surveying 01730 Cutting and Patching ... ... ... 3 0176.,0 Project Record Documents ... ... ... ...2. 01770 Contract Closeout. ... .... .... ... ..... ... .2 DIVISION 2—SITE WORK 02200 Site Preparation. ... ... ... ... ... 4 02220 Site Demolition. :. ... ... .... ... .:.5 02252 Cement Stabilized Sand ... ... .3 02255 Bedding,Backfill,and Embankment Materials ...6 02316 Excavation and Backfill for Roadways ... ... .... 4 02317 Excavation and Backfill for Structures 7 02318 Excavation and Backfill for Utilities ... ... ... ......... 12 02330 Embankment ... ... ... ... ... ... ... ..5 02335 Subgrade ... ... 7 02370 Geotextile ... ... ..2 t 02372 Permanent Geosynthetic Turf Reinforcement Mat ... •-• ..• .5 " 'F 02417 Augering Pipe or Casing,for Water Lines ... ... 6 02430 Tunnel Grout ... .5 02510 Water Mains. .... .,.. ... ... 10 02511 Water Meters.... ... ... .2 02512 Polyethylene Wrap ... ... 4 02514 Fire Hydrant Assembly ... ... .... 6 02515 Water Tap and Service Line Installation. .... ... 6 02520 Valve Boxes,Meter Boxes,and Meter Vaults. ... ... ...4 02530 Gravity Sanitary Sewers. ... ... ... ... .20 02531 Sanitary Sewer Service Leads or Reconnections .. ... 6 02533 Sanitary Sewage Force Mains ... ... .5 02534 PVC Pipe. .... • 6 02540 Tapping Sleeves and Valves ... .3 02541 Water and Wastewater Line Valves .... ... ... ... .8 02542 Concrete Manholes and Accessories. ... ... ... ...' ... 10 02582 Thermoplastic Pavement Markings ... ... ..2 02603 Frames,Grates,Rings,and Covers ...3 02629 Jacking Pipe or Box ... ... ... ... ... 8 02630 Storm Sewers.. ... 10 02631 Precast Inlets,Headwalls,and Wingwalls ... 4 02632 ' Cast-in-Place Inlets,Headwalls,and Wingwalls ... .3 02633 Adjusting Manholes,Inlets,and Valve Boxes.. ... ... 3 -- 02634 Ductile Iron Pipe and Fittings ... ... ... ... 5 00010-2of6 I 1 CITY OF PEARLAND TABLE OF CONTENTS 02635 Steel Pipe and Fittings ... ... ... ... ..... .... 10 02636 Polyurethane Coating on Steel or Ductile Iron Pipe ... 6 02710 Base Course for Pavement ... ... ... 12 02741 Asphaltic Concrete Pavement 7 02742 Prime Coat ... .-. ... 4 02743 Tack Coat.. ... ... .3 02744 Single Course Surface Treatment ... ... 4, * 02751 Concrete Pavement '.... ... 15 02762 Temporary and Removable Reflectorized Pavement Marking 4 02770• Curb,Curb&Gutter,and Headers ... ... .,• 4 * 02811 Landscape Irrigation. ... .... .5 02821 Chain Link Fences and Gates. .... ... ... ... ...., 4 02910 Topsoil.... ... ... ... 3 * 02921 Hydromulch Seeding. .... ... ... 4, * 02922 Sodding ... ... .... 4 * 02931 Landscape and Tree Planting ... ... ... 15 02980 Pavement Repair and Resurfacing .... .... ... .3 02981 Blast Cleaning of Pavement ... ... .2 DIVISION 3—CQNCRETE 03300 Cast-in-Place Concrete. ... ... ... .33 03311 Seal Slabs ... ... ... ... ... .... ... ... .2 ) * 03315 Interlocking Flexible Revetment System for Slope Stabilization ... .3 03320 Joints in Concrete Structures ... ... 9 DIVISION 5-METALS 05500 Metal Fabrications. ... ... ... ..... ... ... ... ... ... ....4 DIVISION 10-SPECIALTIES 10146 Portable Dynamic Message Sign .... ... ... .... ..... ... .20 * Includes Special Provisions to Specification GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS FOR ROADWAY,BRIDGE AND TRAFFIC SIGNAL CONSTRUCTION ALL TEXAS DEPARTMENT OF TRANSPORTATION (TxDOT) STANDARD SPECIFICATIONS, SPECIAL SPECIFICATIONS,AND SPECIAL PROVISIONS APPLICABLE TO THIS PROJECT ARE IDENTIFIED AS FOLLOWS: STANDARD SPECIFICATIONS: ADOPTED BY THE TEXAS DEPARTMENT OF TRANSPORTATION JUNE 1,2004. Item 341 Dense-Graded Hot-Mix Asphalt(QC/QA) A_ Item 400 Excavation And Backfill For Structures 00010-3 of 6 CITY OF PEARLAND TABLE OF CONTENTS Item 416 Drilled Shaft Foundations Item 420 Concrete Structures Item 421 Hydraulic Cement Concrete Item 422 Reinforced Concrete Slab Item 423 Retaining Walls Item 425 a Precast Prestressed Concrete Structural Members Item 428 Concrete Surface Treatment Item 440 Reinforcing Steel Item 441 Steel Structures Item 442 Metal For Structures Item 445 Galvanizing Item 448 Structural Field Welding Item,449 Anchor Bolts Item 450 Railing Item 454 Bridge Expansion Joints Item 476 Jacking,Boring,Or Tunneling Pipe Or Box Item 506 Temporary Erosion,Sedimentation And Environmental Controls Item 531 Sidewalks Item 540 Metal Beam Guard Fence Item 610 Roadway Illumination Assemblies Item 618 Conduit Item 620 Electrical Conductors Item 621 Tray Cable Item 624 Ground Boxes Item 625 Zinc-Coated Steel Wire Strand Item 627 Treated Timber Poles Item 628 Electrical Services Item 636 ' Aluminum Signs Item 644 Small Roadside Sign Supports And Assemblies Item 656 Foundations For Traffic Control Devices Item 666 Reflectorized Pavement Markings Item 672 Raised Pavement Markers Item 680 Installation of Highway Traffic Signals Item 682 Vehicle and Pedestrian Signal Heads Item 684 Traffic Signal Cables Item 686 Traffic Signal Pole Assemblies(Steel) Item 687 Pedestal Pole Assemblies Item 688 Pedestrian Detectors and Vehicle Loop Detectors SPECIAL PROVISIONS WILL GOVERN AND TAKE PRECEDENCE OVER THE SPECIFICATIONS ENUMERATED HEREON WHEREVER IN CONFLICT HEREWITH. Special Provision 341---020-Dense-Graded Hot-Mix Asphalt(QC/QA) Special Provision 400--004-Excavation and Backfill for Structures Special Provision 416-001 -Drilled Shaft Foundations Special Provision 420--002-Concrete Structures Special Provision 421---031 -Hydraulic Cement Concrete Nolo-4of6 CITY OF PEARLAND , TABLE OF CONTENTS • Special Provision 440---001-Reinforcing Steel Special Provision 441---002-Steel Structures Special Provision 442---002-Metal for Structures Special Provision 506 -013-Temporary Erosion, Sedimentation&Environmental Controls Special Provision 540--002—Metal Beam Guard Fence Special Provision 610,---006—Roadway Illumination Assemblies Special Provision 620---001 -Electrical Conductors Special Provision 625-001 -Zinc-Coated Steel Wire Strand' Special Provision 636---014-Aluminum Signs Special Provision 666-014—Reflectorized Pavement Markings Special Provision 682--001 -Vehicle and Pedestrian Signal Heads SPECIAL SPECIFICATIONS: Item.4003 Screw-In Type Anchor Foundations Item 6006 Spread Spectrum Radios For Traffic Signals Item 6013 Electronic Components Item 6266 Video Imaging Vehicle Detection System DEPARTMENTAL MATERIAL SPECIFICATIONS: DMS-11170,Fully Actuated,Solid-State Traffic Signal Controller Assembly ... ... 42 CITY OF HOUSTON STANDARD SPECIFICATIONS Item 16724 Emergency Response Management System(ERMS)Intersection Components General: The Above-Listed Specification Items Are Those Under Which Payment Is To Be Made.These,Together With Such Other Pertinent Items, If Any,As May Be Referred To In The Above Listed Specification Items,And Including The Special Provisions Listed Above,Constitute The Complete Specification For This Project. APPENDIX A-STORM WATER POLLUTION PREVENTION PLAN Storm Water Pollution Prevention Plan(SWPPP). .,. 9 SWPPP Inspection Forms ... .. ... 7 TCEQ NOI Forms ... ... .... ... ... .3 TCEQ NOI Customer Checklist. ... ... .... 1 TCEQ NOI Instructions... ... ... .5 TCEQ General Permit Payment Submittal.Form.. 1 TCEQ NOT Form ... 1 TCEQ NOT Instructions.. ... .3 k 00,010-5of6 CITY OF PEARLAND TABLE OF CONTENTS APPENDIX B-CENTERPOINT SPECIFICATION OF CONDUIT SYSTEM FOR THROTJGHFARE STREET LIGHT AND DESIGNATED HIGH DENSITY AREAS 12 APPENDIX C GEOTEST ENGINEERING,INC.-GEOTECHNICAL INVESTIGATION MAGNOLIA ROAD OVERPASS AT BURLINGTON NORTHERN SANTA FE RAILWAY 148 APPENDIX D-TOLUNAY-WONG ENGINEERS,INC.-GEOTECHNICAL STUDY CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM MAGNOLIA/SOUTHFORK .208 APPENDIX E BNSF OVERPASS AGREEMENT .30 APPENDIX F-BNSF OVERPASS EASEMENT ••• 17 APPENDIX G-BNSF TEMPORARY OVERPASS EASEMENT ... .23 APPENDIX H-BNSF STORM WATER PIPELINE LICENSE 15 APPENDIX I BNSF WATER PIPELINE LICENSE... 15 END OF SECTION 00010-6 of 6 CITY OF PEARLAND °, INVITATION TO BID I Section 00100 INVITATION TO BID CITY OF PEARLAND,TEXAS Sealed bids will be received, in duplicate, referencing the following project in the Finance Department, City of Pearland, Temporary City Hall located at 3523 Liberty Drive, Pearland, Texas 77581 until 2:00'p.m., Thursday, January 8, 2009, at which time they will be publicly opened and read aloud for the construction Of: Magnolia Road Expansion Magnolia Rd.fromVeterans Drive to SE 35& John Lizer Rd.from SH 35 to Pearland Parkway City of Pearland,Texas COP PN:T70041 BID NO.: 1109-10 A mandatory pre-bid conference will be held at the City of Pearland Public Works Service Center, Training Room at 3501 E. Orange Street, Pearland, Texas 77581 at 2:00 p.m., Monday,December 22,2008. The project will entail re-construction and expansion of Magnolia Road to a 4-lane roadway and the addition of a bridge over the Burlington Northern Santa Fe Railroad, as well as John Lizer Rd from SH 35 to Pearland Parkway The work will consist of grading, drainage,,structure, retaining t walls, lime treated sub-grade, portland cement treated base, asphalt stabilized base, concrete pavement, pavement markings, 12" waterline, detention ponds, traffic signals, signing, and , landscaping as shown on the construction drawings prepared by Bridgefarmer&Associates, Inc. and Kirst Kostnoski, Inc., TEDSI Infrastructure Group and Knudson & Associates. The project site is located in the City of Pearland,Brazoria County,Texas. Information and Bid Documents:Copies of Contract Documents and Technical Specifications and Plans will be on file at the following locations for review beginning on December 15,2008 City of Pearland,City Hall (281)652-1600 3501 Orange Street Pearland,Texas 77581 Amtek Plan Room (713)956-0100 4001 Sherwood Houston,TX 77092 The Associated General Contractors of America,Inc. (713)334-7100 2400 Augusta,Suite 180 Houston,TX 77057 Associated Builders&Contractors of Greater Houston (713)523-6222 3910 Kirby,Suite 131 Houston,TX 77098 06/2008 - 00100-1 of 2 I / CITY OF PEARLAND INVITATION TO BID Dodge Reports (713)316-9411 10606 Hempstead Rd.,Suite 110 Houston,TX 77092 Bidders may obtain a complete set of the Contract Documents,Technical Specifications and Plans from the office of the Jacobs Engineering, 5995 Rogerdale, Houston, Texas 77072, Tower 2, upon request and payment of a plan fee in the amount of three hundred and fifty dollars($350)per set. The plan fee will NOT be refunded. No bid may be withdrawn or terminated for a period of ninety (90) days subsequent to the bid opening date without the consent of the City of Pearland. Unless otherwise expressly provided herein,all references to"day(s)"shall mean calendar day(s). Bid Security and Bonds: Bid Security in the form of Cashier's Check, Certified Check, or Bid Bond payable to the City of Pearland in the amount of 5% of the total base bid price must accompany each proposal. The successful bidders must furnish Performance and Payment Bonds as required by Chapter 2253 of the Texas Government Code or other applicable law, as amended, upon the form included in the Contract Documents, in the amount of one hundred percent(100%) of the contract price, such bonds to be executed by a corporate surety duly authorized to do business in the State of Texas,and named in the current list of"Treasury Department Circular No. 570", naming the City of Pearland,Texas as Obligee. Additionally,the successful bidder may be required to provide a one year Maintenance Bond for the improvements installed as part of this work,as provided in the Special Conditions of Agreement. Equal Opportunity- All responsible bidders will receive consideration for award of contract without regard to race,color,religion,sex,or national origin. Selection Criteria. In determining to whom to award a contract, the City of Pearland may consider: 1)purchase price;2)reputation of the Bidder and Bidder's goods or services; 3)quality of Bidder's goods or services;4)extent to which the goods or services meet the Owner's needs; 5) Bidder's past relationship with the Owner; 6) impact on the ability of Owner to comply with laws and rules relating to contracting with historically underutilized businesses and nonprofit organizations employing persons with disabilities; 7) total long-term cost to Owner to acquire Bidder's goods or services; 8) the Qualifications of Bidders, including Financial Statements of Bidders, identified in the Instructions to Bidders; and 9) any other relevant criteria specifically listed in the Bidding Documents. The City of Pearland reserves the right to reject any or all bids. A bid that has been opened may not be changed for the purpose of correcting an error in the bid price. Young Lorfing,TRMS City Secretary City of Pearland First Publication December 10,2008 Second Publication December 17,2008 06/2008 00100-2 of 2 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS Section 00200 INSTRUCTIONS TO BIDDERS Defined Terms The term "Bidder" means one who submits a Bid Proposal directly to Owner, as distinct•from a sub-bidder, who submits a bid to a Bidder The term "Successful Bidder" means the lowest responsible Bidder or the Bidder who provides goods or' services at the best value for the Owner, to whom Owner (on the basis of Owner's evaluation as hereinafter provided) makes an award. The term "Bidding Documents" includes the Invitation to Bid, Instructions to Bidders, the Bid Proposal form, and the proposed Contract Documents (including all Addenda issued prior to receipts of bids). All other definitions set out in the Contract.Documents are applicable to terms used in the Bidding Documents. Unless otherwise expressly provided herein,all references to "day(s)"shall mean calendar day(s). 2. Copies of Bidding Documents 2.1 Complete sets of Bidding Documents in the number and for the deposit sum stated in the Invitation to Bidimay be obtained from the Engineer 2.2 Complete sets of Bidding Documents must be used in preparing Bid Proposals; neither Owner nor Engineer assumes any responsibility for errors or misinterpretations resulting from the use of incomplete sets of Bidding Documents. 2.3 Owner and Engineer, in making copies of Bidding Documents available on the above terms, do so only for the purpose of obtaining Bid Proposals on the Work,and do not confer a license or grant for any other use. 3 Qualifications of Bidders 3 1 In determining to whom to award a contract,the City of Pearland may consider, in addition to the other selection criteria identified in section 15 of these Instructions to Bidders,the following Qualifications of Bidder,and each Bidder must be prepared to submit within two (2) days of Owner's request any or all of such Qualifications requested. 1) A brief narrative of previous experience of the Bidder with projects of a similar nature and scope; 2) A list, including owner name and project location, of on-going projects and contracts for construction of projects of the Bidder which are not' yet substantially complete; 3) A list of proposed subcontractors and suppliers for the project being bid, 4) A list of name, address and telephone number of references for projects completed by Bidder;and 5) A Financial Statement of Bidder,consisting of the balance sheet and annual income statement of Bidder for the Bidder's last fiscal year end preceding 002008 00200-1 of 7 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS the submission of the Bid Proposal,which has been audited or examined by an independent certified public accountant. The Financial Statement of Bidder shall be used to determine a Bidder's net working capital, which is defined as current assets less current liabilities. A Bidder's net working capital shall be considered evidence of the Bidder's ability to provide sufficient financial management of the project being bid. The Bidder's Financial Statement shall be clearly and conspicuously marked as "confidential",and shall be deemed and treated as confidential and excepted from the Public Information disclosure requirements of Texas Government Code Section 552.001 et seq., as such information, if released, would give advantage to a competitor or bidder, and/or would cause substantial competitive harm to Bidder 4 Examination of Contract Documents and Site 4.1 It is the responsibility of each Bidder before submitting a Bid Proposal, to (a) 'examine the Bidding Documents thoroughly, (b) visit the site to become familiar with local conditions that may affect cost, progress, performance or furnishing of the Work, (c) consider federal, state and local laws and' regulations that may affect cost, progress, performance or furnishing of the Work, (d) study and carefully correlate Bidder's observations with the Contract Documents, and (e) notify Engineer of all conflicts, errors, omissions or discrepancies in the Contract Documents. 4.2 Any reports of explorations and tests of conditions at the site which have been utilized by the Engineer in preparation of the Contract Documents will be made available to Bidders for review, CONTRACTOR may rely upon the general accuracy of the"technical data" contained in these reports but such reports are not part of the Contract Documents. Bidder may not and should not rely upon the accuracy of the data contained in such reports, interpretations or opinions contained therein, or the completeness thereof, for the purposes of bidding or construction. 4.3 Information and data reflected in the Contract Documents with respect to underground utilities, equipment or other underground facilities at or contiguous to the site is based upon information and data furnished to Owner and Engineer by owners of such underground facilities or others, and Owner does not assume responsibility for the accuracy or completeness thereof. 4 4 Before submitting a Bid Proposal, each Bidder will, at Bidder's own expense, make or obtain any additional examinations, investigations, explorations, tests and studies and obtain any additional information and data which pertain to the physical conditions (surface, subsurface and underground facilities) at or contiguous to the site or otherwise which may affect cost, progress, performance or furnishing of the Work and which Bidder deems necessary to determine its Bid Proposal prices for performing and furnishing the Work in accordance with the Contract Time, Contract Price and other terms and conditions of the Contract Documents. 06/2008 00200-2 of 7 CITY OF PEARLAND INSTRUCTIONS TO,BIDDERS 4.5 On request in advance,Owner will provide each,prospective Bidder access to the site to conduct such explorations and tests as each prospective Bidder .deems necessary for submission of a Bid Proposal. Prospective Bidders shall fill all holes, clean up and restore the site to its former condition upon completion of such explorations. 4.6 The lands upon which the Work is to be performed, rights-of-way and easements for access thereto and other lands designated for use by Contractor in performing the Work are identified in the Contract Documents. All additional lands and access thereto required for temporary construction facilities or storage of materials and equipment are to be provided by Contractor Easements for permanent structures or permanent changes in existing structures are to be obtained and paid for. by Owner unless otherwise provided in the Contract Documents. 4 7 The submission of a Bid Proposal will constitute an incontrovertible representation by Bidder that Bidder has complied with every, requirement of this Article 4, that without exception the Bid Proposal is premised upon performing and furnishing the Work required by the Contract Documents and such means, methods, techniques, sequences or procedures of construction as may be indicated in or required by the Contract Documents, and that the Contract Documents are sufficient in scope and detail to indicate and convey understanding of all terms and conditions for performance and furnishing of the { Work. 5 Interpretations and Addenda 5 1 All questions about the meaning or intent of the Contract Documents are to be directed to Engineer Interpretations or clarifications considered necessary by Engineer in response to such questions will be issued by Addenda mailed or delivered to all parties recorded by Engineer as having received the Bidding Documents. Questions received less than five (5) days prior to the date for opening of Bid Proposals may not be answered. Only questions answered by formal written Addenda will be binding. Oral and other interpretations or clarifications will be without legal effect. 5.2 Addenda may also be issued to modify the Bidding Documents as deemed advisable by Owner or Engineer 6. Bid Security 6.1 Each Bid Proposal must be accompanied by bid security made payable to Owner in an amount of five percent (5%) of the Bidder's maximum Bid Proposal price, and in the form of a certified check, cashier's check or a Bid Bond("Bid Security"). I 062008 00200-3 of 7 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 6.2 The Bid Security of the Successful Bidder will be retained until such Bidder has executed. the Standard Form of Agreement, and furnished the required Performance and Payment Bonds,whereupon the Bid Security will be returned. If the Successful Bidder fails to execute and deliver the Standard Form of Agreement and furnish the required performance and payment bonds within ten (10)days after the Notice of Award,Owner may annul the Notice of Award and the Bid Security of that Bidder will be forfeited. The Bid Security of other Bidders will be retained until after the Contract is awarded and the Standard Form of Agreement becomes effective, or all bids are rejected, whereupon Bid Security furnished by,such Bidders will be returned. 7 Contract Time The number of days in which the Work is to be Substantially Completed,as set forth in the Bid Proposal form and the Standard Form of Agreement, subject to such extension of time as may be due under the terms and conditions of the Contract Documents ("Contract Time"). 8. Liquidated Damages and Early Completion Bonus Provisions for liquidated damages and early completion bonus, if any, are set forth in the Standard Form of Agreement. 9 Substitute or"Or-Equal"Items The Contract, if awarded, will be on the basis of the selected materials and equipment described in the Plans or specified in the Specifications without consideration of possible substitute or "or-equal" items. Whenever it is indicated in the Plans or specified in :the Specifications that a substitute or "or-equal" item of material or equipment may be furnished or used by the Contractor if acceptable to Engineer, application for such acceptance will not be considered by Engineer until after the Agreement becomes effective. All "or-equal" references shall be interpreted to mean "or approved equal" The procedure for submission of any such application by Contractor and consideration by Engineer is set forth in the Contract Documents. 10. Bid Form 10.1 The Bid Proposal form (Section 00300 — Bid Proposal) is included with thc Bidding Documents; additional copies may be obtained from Engineer (or the issuing office). 10.2 All blanks on the Bid Proposal form must be completed in ink or by typewriter The Bidder shall bid all Alternates,if any The Bidder shall initial each page of the Bid Proposal form. 10.3 Bid Proposals by corporations must be executed in the corporate name by the president or a vice-president (or other corporate officer accompanied be evidence of authority to sign) and the corporate seal must be affixed and 06/2008 00200-4 of 7 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS r ti attested by the secretary or an assistant secretary The corporate address and state of incorporation must be shown below the signature. 10.4 Bid Proposals by partnerships must be executed in the partnership.name and signed by a general partner, whose title must appear under the signature,and if a corporate general partner, executed as required above for corporations, and the official address of the partnership must be shown below the signature. 10.5 All names must be typed or printed below the signature. 10.6 The Bid Proposal shall contain an acknowledgment of receipt of all Addenda (the number of which must be filled in on the Bid Proposal form). 10 7 The address and telephone number for communications regarding the Bid Proposal must be shown on the Bid Proposal form. 11. Submission of Bid Proposals The place, date and/or time designated for opening Bid Proposals may be changed in accordance with applicable laws,codes and ordinances. Bid Proposals shall be submitted in duplicate at the time and place indicated in the Invitation to Bid and shall be enclosed in an opaque sealed envelope marked with the Project title and name and address of the Bidder and accompanied by Bid Security. If the Bid Proposal is Sent through the mail or other delivery system the sealed envelope shall be enclosed in a separate envelope with the notation "BID ENCLOSED" on the face of it. Verbal, facsimile, or electronic bids are invalid and will not be considered. Bid Proposals submitted after the bid date and time will be returned to the Bidder unopened. 12. Modification and Withdrawal of Bid Proposals 12.1 Bid Proposals may be modified or withdrawn by an appropriate document duly executed(in the manner that a Bid Proposal must be executed) and delivered to the place where Bid Proposals are to be submitted at any time prior to the opening of Bid Proposals. A Bidder may not modify or withdraw its Bid Proposal by verbal, facsimile or electronic means. A withdrawn Bid Proposal may be resubmitted prior to the designated time for opening Bid Proposals. 12.2 If, within twenty-four (24) hours after Bid Proposals are opened, any Bidder files a duly signed, written notice with Owner and promptly thereafter demonstrates to the reasonable satisfaction of Owner that there was a material mistake in the preparation of its Bid Proposal, that Bidder may request to withdraw its Bid Proposal and the bid security may be returned or forfeited at the discretion of the Owner Thereafter, that Bidder will be disqualified from further bidding on the Project to be provided under the Contract Documents. i 06/2008 00200-5 of 7 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 4, l 13 Opening of Bid Proposals Bid Proposals will be opened and (unless obviously ,non-responsive) read aloud publicly An abstract of the amounts of the base Bid Proposals and major alternates(if any) will be made available to Bidders after the opening of Bid Proposals. Bid Proposals, in their entirety, shall be open for public inspection after the contract is awarded, with the exception of any trade secrets or confidential information contained therein, provided Bidder has expressly identified any specific information contained therein as being trade secrets or confidential information. 14 Bid Proposals to Remain Subject to Acceptance All Bid Proposals will remain subject to acceptance for ninety (90) days after the day of the Bid Proposal opening, but Owner may, in its sole discretion, release any Bid Proposal and return the bid security prior to that date. 15. Award of Contract j 15 1 Owner reserves the right to reject any and all Bid Proposals,to waive any and all informalities not involving price, time or changes in the Work and to negotiate contract terms with the Successful Bidder Owner may reject a bid as non-responsive if: 1) Bidder fails to provide required Bid Security; 2) Bidder improperly or illegibly completes or fails to complete all information required by the Bidding Documents; 3) Bidder fails to sign the Bid Proposal or improperly signs the Bid Proposal, 4) Bidder qualifies its Bid Proposal, 5) Bidder tardily or otherwise improperly submits its Bid Proposal, 6)Bidder fails to submit the Qualifications of Bidder as required under section 3 of these Instructions to Bidders; or 7) Bid Proposal is otherwise non-responsive. In determining the best value for the Owner,and in determining to whom to award a contract, Owner may consider 1)purchase price; 2) reputation of the Bidder and Bidder's goods or services; 3) quality of Bidder's goods or services; 4) extent to which the goods or services meet the Owner's needs; 5)Bidder's past relationship with the Owner; 6) impact on the ability of Owner to comply with laws and rules relating to contracting with historically underutilized businesses and nonprofit organizations employing persons with disabilities; 7) total long- term cost to Owner to acquire Bidder's goods or services; 8)the Qualifications of Bidder; and 9) any other relevant criteria specifically listed in the Bidding Documents. Discrepancies in the multiplication of units of Work and unit prices will be resolved in favor of the unit prices. Discrepancies between the indicated sum of any column of figures and the correct sum thereof will be resolved in favor of the correct sum. 15.2 In evaluating Bid Proposals, Owner will consider the Qualifications of the Bidders, whether or not the Bid Proposals comply with the prescribed requirements, and such alternates, unit prices and other data, as may be requested in the Bid Proposal form or prior to the Notice of Award. 062008 00200-6 of 7 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 15.3 Owner may conduct such investigations as Owner deems necessary to assist in the evaluation of any Bid Proposal and to establish the responsibility, qualifications and financial ability of Bidders, proposed Subcontractors, suppliers and other persons and organizations to perform and furnish the Work in accordance with the Contract Documents,to Owner's satisfaction,within the Contract Time. 15 4 The contract is to be awarded to the lowest responsible Bidder or the Bidder who provides good's or services at the best value for the Owner. 16. Contract Security When the Successful Bidder delivers. the executed Standard Form of Agreement to Owner, it must be accompanied by the Performance, Payment, Maintenance and Surface Correction Bonds required by the Contract Documents. Bonds may be on the forms provided herein or an equal form containing no substantive changes, as determined by Owner. 17 Signing of Agreement When Owner gives a Notice of Award to the Successful Bidder,it will be accompanied by the required number of unsigned counterparts of the Standard Form of Agreement, and the required Performance and Payment Bond forms. Within ten (10) days thereafter Contractor shall sign and deliver the required number of counterparts of the Standard Form of Agreement to Owner with the required Bonds. Within ten(10) days thereafter,Owner shall deliver one fully signed counterpart to Contractor There shall be no contract or agreement between Owner and the Successful Bidder until proper execution and attestation of the Standard Form of Agreement by authorized representatives of the Owner 18. Pre-bid Conference A pre-bid conference will be held as indicated in the Invitation to Bid. Attendance at the pre-bid conference is mandatory 19 Retainage Provisions concerning retainage are set forth in the Contract Documents. END OF SECTION 06/2008 00200-7 of 7 CITY OP PI AR! AND AI)D11i,INl)IiM NO 7 Section 0090'/ ADDENDUM NO 7 Date January'16, 2009 PROJECT Magnolia Road Expansion Phase 2 Limits Magnolia Rd. 'Veterans Dr SI-I & John Lizer Rd SIT 35 to Pearland Parkway BID NO 1 109. 10 BID DA 1T January r 1009 FROM Andrea DeKam Brinkley, PMP Project Mana9,ei. ENGINELRS Mark 1lintcnl I' I 1,cldie Kirst., P I,. Britktcfarmcr& Assoc Kiirst Kosmoski Inc 11801 N Central Lxpy Suite 400 06"30 f'ountamview Suite 3[8 Dallas, TX 75243 Houston TX 77057 972-2 3 l-$800 office 832-242-7200 office To Prospective Bidders and Interested Parties l'his.addendum forms a part of the bidding documents and will be incorporated into the Contract Documents, as applicable. Insofar as the original Contract Documents, Specifications, and Drawings are inconsistent this Addendum shall govern Please acknowledge receipt of this Addendum on both copies of the Bid .Proposal form, Section 00300 submitted to the City of Pearlancl FAILURE '1'0 ACI(NOWLEDQE RECEIPT OF ADDENDA ON THE BID PROPOSAL FORM MAYBE CAUSE FOR DISQUALIFICATION CONTRACT DOCUMENTS 1 Section 00300, Bid Proposal Insert Revised Bid Proposal included in this Addendum The revised bid form is to be attached to the contract documents and submitted with the.Bid. This Bid Proposal supersedes Bid Proposal issued in Addendum S (Attached) Bid Form Bid Item Name and Quantity Changes and Deletions as follows Item it 9 —Control of Surface and Ground Water from l'f 900 Ll= to 15,000 Ll- ltem # I. I -1 rcnch Safety System from 1./ 800 L.I to 1 / 900.I-.1- Item It }b Revised Bid Item Jac kings of Pipe or Box Jac k & Bon. /x4 SBC '/0 I .l Itc m It ,' ' Revised I>id Itc m lunrtion Box (Special) I f 1 07i'000 (}nail! I OI 3 C. l'l'F' Of PT l/ol I;V/n ADDI' DIM N / item## 6/ --Storm Sewers /x4 S.13C from 66() LI to /10 Item it 159 Railing I ype 1501 from 970 to 1 170 I Item # 161 —Railing I ype PR' from .1 170 to 1910 I,I Item#235 -_. VIVDS Processors from S.to 3 LA SPECIFICATIONS None. 'DRAW ENGS 1 Insert or rcplacc tin, following Sheet it 13 Quantity Summary revised railing quantities, drainage quantities Sheet # I0<1 Revised 1 'x f SRC to double /x4 S13C with :function Box Sheet it !CO,. Revised L.atr.ral DI and DIA profile Sheet It I,18 Revised C. ill vent No ? Revised 1 'x-1 S13( lac), and bon. to double /x4 S13C Jack and bore with Junc.11on Box Revised notes and added new notes to reflect drawing_ changes Delete the follow/mg Sheet #78 2 Clarification regarding bid items and details for cast-in place function boxes (ie DBI 7x4/7x41/36"Junction at Culvert No ?, sheet 11.8) The City of Pearland preference is to use pre-cast elements 3 Clarification regarding type of concrete pavement for Magnolia Rd. and John Lir_er Rd segments Magnolia Rd. Refer to Sheet 89 and 90 a. Steel rebar will be Grade 60, #6 bar b Steel rebar spacing will 'be as shown on sheet 89 for 10" CRCP [able No. 1 longitudinal reinforcement /" CC and transverse reinforcement 3 CC e transverse contraction control Joints will be as shown on sheet 89 and are required at 15' spacing d. Longitudinal Control Joints will be will be as detailed in Section X_X on Sheet 89 e The 2 piece tie bar for longitudinal joints should be as detailed on Sheet 89 The#6 bars at the transverse bar spacing should he as detailed in Note 7 on.Sheet 8'9 The length of the') piece'he bar shall he 50" long as detailed in Section Y-Y on Sheet 8'9 .lohn ]_aver Rd Refer to Sheet 2795 a. Steel rebar will be Grade 60, .##6 bar b Steel rebar spac,nin will be as shown on sheet ''95 for 10 in 6.10 ft wide'(_oncrete Pa\mein in' It wide, median divided section lonsciuidinal reinforcement 18" CC Min Laps) and transverse rcrnforceiticnt '' i." ( C ' I" Vim Laps. ti'/"'tux, two/ of i r Uri OP IT 1RL.11 L) , . IJj)'{.{,,, ;.iii'i -,0 '7 c I r in:sverse. expansion ioini SJ)lCl 1`'l\ II be as shown on sheet 219:5 however Note 1%I wiI1 he amended to show 60 ft CC \\-/Sealant d. transverse contraction joint spacing will be as called n Specification 0215 E 3 1 2 with a max itrail 1 of 20'cc e l..on ltudinal Control Joints \Fill be as shown on Shen 295, Saweut Joint w/Sealant,no tic formed joints allowed. I Long./Trans. Dowel Bars will be as calicd 1,1 Specification 0275I 3 12 -Grade 60 ?r5 @ 18" CC, 30" Min length 4 Clartftcalion regarding Misc Structural Steel on sheet 158 Phis quantity el structuial sled s to he wed For sole plates anti various nuts and bolts and paid nor Bid Item#158 No \\,riven questions will be accepted and ao addenda \; I M. issued after Inc: tins,of husine<< t'xiav Fr c..1) J•t,l,,ttr}' 1.0 '000 END OF 1DDh\DUIV1 NO 1 Mail: Hinton l' E. Eddie lsars P.1. ' '1 N'��\ k .4 (f fi :..�: : MARK I) HIN ION I- ' LOUIS t=. l iHSC f( 80210 r(`t 65540 , .. J i `"f 1 r CITY OF PEARLAND BID PROPOSAL Section 00300 BID PROPOSAL Date Bid of , an individual proprietorship/a corporation organized and existing under the laws of the State of Texas/a partnership consisting of , for the construction of: Magnolia Road Expansion Magnolia Rd. fromVeterans Drive to SH 35 & John Lizer Rd. from SH 35 to Pearland Parkway City of Pearland,Texas COP PN. T70041 BID NO. 1109-10 (Submitted in Duplicate) To The Honorable Mayor and City Council of Pearland City of Pearland 3519 Liberty Drive Pearland, Texas 77581 Pursuant to the published Invitation to Bidders, and Instructions to Bidders, the undersigned Bidder hereby proposes to do all the work and furnish all necessary superintendence, labor, machinery, equipment, tools and materials, and whatever else may be necessary to complete all the work described in or reasonably inferable from the Contract Documents for the construction of the Magnolia Road Expansion with all,related appurtenances, complete, tested, and operational, in accordance with the Plans, and Specifications prepared by the Engineer, Bridgefarmer & Associates, Inc. and Kirst Kosmoski, Inc., TEDSI Infrastructure Group and Knudson & Associates,under the City of Pearland's inspection for the unit prices or applicable prices set forth, in Exhibit "A", bid form, which bears the undersigned's initials for identification. It is understood that,,in the event any changes are ordered on any part of the Work, the applicable unit prices bid shall apply as additions to or deductions from the total prices for the parts of the Work so changed. The Bid Security required under the Instructions to Bidders is included with this Bid Proposal. The Bidder agrees to submit to the Owner the Qualifications of Bidder, including the Financial Statement of Bidder, as required by the Instructions to Bidders if requested to do so as a condition of the Bid review The Bidder binds himself, upon acceptance of his proposal, to execute the Standard Form of Agreement and furnish a Performance Bond and a Payment Bond, each in the amount, of one hundred percent (100%) of the total Contract Price, according to the forms included in the Contract Documents, for performing and completing,the said work within the time stated and for the prices stated in Exhibit"A"of this proposal Bidder's Initial's. 06/2008 00300- 1 of 15 Addendum No.7 CITY OF PEARLAND BID PROPOSAL The undersigned Bidder agrees to commence work within ten (10)]days after the date of a written notice to commence work. It is understood that the Work is to be Substantially Complete within five hundred ten (510)] days after the date of the notice to commence work. Time for Substantial Completion shall begin on the date established by the notice to commence work. The Contractor will pay liquidated damages in the amount(s) specified in Document 00500 — Standard Form of Agreement in the event the Work is not Substantially Complete in this time limit. Item Spec.No. Bid Item Description Unit Total Unit Amount Bid No. Qty Price I 01505 MOBILIZATION(MAXIMUM 4%) LS 1 2 NOT USED 3 01500 PORT CTB(FUR&INST)(LOW PROF)(TY I) LF 130 4 01500 PORT CTB(FUR&INST)(LOW PROF)(TY II) LF 130 5 01550 STABILIZED CONSTRUCTION EXIT SY 240 TYPE 1 6 01555 TRAFFIC CONTROL AND REGULATION LS I 7 01560 FILTER FABRIC FENCE LF 10,930 8 01561 REINFORCED FILTER FABRIC FENCE LF 8,300 9 01564 CONTROL OF SURFACE AND GROUND WATER LF 15,000 TPDES COMPLIANCE.INCLUDING NOI(S), 10 01565 NOT(S),INSPECTIONS&REPORTS,STABILIZED LS I EXIT(S),SOURCE CONTROL FOR EROSION AND SEDIMENTATION,WASTE COLLECTION& DISPOSAL,ETC. 11 01570 TRENCH SAFETY SYSTEM LF 17,900 12 02200 RIGHT-OF-WAY PREPARATION:INCLUDING AC 11 46 CLEARING,GRUBBING,&WASTE DISPOSAL 13 02220 REMOVING CONCRETE(DRIVEWAYS) SY 3,365 14 02220 REMOVING CONCRETE(SLAB,FOUNDATION, SY 8,700 UTILITIES) 15 02220 REMOVING CONCRETE(CURB&GUTTER) LF 3 150 16 02220 REMOVING STAB BASE&ASPH PAV SY 22,900 17 02220 REMOVE PLANTER EA 4 18 02220 REMOVE STRUCTURE(GRATE INLET) EA 6 19 02220 REMOVE STRUCTURE(SET) EA 12 Bidder's Initial's: 06/2008 00300-2 of 15 Addendum No 7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 20 02220 REMOVE STRUCTURE(PIPE) LF 7,870 21 02220 REMOVE STRUCTURE(BOX CULVERT) LF 50 22 02220 REMOVE FENCE LF 1,400 23 02220 REMOVE RAILROAD TRACKS LS 1 23A 02220 REMOVE TEMPORARY ASPHALT SY 4,100 23B 02220 REMOVE TEMPORARY DROP INLET TYPE A EA 1 24 02316 EXCAVATE ROADSIDE DITCHES LF 600 25 02316 EXCAVATION AND BACKFILL FOR ROADWAYS CY 22,700 ROADWAY EXCAVATION 26 02317 EXCAVATION AND BACKFILL FOR, CY 38,000 STRUCTURES DRAINAGE EXCAVATION 27 **0132-2014 EMBANKMENT CY 41,220 (TYC) 28 02335 SUBGRADE SY 63,800 8' LIME STAB @ 8% 29 02335 SUBBASE SY 640 6' LIME STAB @ 8% 30 02335 SUBGRADE(ASSUME 210 LB/CY) TON 1,380 LIME 31 02417 24 IN PIPE(1/4 THK)(STL CASING)(OPEN-CUT) LF 290 32 02417 JACK BOR OR TUN PIPE(24 IN)(1/4"THK)(STL LF 210 CASING) 33 02417 JACK BOR OR TUN PIPE(30 IN)(1/4"THK)(STL LF 200 CASING) 34 02510 WTR(PVC)(C900 CL150)(6 IN) LF 330 35 0251,0 WTR(PVC)(C900,CL150)(8 IN) LF 205 36 02510 WTR(PVC)(C900,CLI50)(10 IN) LF 10 37 02510 WTR(PVC)(C900,CL150)(12 IN) LF 7,240 38 02510 WTR(PVC)(C905 CL235)(16 IN) LF 530 39 02510 WTR(PVC)(C905 CL235)(20 IN) LF 470 40 02510 WET CONNECTIONS EA 13 J Bidder's Initial's: 06/2008 00300-3 of 15 Addendum No.7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 41 02510 CUT PLUG&ABANDON EXIST WTR EA 39 42 02511 RELOCATE&RECONNECT EXIST WATER EA 13 METER 43 02514 FIRE HYDRANT EA 17 44 02514 REMOVE AND SALVAGE EXIST FIRE HYDRANT EA 10 45 02515 2"WATER TAPS&SERVICE LINES-SHORT SIDE EA 8 46 02515 2' WATER TAPS&SERVICE LINES-LONG SIDE EA 4 47 02530 SAN SWR(PVC)(ASTM D3034,SDR26)(6 IN) LF 120 48 02540 8"x8"TAPPING SLEEVE&VALVE EA I 49 02540 10"xl0' TAPPING SLEEVE&VALVE EA 1 50 02540 16"x 12' TAPPING SLEEVE&VALVE EA I 51 02541 6 RESILIENT WEDGE GATE VALVE EA 1 52 02541 8' RESILIENT WEDGE GATE VALVE EA 6 53 02541 12' RESILIENT WEDGE GATE VALVE EA 16 54 02541 16"RESILIENT WEDGE GATE VALVE EA 3 55 -" 02541 20' BUTTERFLY VALVE&BOX EA I 56 02629 JACKING PIPE OR BOX LF 270 JACK&BORE 7'x 4'SBC 57 02630 STORM SEWERS LF 360 24"CMP 57A 02630 STORM SEWERS LF 200 18"SLOTTED DRAIN 58 02630 STORM SEWERS LF 50 12"PVC 59 02630 STORM SEWERS LF 2,405 18"RCP 60 02630 STORM SEWERS LF 1,840 24"RCP 61 02630 STORM SEWERS LF 410 30"RCP 62 02630 STORM SEWERS LF 1,830 36' RCP Bidder's Initial's: 06/2008 00300-4 of 15 Addendum No.7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 63 02630 STORM SEWERS LF 865 42"RCP 64 02630 STORM SEWERS LF 500 48"RCP 65 02630 STORM SEWERS LF 150 4'x3'SBC 66 02630 STORM SEWERS LF 360 6'x 3'SBC 67 02630 STORM SEWERS LF 71'0 7'x4'SBC 68 02630 STORM SEWERS LF 270 4'x4'SBC 69 02630 STORM SEWERS LF 160 5'x4'SBC 70 02630 STORM SEWERS LF 710 6'x4'SBC 71 NOT USED 72 02630 STORM SEWERS EA JUNCTION BOX SPECIAL 73 02631 PRECAST INLETS,HEADWALLS,AND EA 1 WINGWALLS DROP INLET TYPE A 74 02631 PRECAST INLETS,HEADWALLS,AND EA 9 WINGWALLS GRATE,INLET TYPE,A 75 02542 SANITARY MANHOLE EA 1 4'DIA.MANHOLE 75A NOT USED 76 02542 STANDARD STORM MANHOLE EA 23 76A 02542 STORM MANHOLE EA 21 TYPE M 77 02631 PRECAST'INLETS,HEADWALLS,AND EA 51 W1NGWALLS CURB INLET TYPE C 77A 02631 PRECAST INLETS,HEADWALLS,AND EA 15 WINGWALLS 5'EXTENSION 78 02631 PRECAST'INLETS,HEADWALLS;AND EA 3 WINGWALLS CURB INLET'TYPE C-1 79 02631 PRECAST INLETS,HEADWALLS,AND EA 3 RAIL&GRATE.INLET(TY II) 80 02631 PRECAST INLETS,HEADWALLS,AND EA 16 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT SET(H=24") 81 02631 PRECAST INLETS,HEADWALLS,AND EA 3 WINGWALLS'FLARED WINGWALL/SAFETY END TREATMENT SET(H=30") 82 02631 PRECAST INLETS,HEADWALLS,AND EA 1 WINGWALLS FLARED'WINGWALL/SAFETY END TREATMENT SETB-SW-0(H=3') Bidder's Initial's. 06/2008 00300-5 of 15 Addendum No.7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 83 02631 PRECAST INLETS,HEADWALLS,AND EA 3 WINGWALLS FLARED W INGWALL/SAFETY END TREATMENT FW-0 (H=3') 84 0263I PRECAST INLETS,1-IEADWALLS,AND EA 3 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT FW-0 (H=4') 85 02631 PRECAST INLETS,HEADWALLS,AND EA 1 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT CH-FW-0 (DIA=30") 86 02631 PRECAST INLETS,HEADWALLS,AND EA 7 WINGWALLS DROP INLET TYPE E 87 02631 PRECAST INLETS,HEADWALLS,AND EA 12 WINGWALLS INLET TYPE AAD 88 02631 PRECAST INLETS,HEADWALLS;AND EA 1 WINGWALLS INLET TYPE B-B 89 02631 PRECAST INLETS,1-IEADWALLS,AND EA 15 WINGWALLS MAINTENANCE BERM INLET 90 02633 ADJUST EXISTING MANHOLES AND VALVE LS 1 BOXES 91 02710 9' FIMHL ASPHALTIC CONCRETE BASE COURSE TON 2,600 (BLACK BASE) 92 02710 6 HMHL ASPHALTIC CONCRETE BASE COURSE SY 490 (BLACK BASE)FOR TRANSITION TO EXISTING ASPHALT PAVING 93 02741 2"FIMHL,ASPHALTIC CONCRETE SURFACE TON 960 COURSE 94 02742 PRIME COAT GAL 59 95 02743 TACK COAT GAL 178 96 02751 6"REINFORCED CONCRETE PAVING SY 670 MEDIAN SLOPE PAVING(6") 97 02751 CONCRETE PAVEMENT SY 55,800 ROADWAY(10") 98 02751 CONCRETE PAVEMENT SY 2,500 DRIVEWAY(6") 99 02751 CONCRETE PAVEMENT SY 5,120 SIDEWALK (4") 100 02751 6"REINFORCED CONCRETE PAVING FOR SY 1 150 MEDIAN NOSES 101 02762 WK ZN TEMP&REMOV REFL PAV MRK LF 17,300 (W)4"(SLD) 102 02762 WK ZN TEMP&REMOV REFL PAV MRK LF 17,300 (Y)4"(SLD) 103 02770 CURB,CURB&GUTTER,AND HEADERS LF 27,033 MONOLITHIC CURB 104 02811 2"SCI-180 PVC CONDUIT LF 1,650 Bidder's Initial's. 06/2008 00300-6 of 15 Addendum No.7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 105 02811 6' SCH 40 PVC SLEEVE LF 735 1 106 02811 6' SCH 40 PVC SLEEVE/BORE @ VETERANS LF 80 107 02811 INSTALLATION AND MATERIALS FOR SPRAY SF 57,017 ZONES 108 02811 QUICK COUPLERS EA 26 109 02811 CONTROLLER W/PEDESTAL EA 3 _ 110 02811 INSTALLATION AND MATERIALS FOR TREE EA 134 BUBBLERS-2/TREE(BASED ON TREE QUANTITY- 134) I I I 02811 BACK FLOW PREVENTER-FEBCO#765 2 INCH EA 3 112 02811 PVB ENCLOSURE-HOT BOX#LD2 EA 3 113 02811 WATER METER-CITY OF PEARLAND EA 3 STANDARD FOR 2 INCH LINE. 114 02811 INSTALLATION AND MATERIALS FOR LP PANEL EA 3 ON RACK-INCLUDING RACK&ELECTRICAL CONNECTION 115 02811 1 YEAR MAINTENANCE OF PLANTING SF 5,833 (EXCLUDING GRASS)AND IRRIGATION FROM DATE OF SUBSTANTIAL COMPLETION _ 116 02821 CHAIN LINK FENCE LF 240 (INSTALL)(8') 117 02921 HYDRO-MULCH SEEDING AC 8.65 (DRAINAGE CHANNELS,PONDS AND DITCHES) 118 02931 45 GAL CRAPE MYRTLE'NATCHEZ'-8'FIT MULTI EA 43 TRUNK 119 02931 45 GAL CRAPE MYRTLE'TUSCORORA'-8'HT EA 57 MULTI TRUNK 120 02931 30 GAL WAX MYRTLE.-6'HT MULTI TRUNK EA 34 121 02931 I GAL"CI-IICAGO SUNRISE"DAYLILY EA 855 122 02931 3 GAL KNOCK OUT SHRUB ROSE EA 262 123 02931 I GAL MEXICAN FEATHER GRASS EA 700 124 02931 BERMUDA PREP&HYDRO-MULCH SF 505,968 (LANDSCAPE PLANS ONLY) 125 02931 BERMUDA PREP&SOD SY 1,648 126 02931 STEEL EDGE LF 165 127 02931 PREPARED LANDSCAPE SOIL -BEDS CY 108 Bidder's Initial's: 06/2008 00300-7 of 15 Addendum No.7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 128 02931 LANDSCAPE MULCI-I -BEDS&TREE WELLS .CY 63 129 02981 BLAST CLEANING OF PAVEMENT LF 12,300 4" 130 02981 BLAST CLEANING OF PAVEMENT LF 5,000 8' 131 02981 BLAST CLEANING OF PAVEMENT LF 130 12" 132 02981 BLAST CLEANING OF PAVEMENT LF 505 24' 133 02981 BLAST CLEANING OF PAVEMENT SF 3,024 WORDS OR SYMBOLS 134 02981 BLAST CLEANING OF PAVEMENT EA II MEDIAN NOSE AND ISLAND 135 03300 5' SLOPE PAVING W/2'TOE WALL SY 190 136 03300 CONCRETE CY 440 CONCRETE PILOT CHANNEL(5 IN) 137 03300 CONCRETE CY 30 CONC SLOPE PAVING(6 IN) 138 03300 CONC SLOPE PAVING(4 IN) CY 250 139 03300 CONC SLOPE PAVING CY 40 (MOW STRIP) (4 IN) 140 03315 INTERLOCKING FLEXIBLE REVETMENT SY 714 SYSTEM 141 05500 GALVANIZED OUTFALL RACK LS I 142 10146 PORTABLE MESSAGE SIGN LS 2 143 16724 OPTICOM DETECTOR EA 12 143A **0132 2028 CEMENT STABLIZED BACKFILL CY 220 144 **0341-2120 D-GR I-IMA(QCQA)TY-D SAC-B PG70-22 TON 70 2' HOT-MIX ASPHALTIC CONCRETE I44A **0400-2005 CEMENT STABLIZED SAND CY 860 145 **0400-2008 CUT AND RESTORE PAVEMENT(ASPH) SY 210 146 **0416-2001 DRILLED SI-IAFT FOUNDATIONS LF 90 18' DIA 147 **0416-2004 DRILLED SHAFT FOUNDATIONS LF 1,900 36"DIA 148 NOT USED Bidder's Initial's: 06/2008 00300-8 of 15 Addendum No.7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 149' **0416-2032 DRILL SHAFT(TRF SIG POLE)(36") LF 41 150 **0416-2034 DRILL SHAFT(TRF SIG POLE)(48") LF 154 151 **0420-2003 CONCRETE STRUCTURES CY 70 ABUT CL"C" 152 **0420-2004 CONCRETE STRUCTURES CY 230 BENT CL"C" 153 **0420-2033 CONCRETE STRUCTURES CY 120 APPR SLAB CL"S" 154 **0422-2001 REINFORCED CONCRETE SLAB SF 32,800 155 **0423-2001 RETAINING WALL SF 14,200 (MSE) 156 **0425-2004 PRESTRESSED CONCRETE BEAM LF 4,300 TYPE"IV' 157 **0428-2001 CONCRETE SURFACE TREATMENT SY 3,600 CLASS I 158 **0442-2005 STR STL L13 5,000 MISCELLANEOUS 159 **0450-2007 RAILING LF 1,370 TYPE T501 160 **0450-2019 RAILING LF 1,290 TYPE C50I 161 **0450-2026 RAILING LF 1,910 TYPE PR2 162' **0450-2I 11 RAILING LF 120 CONCRETE PARAPET 163 **0454-2009 SEALED EXPANSION JOINT LF 130 (5")SEJ-A 164 **0506-2034 EROSION CONTROL LOGS LF 1 480 18" 165 **0506-2003 ROCK FILTER DAM TYPE 3 LF 70 INSTALL 166 **0506-2009 ROCK FILTER DAM TYPE 3 LF 70 REMOVE 167 **0531-2005 PEDESTRIAN RAMPS EA 29 TYPE 1 168 **0531-2010 PEDESTRIAN RAMPS EA 2 TYPE 7 169 **0531-2018 PED DRIVEWAY RAMPS EA 18 170 **0540-201 1 MBGF(TRANSITION) EA 2 171 **0544-2001 MBGF(GET) EA 2 Bidder's Initial's: 06/2008 00300-9 of 15 Addendum No.7 CITY OF PEARLAND BID PROPOSAL tanit Spec. No. Bid Item Description Unit QtYI pr. Amount Bid ce 172 NOT USED 173 NOT USED 174 NOT USED 175 **0618-2018 CONDT(PVC)(SCHD 40)(2") LF 9,000 176 **0618-2052 CONDT(RM)(2") LF 1 700 177 **0618-2035 CONDUIT(PVC)(SCHD 80)(2")(BORE) LF 1,040 178 **0618-2039 CONDUIT(PVC)(SCHD 80)(3")(BORE) LF 1 450 179 **0618-2056 CONDUIT(RM)(3") LF 300 180 **0620-2009 ELEC CONDR(NO 6)BARE LF 3,095 181 NOT USED 182 **0620-2007 ELEC CONDUCTOR(NO 4)BARE LF 195 183 **0620-2008 ELEC CONDUCTOR(NO 4)INSULATED LF 390 184 **0621-2002 TRAY CABLE(3 CONDR)(12 AWG) LF 1 190 185 ***0624-200X GROUND BOX EA 25 186 **0624-2014 GROUND BOX TY D(162922)W/APRON EA 18 187 **0628-2100 ELEC SERV TY D(I20/240)070(NS)SS(E)SP(0) EA 3 188 **0644-2056 REMOVE&RELOCATE SM RD SN SUP&AM EA 2 189 **0644-2048 INS SM RD SN SUP&AM TY TWT(1)UA(P) EA 16 190 **0644-2049 INS SM RD SN SUP&AM TY TWT(I)UA(T) EA 2 191 **0644-2060 REMOVE SM RD SN SUP&AM EA 29 192 NOT USED 193 **0644, RELOCATE AND/OR REMOVE AND DISPOSE LS I EXISTING STREET SIGNS 194 **0644 TRAFFIC SIGNS(INCLUDES STOP SIGNS WITH EA 35 STREET NAME PLAQUES PER CITY SIDS.), DIAMOND GRADE Bidder's Initial's: 06/2008 00300- 10 of 15 Addendum No 7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 195 **0666-2003 REFLECTORIZED PAVEMENT MARKINGS TY I LF 4,600 4' BROKEN WHITE 196 **0666-2012 REFLECTORIZED PAVEMENT MARKINGS TY I LF 1,050 4"SOLID WHITE 197 **0666-2036 REFLECTORIZED PAVEMENT MARKINGS TY 1 LF 4,700 8' SOLID WHITE 198 **0666-2042 REFLECTORIZED PAVEMENT MARKINGS TY I LI= 90 12"SOLID WHITE 199 **0666-2048 REFLECTORIZED PAVEMENT MARKINGS TY I LF 505 24' SOLID WHITE 200 **0666-2096 REFLECTORIZED PAVEMENT MARKINGS TY 1 EA 72 WORDS OR SYMBOLS WHITE 201 **0666-2105 REFLECTORIZED PAVEMENT MARKINGS TY I LF 320 4"BROKEN YELLOW 202 **0666-21 1 1 REFLECTORIZED PAVEMENT MARKINGS TY I LF 6,400 4 SOLID YELLOW 203 **0666-2123 REFLECTORIZED PAVEMENT MARKINGS TY I LF 280 8' SOLID YELLOW 204 **0666-2126 REFLECTORIZED PAVEMENT MARKINGS TY I LF 50 12' SOLID YELLOW 205 **0666-2141 REFLECTORIZED PAVEMENT MARKINGS TY I EA 26 MEDIAN NOSE PAINT YELLOW 206 **0666-XXXX REFLECTORIZED PAVEMENT MARKINGS TY I EA 17 ISLAND NOSE PAINT WHITE 207 **0672-2015 REFLECTORIZED PAVEMENT MARKINGS EA 162 REFL PAV MRK TY II-A-A 208 **0672-2017 REFLECTORIZED PAVEMENT MARKINGS EA 504 REEL PAV MRK TY II-C-R 209 **0680-2003 INSTALL HWY TRF SIG(SYSTEM) EA 3 210 **0682-2001 BACK PLATE(12 IN(3 SEC) EA 26 211 **0682 2002 BACK PLATE(12 IN)(4 SEC) EA 10 212 **0682-2014 PED SIG SEC(12 IN)LED(2 INDICATIONS) EA 24 213 **0682-2022 VEH SIG SEC(12 IN)LED(GRN ARW) EA 10 214 **0682,2023 VEIi SIG SEC(12'IN)LED(GRN) EA 28 215 **0682 2024 VE1-1 SIG SEC(12 IN)LED(YEL ARW) En 8 216 **0682-2025 VEH SIG SEC'(12 IN)LED(YEL) EA 28 217 **0682-2027 VEIi SIG SEC(12 IN)LED(RED) EA 44 Bidder's Initial's. 06/2008 00300- 11 of 15 Addendum No.7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 218 **0684-2007 TRAF SIG CBL(TY A)(12 AWG)(2 CONDR) LF 3,215 219 **0684-2009 TRAF SIG CBL(TY A)(12 AWG)(4 CONDR) LF 3,335 220 **0684-2012 TRAF SIG CBL(TY A)(12 AWG)(7 CONDR) LF 4,300 221 **0686-2037 INS TRF SIG PL AM(S)I ARM(36')LUM EA 2 222 **0686-2045 INS TRF SIG PL AM(S)I ARM(44')LUM EA 1 223 **0686-2053 INS TRF SIG PL AM(S)1 ARM(50'),LUM EA 224 **0686-2057 INS TRF SIG PL AM(S)I ARM(55')LUM EA 2 225 **0686-2065 INS TRF SIG PL AM(S)I ARM(65')LUM EA 2 226 **0686-2189 INS TRF SIG PL AM(S)2 ARM(50'-40')LUM EA 1 227 **0686-2213 INS TRF SIG PL AM(S)2 ARM(65'-36')LUM EA 1 228 **0687-200I PED POLE ASSEMBLY EA 5 229 **0688-2001 PED DETECT(2 INCH PUSH BTN) EA 24 230 **6006-2001 SPREAD SPECTRUM RADIO EA 3 231 **6006-2003 FIELIAX CABLE LF 545 232 **6006-2004 ANTENNA(OMNI-DIRECTIONAL) EA 1 233 **6006-2005 ANTENNA(UNI-DIRECTIONAL) EA 2 234 **6007 2001 REMOVING TRAFFIC SIGNALS EA 1 235 **6266-2001 VIVDS PROCESSOR SYSTEM EA 3 236 **6266-2002 VIVDS CAMERA ASSEMBLY EA 21 237 **6266-2003 VIVDS SET UP SYSTEM EA 3 238 **6266-2005 VIVDS COMMUNICATION CABLE(COAXIAL) LF 4,395 SUBTOTAL BASE BID ITEMS Bidder's Initial's. 06/2008 00300- 12 of 15 Addendum No 7 CITY OF PEARLAND BID PROPOSAL Spec. No. Bid Item Description Unit Total Unit Qty Price Amount Bid EXTRA WORK ITEMS 239 02318 SPECIAL EXCAVATION CY 320 240 02510 WTR(PVC)'(C900,CL150)(10 IN) LF 30 241 02510 WET CONNECTIONS EA 2 242 0251 I RELOCATE&RECONNECT EXIST WATER EA 5 METER 243 02515 2"WATER TAPS&SERVICE LINES-SHORT SIDE EA 5 244 02515 2' WATER TAPS&SERVICE LINES LONG SIDE EA S 245 02531 SAN SWR(PVC)(ASTM D3034,SDR26)(6 IN) EA I 246 02531 SAN SWR SERVICE RECON-NEAR SIDE EA 5 247 02531 SAN SWR SERVICE RECON-FAR SIDE EA 6 248 02533 REMOVE&REPLACE 16' SAN SWR FORCE MAIN LF 110 249 02540 I0"x 10' TAPPING SLEEVE&VALVE EA I 250 02541 10"RESILIENT WEDGE GATE VALVE EA I 251 02541 12' RESILIENT WEDGE GATE VALVE EA 252 02631 4'DIA.MANHOLE EA 1 253 02318 HAND EXCAVATION AROUND OBSTRUCTIONS CY 50 254 02255 EXTRA BANK SAND FOR WATER LINES CY 50 255 02252 EXTRA CEMENT STABILIZED SAND FOR CY 50 CULVERTS 256 02931 LANDSCAPE EASEMENT RESTORATION AC 1 257 02931 1 YEAR MAINTENANCE OF GRASS IN MEDIANS LS 1 ONLY FROM DATE OF SUBSTANTIAL COMPLETION • 258 02931 1 ADDITIONAL YEAR TREE MAINTENANCE AND LS 1 WARRANTY INCLUDING MULCH RING(BASED ON TREE QUANTITY SUBTOTAL EXTRA WORK ITEMS TOTAL BID PRICE **TXDOT SPECIFICATION NUMBERS ***FOR INSTALLATION ONLY TO BE PROVIDED BY CENTERPOINT ENERGY Bidder's Initial's: 06/2008 00300- 13 of 15 Addendum No 7 CITY OF PEARLAND BID PROPOSAL ALTERNATE BIDS The City of Pearland desires to accelerate the work for this project. In so doing, the City requests prices for alternate project durations for the work. The Contractor shall submit a price, for each Alternate Bid Item as presented. The City will select the bid combination deemed most advantageous to the City, which may or may not include an Alternate Bid. Unit prices for items included in the Base Bid shall apply for all work performed regardless of which Alternate Bid (if any) is chosen. The total project duration AND contract time will be based on the. Base Bid duration LESS the Alternate Bid duration (if applicable). In the event the City awards an Alternate Bid for the project, the Contract Time shall become equivalent to the corresponding Alternate Bid duration. Rain days will be calculated based on the Contract Time. ALTERNATE BID ITEMS. ALTERNATE DESCRIPTION ADD (DEDUCT) BASE BID+ OF DURATION PRICE ALTERNATE A Base Bid Time $ $ LESS 90 Days (450 days total) B Base Bid Time $ $ LESS 120 Days (420 days total) C Base Bid Time $ $ LESS 150 Days (390 days total) D Base Bid Time $ $ LESS 180 Days (360 days total) It is agreed that the Contract Price may be increased or decreased to cover work added, altered, or deleted by order of the Engineer, in accordance with the provisions of the General Conditions of Agreement. The undersigned agrees that the amounts bid in this Bid Proposal will not be withdrawn or modified for ninety (90) days following date of Bid Proposal opening, or such longer period as may be agreed to in writing by the City of Pearland and Bidder It is understood that in the event the Successful Bidder fails to enter into the Standard Form of Agreement and/or to furnish a Performance Bond and Payment Bond, each in the amount of one hundred (100) percent of the Contract Price, within ten (10) days of the Notice of Award, the Successful Bidder will forfeit the Bid Security as provided in the Instructions to Bidders. Unless otherwise expressly provided herein, all references to "day(s)"shall mean calendar day(s) Bidder's Initial's: 06/2008 00300 14 of 15 Addendum No.7 CITY OF PEARLAND BID PROPOSAL The following Addenda have been received. The modifications to the Bidding Documents noted therein have been considered and all costs thereto are included in the Bid Proposal prices. Addendum No Date Addendum No Date- Addendum No Date- Addendum No. Date Addendum No. Date- Addendum No. Date. Addendum No Date: Addendum No. Date: Bidder hereby represents that the only person or parties interested in this offer as principals are those named above. Bidder has not directly or indirectly entered into any agreement, participated in any collusion,or otherwise taken any action in restraint of free competitive bidding. Firm Name: By. Title- Address Phone No ATTEST (Seal, if Bidder is a Corporation) (Typed or Printed Name) Signature Date END OF SECTION Bidder's Initial's: 06/2008 00300- 15 of 15 Addendum No.7 i. (:Tl I OF pi, {I21.,(\I) ADDENDUM NO 6 Section 00906 ADDENDUM NO 6 Date January 13 2009 PROJEC T Magnolia Road Expansion Phase 2 I.m its Nlannnol.ia Rd \•eterans Dr SH 35 & John I izer Rd SH 35 to Pcarland Parl:x\a) BID \O 1 109-10 BID DAM January 22, 2009 r r I FRO\i Andrea Dekam Brinkley PMP F .a Project \ianayuer ENGINEERS i\Iark Hinton. P E. E:ddic kirst. P E. Bruluefarmer A'so.... kirst Kosmoski Inc 12801 N Central Expo Suite 400 2630 Fountainvie« Suite 31 S Dallas. TN 752-1; Houston TX 77057 972-231-8800 office 832-242-7200 office To Prospects►e Bidders and Interested Parties This addendum Iorms a part of the bidding documents and will be incorporated into the Contract Documents as appheable Insofar as the. original Contract Documents. Specifications. and DraWiir�us arc inconsistent. this Addendum shall govern Please acknowledge receipt of this \ddendum on both copies of the Bid Proposal form. Section 00300 submitted to the City of Pearland FAILLRE TO ACIC\OW LEDGE RECEIPT OF ADDENDA ON THE BID PROPOSAL FORM MA\ BE CAL SE FOR DISOLALIFICATIO\. CONTRACT DOCUMENTS 1 The BID DA LE and 1 IME is hereby revised to Thursday Januar) 22 2009 at 2 00 pm Pcarland Temporary Cit\ Hall 1523 Liberty Dr END OF ADDENDUM NO 6 0' 2006 00906- I of I CITY OF PEARLAND ADDENDUM NO.5 Section 00904 ADDENDUM NO 5 Date. January 12, 2009 PROJECT Magnolia Road Expansion Phase 2 Limits. Magnolia Rd Veterans Dr SH 35 & John Lizer Rd. SH 35 to Pearland Parkway BID NO 1109-10 BID DATE. January 15,2009 FROM. Mark Hinton,P.E. Eddie Kirst,P.E. Bridgefarmer&Assoc. Kirst Kosmoski Inc. 12801 N Central Expy Suite 400 2630 Fountainview Suite 318 Dallas,TX 75243 Houston TX 77057 972-231-8800 office 832-242-7200 office To• Prospective Bidders and Interested Parties This addendum forms a part of the bidding documents and will be incorporated into the Contract Documents, as applicable. Insofar as the original Contract Documents, Specifications, and Drawings are inconsistent, this Addendum shall govern Please acknowledge receipt of this Addendum on both copies of the Bid Proposal form, Section 00300 submitted to the City of Pearland. FAILURE TO ACKNOWLEDGE RECEIPT OF ADDENDA ON THE BID PROPOSAL FORM MAY BE CAUSE FOR DISQUALIFICATION. CONTRACT DOCUMENTS 1 Clarification regarding the Buy American Act. The Buy America Act does not apply to this project. 2. Insert Revised Bid Proposal Section 00300 This Bid Proposal supersedes Bid Proposal issued in Addendum 4 (Attached) Revisions are as follows Item#76—Standard Storm Manhole, all sizes and depths. New Bid Item 23 EA. Specification Item No revised from 02631 to 02542. Item#75A—Deleted, Not Used. SPECIFICATIONS 1 Clarification regarding Section 01555-Flaggers. The City will accept certified flaggers for traffic control,except for work on or around SH 35 involving signal work and lane closures, which must be off-duty uniformed Peace Officers. 07/2006 00905-1 of 2 cm Of* PLARLA'ND ADDEND/TM NO.5 2. Clarific,ation regarding Section 0E720 - Field Survey;.1g. The contractor must employ and registered land surveyor for the project,The City will emp oy an RS'I.S to stake the initial survey controls the :project, out day to day construction staking must be clone by the contractor,under supervision of a registered land surveyor CONSTRUCTION DRAWINGS 1 All storm manholes on round pipe storm sewer will be as provided in Bid Ttem IT76, as submitted by the contractor and approved by the engineer No written questions wiL be accepted and no addenda will be issued after the close of business today,Monday, January 12, 2009 END OF ADDENDUM NO 5 Mark Hinton,P.E. Eddie Kirst,P.E. ,--.-;7:-,\„c ,4 '-.7.3',o, .b7---, - * r.'.Vt,10 PAI MARK Da H?N T ON 4r LOUIS E. KtR s_i f 6, '-' -s.`• 80210 •,). c, G(�`A - 65540 ,q az' J P 7 Av .),•!Ai. _.....-;-• Il !G-/CY / - 07/2000 00905-2 of 2 CITY OF PEARLAND BID PROPOSAL Section 00300 BID PROPOSAL Date. Bid of , an individual proprietorship/a corporation organized and existing under the laws of the State of Texas/a partnership consisting of , for the construction of Magnolia Road Expansion Magnolia Rd. fromVeterans Drive to SH 35 & John Lizer Rd. from SH 35 to Pearland Parkway City of Pearland,Texas COP PN T70041 BID NO 1109-10 (Submitted in Duplicate) To The Honorable Mayor and City Council of Pearland City of Pearland 3519 Liberty Drive Pearland, Texas 77581 Pursuant to the published Invitation to Bidders, and Instructions to Bidders, the undersigned Bidder hereby proposes to do all the work and furnish all necessary superintendence, labor, machinery, equipment, tools and materials, and whatever else may be necessary to complete all the work described in or reasonably inferable from the Contract Documents for the construction of the Magnolia Road Expansion with all related appurtenances, complete, tested, and operational, in accordance with the Plans, and Specifications prepared by the Engineer, Bridgefarmer & Associates, Inc. and Kirst Kosmoski, Inc., TEDSI Infrastructure Group and Knudson & Associates, under the City of Pearland's inspection for the unit prices or applicable prices set forth in Exhibit "A", bid form, which bears the undersigned's initials for identification It is understood that, in the event any changes are ordered on any part of the Work, the applicable unit prices bid shall apply as additions to or deductions from the total prices for the parts of the Work so changed. The Bid Security required under the Instructions to Bidders is included with this Bid Proposal The Bidder agrees to submit to the Owner the Qualifications of Bidder, including the Financial Statement of Bidder, as required by the Instructions to Bidders if requested to do so as a condition of the Bid review The Bidder binds himself, upon acceptance of his proposal, to execute the Standard Form of Agreement and furnish a Performance Bond and a Payment Bond, each in the amount of one hundred percent (100%) of the total Contract Price, according to the forms included in the Contract Documents, for performing and completing the said work within the time stated and for the prices stated in Exhibit"A"of this proposal Bidder's Initial's. 06/2008 00300- 1 of 15 Addendum No 5 CITY OF PEARLAND BID PROPOSAL The undersigned Bidder agrees to commence work within ten (10)]days after the date of a written notice to commence work. It is understood that the Work is to be Substantially Complete within five hundred ten (510)] days after the date of the notice to commence work. Time for Substantial Completion shall begin on the date established by the notice to commence work. The Contractor will pay liquidated damages in the amount(s) specified in Document 00500 — Standard Form of Agreement in the event the Work is not Substantially Complete in this time limit. Item Spec.No. Bid Item Description Unit Total Unit Amount Bid No. Qty Price I 01505 MOBILIZATION(MAXIMUM 4%) LS I 2 NOT USED 3 01500 PORT CTB(FUR&INST)(LOW PROF)(TY I) LF 130 4 01500 PORT CTB(FUR&INST)(LOW PROF)(TY II) LF 130 5 01550 STABILIZED CONSTRUCTION EXIT SY 240 TYPE I 6 01555 TRAFFIC CONTROL AND REGULATION LS 1 7 01560 FILTER FABRIC FENCE LF 10,930 8 01561 REINFORCED FILTER FABRIC FENCE LF 8,300 9 01564 CONTROL OF SURFACE AND GROUND WATER I.F 14,900 TPDES COMPLIANCE.INCLUDING NOI(S), 10 01565 NOT(S),INSPECTIONS&REPORTS,STABILIZED LS I EXIT(S),SOURCE CONTROL FOR EROSION AND SEDIMENTATION,WASTE COLLECTION& DISPOSAL,ETC. II 01570 TRENCH SAFETY SYSTEM LF 17,800 12 02200 RIGI IT-OF WAY PREPARATION INCLUDING AC II46 CLEARING,GRUBBING,&WASTE DISPOSAL 13 02220 REMOVING CONCRETE(DRIVEWAYS) SY 3,365 14 02220 REMOVING CONCRETE(SLAB,FOUNDATION, SY 8,700 UTILITIES) 15 02220 REMOVING CONCRETE(CURB&GUTTER) LF 3 150 16 02220 REMOVING STAB BASE&ASPH PAV SY 22,900 17 02220 REMOVE PLANTER EA 4 18 02220 REMOVE STRUCTURE(GRATE INLET) EA 6 19 02220 REMOVE STRUCTURE(SET) EA 12 Bidder's Initial's. 06/2008 00300-2 of 15 Addendum No.5 CITY OF PEARLAND BID PROPOSAL Spec. No. Bid Item Description Unit Total Unit Amount Bid Qty Price 20 02220 REMOVE STRUCTURE(PIPE) LF 7,870 21 02220 REMOVE STRUCTURE(BOX CULVERT) LF 50 22 02220 REMOVE FENCE LF 1 400 23 02220 REMOVE RAILROAD TRACKS LS I 23A 02220 REMOVE TEMPORARY ASPHALT SY 4,100 23B 02220 REMOVE TEMPORARY DROP INLET TYPE A EA 1 24 02316 EXCAVATE ROADSIDE DITCI-IES LF 600 25 02316 EXCAVATION AND BACKFILL FOR ROADWAYS CY 22,700 ROADWAY EXCAVATION 26 02317 EXCAVATION AND BACKFILL FOR CY 38,000 STRUCTURES DRAINAGE EXCAVATION 27 **0132-2014 EMBANKMENT CY 41,220 (TYC) 28 02335 SUBGRADE SY 63,800 8"LIME STAB @ 8% 29 02335 SUBBASE SY 640 6' LIME STAB @ 8% 30 02335 SUBGRADE(ASSUME 210 LB/CY) TON 1,380 LIME 31 02417 24 IN PIPE(I/4' THK)(STL CASING)(OPEN-CUT) LF 290 32 02417 JACK BOR OR TUN PIPE(24 IN)(1/4"THK)(STL LF 210 CASING) 33 02417 JACK BOR OR TUN PIPE(30 IN)(1/4"THK)(STL LF 200 CASING) 34 02510 WTR(PVC)(C900,CLI50)(6 IN) LF 330 35 02510 WTR(PVC)(C900,CLI50)(8 IN) LF 205 36 02510 WTR(PVC)(C900,CL 150)(10 IN) LF 10 37 02510 WTR(PVC)(C900,CLI50)(12 IN) LF 7,240 38 02510 WTR(PVC)(C905 CL235)(16 IN) LF 530 39 02510 WTR(PVC)(C905 CL235)(20 IN) LF 470 40 02510 WET CONNECTIONS EA 13 Bidder's Initial's. 06/2008 00300-3 of 15 Addendum No.5 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 41 02510 CUT PLUG&ABANDON EXIST WTR EA 39 42 0251 I RELOCATE&RECONNECT EXIST WATER EA 13 METER 43 02514 FIRE HYDRANT EA 17 44 02514 REMOVE AND SALVAGE EXIST FIRE HYDRANT EA 10 - 45 02515 2' WATER TAPS&SERVICE LINES-SHORT SIDE EA 8 46 02515 2"WATER TAPS&SERVICE LINES-LONG SIDE EA 4 47 02530 SAN SWR(PVC)(ASTM D3034 SDR26)(6 IN) LF 120 48 02540 8"x8"TAPPING SLEEVE&VALVE EA I 49 02540 10"x10' TAPPING SLEEVE&VALVE EA I 50 02540 16 x 12"TAPPING SLEEVE&VALVE EA 1 51 02541 6"RESILIENT WEDGE GATE VALVE EA I 52 02541 8"RESILIENT WEDGE GATE VALVE EA 6 53 02541 12' RESILIENT WEDGE GATE VALVE EA 16 54 02541 16"RESILIENT WEDGE GATE VALVE EA 3 55 02541 20"BUTTERFLY VALVE&BOX EA 1 56 02629 JACKING PIPE OR BOX LF 140 JACK&BORE 12'x 4'SBC 57 02630 STORM SEWERS LF 360 24' CMP 57A 02630 STORM SEWERS LF 200 18' SLOTTED DRAIN 58 02630 STORM SEWERS LI, 50 12' PVC 59 02630 STORM SEWERS LF 2,405 18' RCP 60 02630 STORM SEWERS LI' 1,840 24 RCP 61 02630 STORM SEWERS LP 410 30"RCP 62 02630 STORM SEWERS LI' 1,830 36' RCP Bidder's Initial's. 06/2008 00300-4 of 15 Addendum No.5 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 63 02630 STORM SEWERS LF 865 42' RCP 64 02630 STORM SEWERS LF 500 48"RCI' 65 02630 STORM SEWERS LF 150 4'x3'SBC 66 02630 STORM SEWERS LF 360 6'x3'SBC 67 02630 STORM SEWERS LF 660 7'x 4'SBC 68 02630 STORM SEWERS LF 270 4'x4'SBC 69 02630 STORM SEWERS LF 160 5'x4'SBC 70 02630 STORM SEWERS LF 710 6'x4'SBC 71 NOT USED 72 02630 STORM SEWERS LF 40 12'x 4'SBC 73 02631 PRECAST INLETS,HEADWALLS,AND EA WINGWALLS DROP INLET TYPE A 74 02631 PRECAST INLETS,HEADWALLS,AND EA 9 WINGWALLS GRATE INLET TYPE A 75 02542 SANITARY MANHOLE EA 1 4'DIA.MANHOLE 75A NOT USED 76 02542 STANDARD STORM MANHOLE EA 23 76A 02542 STORM MANI-10LE EA 21 TYPE M 77 02631 PRECAST INLETS,HEADWALLS,AND EA 51 WINGWALLS CURB INLET TYPE C 77A 02631 PRECAST INLETS,HEADWALLS,AND EA 15 WINGWALLS 5'EXTENSION 78 02631 PRECAST INLETS,HEADWALLS,AND EA 3 WINGWALLS CURB INLET TYPE C-1 79 02631 PRECAST INLETS,HEADWALLS,AND EA 3 RAIL&GRATE INLET(TY II) 80 02631 PRECAST INLETS,HEADWALLS,AND EA 16 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT SET(I-1=24') 81 02631 PRECAST INLETS,HEADWALLS,AND EA 3 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT SET(11=30") 82 02631 PRECAST INLETS,HEADWALLS,AND EA I WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT SETB-SW-0(H=3') Bidder's Initial's: 06/2008 00300-5 of 15 Addendum No 5 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 83 02631 PRECAST INLETS,HEADWALLS,AND EA 3 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT FW-0 (11=3') 84 02631 PRECAST INLETS,HEADWALLS,AND EA 3 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT FW-0 (11=4') 85 02631 PRECAST INLETS,HEADWALLS,AND EA WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT CH-FW-0 (DIA=30") 86 02631 PRECAST INLETS,HEADWALLS,AND EA 7 WINGWALLS DROP INLET TYPE E 87 02631 PRECAST INLETS,HEADWALLS,AND EA 12 WINGWALLS INLET TYPE AAD 88 0263I PRECAST INLETS,HEADWALLS,AND EA I WINGWALLS INLET TYPE B-13 89 02631 PRECAST INLETS,IEADWALLS,AND EA 15 WINGWALLS MAINTENANCE BERM INLET 90 02633 ADJUST EXISTING MANHOLES AND VALVE LS I BOXES 91 02710 9"HMI IL ASPHALTIC CONCRETE BASE COURSE TON 2,600 (BLACK BASE) 92 02710 6"I-IMI IL ASPHALTIC CONCRETE BASE COURSE SY 490 (BLACK BASE)FOR TRANSITION TO EXISTING ASPHALT PAVING 93 02741 2' I-IMHL ASPHALTIC CONCRETE SURFACE TON 960 COURSE 94 02742 PRIME COAT GAL 59 95 02743 TACK COAT GAL 178 96 02751 6' REINFORCED CONCRETE PAVING SY 670 MEDIAN SLOPE PAVING(6") 97 02751 CONCRETE PAVEMENT SY 55,800 ROADWAY(10") 98 02751 CONCRETE PAVEMENT SY 2,500 DRIVEWAY(6") 99 02751 CONCRETE PAVEMENT SY 5,120 SIDEWALK (4') 100 02751 6"REINFORCED CONCRETE PAVING FOR SY 1 150 MEDIAN NOSES 101 02762 WK ZN TEMP&REMOV REFL PAV MRK LF 17,300 (W)4"(SLD) 102 02762 WK ZN TEMP&REMOV REFL PAV MRK LF 17,300 (Y)4"(SLD) 103 02770 CURB,CURB&GUTTER,AND READERS LF 27,033 MONOLITHIC CURB 104 02811 2' SCI1 80 PVC CONDUIT LF 990 Bidder's Initial's: 06/2008 00300-6 of 15 Addendum No.5 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 105 02811 6' SCH 40 PVC SLEEVE LF 735 106 02811 6 SCH 40 PVC SLEEVE/BORE a VETERANS LF 80 107 02811 INSTALLATION AND MATERIALS FOR SPRAY SF 57,017 ZONES 108 02811 QUICK COUPLERS EA 26 109 02811 CONTROLLER W/PEDESTAL EA 3 110 02811 INSTALLATION AND MATERIALS FOR TREE EA 134 I3UBBLERS-2/TREE(BASED ON TREE QUANTITY-134) III 02811 BACK FLOW PREVENTER-FEBCO#765 2 INCI-I EA 3 112 02811 PVB ENCLOSURE-HOT BOX#LD2 EA 3 113 02811 WATER METER-CITY OF PEARLAND EA 3 STANDARD FOR 2 INC1-I LINE 114 02811 INSTALLATION AND MATERIALS FOR LP PANEL EA 3 ON RACK-INCLUDING RACK&ELECTRICAL CONNECTION 115 0281 1 1 YEAR MAINTENANCE OF PLANTING SF 5,833 (EXCLUDING GRASS)AND IRRIGATION FROM DATE OF SUBSTANTIAL COMPLETION 116 02821 CHAIN LINK FENCE LF 240 (INSTALL)(8') 117 02921 HYDRO-MULCH SEEDING AC 8.65 (DRAINAGE CHANNELS,PONDS AND DITCHES) 118 02931 45 GAL CRAPE MYRTLE'NATCI-IEZ'-8'FIT MULTI EA 43 TRUNK 119 02931 45 GAL CRAPE MYRTLE"TUSCORORA-8'I IT EA 57 MULTI TRUNK 120 02931 30 GAL WAX MYRTLE.-6'FIT MULTI TRUNK EA 34 121 02931 1 GAL"CI-IICAGO SUNRISE"DAYLILY EA 855 122 02931 3 GAL KNOCK OUT SI-IRUB ROSE EA 262 123 02931 1 GAL MEXICAN FEATHER GRASS EA 700 124 02931 BERMUDA PREP&I-IYDRO-MULCFI SF 505,968 (LANDSCAPE PLANS ONLY) 125 02931 BERMUDA PREP&SOD SY 1,648 126 02931 STEEL EDGE LF 165 127 02931 PREPARED LANDSCAPE SOIL -BEDS CY 108 Bidder's Initial's: 06/2008 00300-7 of 15 Addendum No 5 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 128 02931 LANDSCAPE MULCH -BEDS&TREE WELLS CY 63 129 02981 BLAST CLEANING OF PAVEMENT LF 12,300 4 130 02981 BLAST CLEANING OF PAVEMENT LF 5,000 8' 131 02981 BLAST CLEANING OF PAVEMENT LF 130 12" 132 02981 BLAST CLEANING OF PAVEMENT LF 505 24" 133 02981 BLAST CLEANING OF PAVEMENT SF 3,024 WORDS OR SYMBOLS 134 02981 BLAST CLEANING OF PAVEMENT EA II MEDIAN NOSE AND ISLAND 135 03300 5' SLOPE PAVING W/2'TOE WALL SY 190 136 03300 CONCRETE CY 440 CONCRETE PILOT CHANNEL(5 IN) 137 03300 CONCRETE CY 30 CONC SLOPE PAVING(6 IN) 138 03300 CONC SLOPE PAVING(4 IN) CY 250 139 03300 CONC SLOPE PAVING CY 40 (MOW STRIP) (4 IN) 140 03315 INTERLOCKING FLEXIBLE REVETMENT SY 714 SYSTEM 141 05500 GALVANIZED OUTFALL RACK LS I 142 10146 PORTABLE MESSAGE SIGN LS 2 143 16724 OPTICOM DETECTOR EA 12 143A **0132-2028 CEMENT STABLIZED BACKFILL CY 220 144 **0341-2120 D-GR I-IMA(QCQA)TY-D SAC-B PG70-22 TON 70 2' 1-IOT-MIX ASPHALTIC CONCRETE 144A **0400-2005 CEMENT STABLIZED SAND CY 860 145 **0400-2008 CUT AND RESTORE PAVEMENT(ASPI-I) SY 210 146 **0416-2001 DRILLED SHAFT FOUNDATIONS LF 90 18' DIA 147 **0416-2004 DRILLED ST-IAFT FOUNDATIONS LF 1,900 36 DIA 148 NOT USED Bidder's Initial's. 06/2008 00300-8 of 15 Addendum No 5 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 149 **0416-2032 DRILL SI-IAFT(TRF SIG POLE)(36") LF 41 150 **0416-2034 DRILL SI-IAFT(TRF SIG POLE)(48") LF 154 151 **0420-2003 CONCRETE STRUCTURES CY 70 ABUT CL"C" 152 **0420-2004 CONCRETE STRUCTURES CY 230 BENT CL 'C' 153 **0420-2033 CONCRETE STRUCTURES CY I20 APPR SLAB CL"S' 154 **0422-2001 REINFORCED CONCRETE SLAB SF 32,800 155 **0423-2001 RETAINING WALL SF 14,200 (MSE) 156 **0425-2004 PRESTRESSED CONCRETE BEAM LF 4,300 TYPE 'IV" 157 **0428-2001 CONCRETE SURFACE TREATMENT SY 3,600 CLASS I 158 **0442-2005 STR STL LB 5,000 MISCELLANEOUS 159 **0450-2007 RAILING LF 970 TYPE T501 160 **0450-2019 RAILING LF 1,290 TYPE C501 161 **0450-2026 RAILING LF 1 170 TYPE PR2 162 "*0450-2111 RAILING LF 120 CONCRETE PARAPET 163 **0454-2009 SEALED EXPANSION JOINT LF 130 (5")SEJ-A 164 **0506-2034 EROSION CONTROL LOGS LF 1 480 18' 165 **0506-2003 ROCK FILTER DAM TYPE 3 LF 70 INSTALL 166 **0506-2009 ROCK FILTER DAM TYPE 3 LF 70 REMOVE 167 **0531 2005 PEDESTRIAN RAMPS CA 29 TYPE 1 168 **0531-2010 PEDESTRIAN RAMPS EA 2 TYPE 7 169 **0531 2018 1'ED DRIVEWAY RAMPS EA 18 170 **0540-2011 MBGF(TRANSITION) EA 2 171 **0544-2001 MBGF(GET) EA 2 Bidder's Initial's. 06/2008 00300-9 of 15 Addendum No. 5 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 172 NOT USED 173 NOT USED 174 NOT USED 175 **0618-2018 COND7'(PVC)(SCFID 40)(2") LF 9,000 176 **0618-2052 COND7'(RM)(2") LF 1 700 177 **0618-2035 CONDUIT(PVC)(SCIID 80)(2")(BORE) LF 1,040 178 **0618-2039 CONDUIT(PVC)(SCI-ID 80)(3 ')(BORE) LF 1 450 179 **0618-2056 CONDUIT(RM)(3") LF 300 180 **0620-2009 ELEC CONDR(NO 6)BARE LF 3,095 181 NOT USED 182 **0620-2007 ELEC CONDUCTOR(NO 4)BARE LF 195 183 **0620-2008 ELEC CONDUCTOR(NO 4)INSULATED LF 390 184 **0621-2002 TRAY CABLE(3 CONDR)(12 AWG) LF 1 190 185 ***0624-200X GROUND BOX EA 25 186 **0624-2014 GROUND BOX TY D(162922)W/APRON EA 18 187 **0628-2100 ELEC SERV TY D(120/240)070(NS)SS(E)SP(0) EA 3 188 **0644-2056 REMOVE&RELOCATE SM RD SN SUP&AM EA 2 189 **0644-2048 INS SM RD SN SUP&AM TY"1'WT(I)UA(P) EA 16 190 **0644-2049 INS SM RD SN SUP&AM TY TWI'(I)UA(T) EA 2 191 **0644-2060 REMOVE SM RD SN SUP&AM EA 29 192 NOT USED 193 **0644 RELOCATE AND/OR REMOVE AND DISPOSE LS 1 EXISTING STREET SIGNS 194 **0644 TRAFFIC SIGNS(INCLUDES STOP SIGNS WITH EA 35 STREET NAME PLAQUES PER CITY STDS.), DIAMOND GRADE Bidder's Initial's: 06/2008 00300- 10 of 15 Addendum No 5 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 195 **0666-2003 REFLECTORIZED PAVEMENT MARKINGS TY I LF 4,600 4"BROKEN WI-IlTE 196 **0666-2012 REFLECTORIZED PAVEMENT MARKINGS TY I LF 1,050 4 SOLID WHITE 197 **0666-2036 REFLECTORIZED PAVEMENT MARKINGS TY I LF 4 700 8"SOLID WHITE 198 **0666-2042 REFLECTORIZED PAVEMENT MARKINGS TY 1 LF 90 12"SOLID WHITE 199 **0666-2048 REFLECTORIZED PAVEMENT MARKINGS TY I LF 505 24' SOLID WHITE 200 **0666-2096 REFLECTORIZED PAVEMENT MARKINGS TY I EA 72 WORDS OR SYMBOLS WHITE 201 **0666-2105 REFLECTORIZED PAVEMENT MARKINGS TY 1 LF 320 4"BROKEN YELLOW 202 **0666-21 I I REFLECTORIZED PAVEMENT MARKINGS TY I LF 6,400 4 SOLID YELLOW 203 **0666-2123 REFLECTORIZED PAVEMENT MARKINGS TY I LF 280 8' SOLID YELLOW 204 **0666-2126 REFLECTORIZED PAVEMENT MARKINGS TY 1 LF 50 12' SOLID YELLOW 205 **0666-2141 REFLECTORIZED PAVEMENT MARKINGS TY I EA 26 MEDIAN NOSE PAINT YELLOW 206 **0666-XXXX REFLEC"I'ORIZED PAVEMENT MARKINGS TY I EA 17 ISLAND NOSE PAINT WHITE 207 **0672-2015 REFLECTORIZED PAVEMENT MARKINGS EA 162 REFL PAV MRK TY II-A-A 208 **0672-2017 REFLECTORIZED PAVEMENT MARKINGS EA 504 REFL PAV MRK TY II-C-12 209 **0680-2003 INSTALL 1-IWY TRF SIG(SYSTEM) EA 3 210 **0682-2001 BACK PLATE(12 IN(3 SEC) EA 26 211 **0682-2002 BACK PLATE(12 IN)(4 SEC) EA 10 212 **0682-2014 PED SIG SEC(12 IN)LED(2 INDICATIONS) EA 24 213 **0682-2022 VEH SIG SEC(12 IN)LED(GRN ARW) EA 10 214 **0682-2023 VEI-1 SIG SEC(12 IN)LED(GRN) EA 28 215 **0682 2024 VEH SIG SEC(12 IN)LED(YEL ARW) EA 8 216 **0682-2025 VEI-I SIG SEC(12 IN)LED(YEL) EA 28 217 **0682 2027 VEH SIG SEC(12 IN)LED(RED) EA 44 Bidder's Initial's: 06/2008 00300- I 1 of 15 Addendum No 5 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid item Description Unit Total Unit Amount Bid Qty Price 218 **0684-2007 TRAF SIG CBL(TY A)(12 AWG)(2 CONDR) LF 3,215 219 **0684-2009 TRAF SIG CBL(TY A)(I2 AWG)(4 CONDR) LF 3,335 220 **0684-2012 TRAF SIG CBL(TY A)(12 AWG)(7 CONDR) LF 4,300 221 **0686-2037 INS TRF SIG PL AM(S)1 ARM(36')LUM EA 2 222 **0686-2045 INS TRF SIG PL AM(S)1 ARM(44')LUM EA 1 223 **0686-2053 INS TRF SIG PL AM(S)I,ARM(50')LUM EA 224 **0686-2057 INS TRF SIG PL AM(S)1 ARM(55')LUM EA 2 225 **0686-2065 INS TRF SIG PL AM(S)1 ARM(65')LUM EA 2 226 **0686-2189 INS TRF SIG PL AM(S)2 ARM(50'-40')LUM EA 1 227 **0686-2213 INS TRF SIG PL AM(S)2 ARM(65'-36')LUM EA 1 228 **0687-2001 PED POLE ASSEMBLY EA 5 229 **0688-2001 PED DETECT(2 INCH PUSH BTN) EA 24 230 **6006-2001 SPREAD SPECTRUM RADIO EA 3 231 **6006-2003 I-IELIAX CABLE LF 545 232 **6006-2004 ANTENNA(OMNI-DIRECTIONAL) EA I 233 **6006-2005 ANTENNA(UNI-DIRECTIONAL) EA 2 234 **6007-2001 REMOVING TRAFFIC SIGNALS EA 1 235 **6266-2001 VIVDS PROCESSOR SYSTEM EA 5 236 **6266-2002 VIVDS CAMERA ASSEMBLY EA 21 237 **6266-2003 VIVDS SET UP SYSTEM EA 3 238 **6266-2005 VIVDS COMMUNICATION CABLE(COAXIAL) LF 4,395 SUBTOTAL BASE BID ITEMS Bidder's Initial's: 06/2008 00300- 12 of 15 Addendum No 5 CITY OF PEARLAND BID PROPOSAL Spec. No. Bid Item Description Unit Total Unit Amount Bid Qty Price EXTRA WORK ITEMS 239 02318 SPECIAL EXCAVATION CY 320 240 02510 WTR(PVC)(C900 CLI50)(10 IN) LF 30 241 02510 WET CONNECTIONS EA 2 242 02511 RELOCATE&RECONNECT EXIST WATER EA 5 METER 243 02515 2"WATER TAPS&SERVICE LINES-SHORT SIDE EA 5 244 02515 2"WATER TAPS&SERVICE LINES-LONG SIDE EA 5 245 02531 SAN SWR(PVC)(ASTM D3034,SDR26)(6 IN) EA I 246 02531 SAN SWR SERVICE RECON-NEAR SIDE EA 5 247 02531 SAN SWR SERVICE RECON FAR SIDE EA 6 248 02533 REMOVE&REPLACE 16"SAN SWR FORCE MAIN LF 1 10 249 02540 105:l0' TAPPING SLEEVE&VALVE EA 1 250 02541 10' RESILIENT WEDGE GATE VALVE EA I 251 02541 12"RESILIENT WEDGE GATE VALVE EA 1 252 02631 4'DIA.MANHOLE EA I 253 02318 HAND EXCAVATION AROUND OBSTRUCTIONS CY 50 254 02255 EXTRA BANK SAND FOR WATER LINES CY 50 255 02252 EXTRA CEMENT STABILIZED SAND FOR CY 50 CULVERTS 256 02931 LANDSCAPE EASEMENT RESTORATION AC 1 257 02931 I YEAR MAINTENANCE OF GRASS IN MEDIANS LS I ONLY FROM DATE OF SUBSTANTIAL COMPLETION 258 02931 I ADDITIONAL YEAR TREE MAINTENANCE AND LS I WARRANTY INCLUDING MULCH RING(BASED ON TREE QUANTITY SUBTOTAL EXTRA WORK ITEMS TOTAL BID PRICE **TXDOT SPECIFICATION NUMBERS *** FOR INSTALLATION ONLY TO BE PROVIDED BY CENTERPOINI ENERGY Bidder's Initial's. 06/2008 00300- 13 of 15 Addendum No 5 CITY OF PEARLAND BID PROPOSAL ALTERNATE BIDS The City of Pearland desires to accelerate the work for this project. In so doing, the City requests prices for alternate project durations for the work. The Contractor shall submit a price for each Alternate Bid Item as presented. The City will select the bid combination deemed most advantageous to the City, which may or may not include an Alternate Bid Unit prices for items included in the Base Bid shall apply for all work performed regardless of which Alternate Bid (if any) is chosen The total project duration AND contract time will be based on the Base Bid duration LESS the Alternate Bid duration (if applicable) In the event the City awards an Alternate Bid for the project, the Contract Time shall become equivalent to the corresponding Alternate Bid duration. Rain days will be calculated based on the Contract Time ALTERNATE BID ITEMS ALTERNATE DESCRIPTION ADD(DEDUCT) BASE BID+ OF DURATION PRICE ALTERNATE A Base Bid Time $ $ °LESS 90 Days (450 days total) B Base Bid Time $ $ LESS 120 Days (420 days total) C Base Bid Time $ $ LESS 150 Days (390 days total) D Base Bid Time $ $ LESS 180 Days (360 days total) It is agreed that the Contract Price may be increased or decreased to cover work added, altered, or deleted by order of the Engineer, in accordance with the provisions of the General Conditions of Agreement. The undersigned agrees that the amounts bid in this Bid Proposal will not be withdrawn or modified for ninety (90) days following date of Bid Proposal opening, or such longer period as may be agreed to in writing by the City of Pearland and Bidder It is understood that in the event the Successful Bidder fails to enter into the Standard Form of Agreement and/or to furnish a Performance Bond and Payment Bond, each in the amount of one hundred (100) percent of the Contract Price, within ten (10) days of the Notice of Award, the Successful Bidder will forfeit the Bid Security as provided in the Instructions to Bidders. Unless otherwise expressly provided herein, all references to"day(s)" shall mean calendar day(s) Bidder's Initial's. 06/2008 00300- 14 of 15 Addendum No 5 CITY OF PEARLAND BID PROPOSAL The following Addenda have been received. The modifications to the Bidding Documents noted therein have been considered and all costs thereto are included in the Bid Proposal prices. Addendum No Date- Addendum No Date: Addendum No Date Addendum No Date: Addendum No Date Addendum No Date- Bidder hereby represents that the only person or parties interested in this offer as principals are those named above Bidder has not directly or indirectly entered into any agreement, participated in any collusion, or otherwise taken any action in restraint of free competitive bidding. Firm Name: By- Title Address Phone No ATTEST (Seal, if Bidder is a Corporation) (Typed or Printed Name) Signature Date END OF SECTION Bidder's Initial's. 06/2008 00300- 15 of 15 Addendum No 5 CM' 01 P/.i1/?/.rlA'l) ADDENDUM NO '1 Section 00904 ADDENDUM NO 4 Date January 12 2009 PROJECT Magnolia Road Expansion Phase 2 Limits Magnolia Rd Veterans Dr SII 35 & John Lizer Rd SF{35 to Pearland Parkway f311) NO 1109-10 131.D DATF' .January 15 2009 FROM iblarl.Hinton P I- Eddie Kirst, P r Bridgefarmer& Assoc Kirst Kosnwski Inc 1.280.1 N Central Lxpy Suite 400 2630 bountainview Suite 318 Dallas, IX /5 2 I"3 Houston IX /705/ 972.. 211 8800 office 832 212 /200 office 1 o Prospective Bidders and Interested Parties This addendum forms a part of the bidding documents and will be incorporated into the Contract Documents, as applicable. Insofar as the original Contract Documents, Specifications, and Drawings are inconsistent, this Addendum shall govern Please acknowledge receipt of this Addendum on both copies of the Bid Proposal form Section 00300 submitted to the City of Pcarland. FAILURE TO ACKNOWLEDGE RECEIPT OF ADDENDA ON TIlE BID PROPOSAL FORM MAY BF CAUSE FOR DISQUALIFICATION CONTRACT DOCUME N1'S Section 00300, Bid Proposal Delete this Section and replace it with the Bid Form included in this Addendum I'he revised bid form is to be attached to the contract documents and submitted with the Bid. a Bid Form Corrections Numbering Corrected for Items after Bid Item it117 have been corrected b Bid form Bid item Name and Quantity Changes and Deletions as Follows Item it2 I)c leted Railroad 1 lapgcrs It.ein It 9 Control of 'Arlacc and Ground'Water Quantity revised from 1.5,300 to 11900 I. I' Ite.ni 2..3A Remove I empurar Asphalt 'ie\ bid item Si.,I00 `:>1` itc nt ''t11 move I empoiury Drop Inlet f 1pc '\ ow bid item tluantily I I: ()!/ (tot, noon] I nl CITY OF 1'EARl 4iY1) ADDENDUM NO. 4 Item it 27 -- Embankment Changed the specification number from 02330 to I xDO f Item NC) 0132 2014 Item it 34 -- Revised description to Wtr(PVC) (C900) (CL150) (6 in) Item it 35 Revised description to Wtr(PVC) (C900) (CL,150) (8 in) Item it 36 - Revised description to Wtr(PVC) (C900) (CL,150) (10 in) Item#37 Revised description to Wtr(PVC) (C900) (C1,150) (12 in) Item it 38- Revised description to Wtr(PVC) (C900) (C'I-?35) (16 in) item it '39- Revised.description to Wtr(PVC) (C900) (CL235) (20 in) Item it 51A--Storm Sewers. 18 in Slotted! I)raln New bid item, quantity 100 L,P Item it 60 Storm Sewers 24 In RCP from 2 160 to I,810 L,1 Item it 61 Storm Sewers 30 in RCP• from 170 to 410 Item it 62 — Storm Sewers 36 in RCP from 1850 to 1830 L,P .item it 63 Storm Sewers 42 in RCP from 8'75 to 865 1.1' Item it 66 Storm Sewers 6x5 SBC from 380 to 3601-f' Item it 67 Storm Sewers lx4 SBC from 680 to 660 1,17. Item it 68 Storm Sewers 4x4 SBC from 290 to 270 LF Item it 69- Storm Sewers 5x4 SBC. from 160 to 100 Lh Item # /0 - Storm Sewers 6x4 Si3C from 640 to 710 LP Item it 71 —Not used Item.it 7? Storm Sewers 12x4 SBC from 50 to 40 1.,1: Item it 73 — Precast Inlets, I-Icadwalls Drop inlet 1 ype ,\ from 1 to 1 EA Item it 7'l. Precast Inlets Headwalls Grate inlet i ype ;\ from 10 to 9 EA Item it 77 —Manhole 4 Dia manhole Sanitary Manhole from ?.3 to I EA Item it /SA —Storm Manhole 4' Dia manhole Ncw bid item with quantity 6EA stein it 76-- Storm Manhole 6' Dia manhole from I(i to 17 LA. Itrm tt 16A Storm Manhoic. '.type M New bid item v ith quantity 21. LA Item It /7 Prt•Lasi Inlek I 1°,fitly,ally; ( orb Inlet I ypt ( iroir► S I to SI LA ti"/'oo6 0000-I of 1 C IIY 01 PL,'lRLAND ADDEN[DC.;M NO 4 Item It /7A Precast Inlets, `i Extension New bid item with quantity l') LA item it 18 - Precast Inlets Rail& Grate Inlet type C-l from 3 to 3 LA Item it 79 - Precast inlets Wingwalls Barrier wall inlet type 7.4(S) New bid it nt with quantity 3 IA Item 115 Changed units from "LA" to "SY" Item 117 Clarified the description of the I[ydro-Muich Seeding to be for drainage channels, ponds and ditches. Item Pei Clarified the description of the Hydro-Mulch Seeding to be for Landscaping plans Item It 1.1-3A New bid item Specification 0I 32-20"l8 C`cincnt Stabilized I3achlill with quantity`r)0 CY Item it .1.44A New bid itcm Specification 0400-2005 Cement Stabilized Sand with quantity 860 CY Item It I.48 Deleted bid item Item It .1.5.I Concrete structures Abut CL"C" quantity 70 CY Itcin It 152 - Concrete structures Bent CL "C" quantity 230 CY .item it 172 Deleted bid item Item it 173 - Deleted bid item item it 1 74 - Deleted bid item Item it 180 —Elec Condr(No 6) Bare quantity from 13 795 to 3,085 LI Item if 181 Deleted bid item Item it 1.9] --•Remove Sin Rd Sit Sup and Am from 2 to 29 LA item it 192 'Deleted bid item item 11239 Changed Description to 'Special Excavation" 3 Water Line materials Bid form corrected. C900 CL 1`,0 and C90`i C arc shown ! ,dusted bid lorni for Cement Stabilized fackfill for'M'SL walls foundation improvement pci 1 xDO'[ Specification it01 32 2028 Adjusted bid form for Ccmeit( Siabnlved Sand for MS.1:, walls foundation improvement pv r I \I.)O I '>prx.i heal loll 110100 'MO') 0il 1006 009)1)1 ; of i !TY OF PI:ARLAtND AIDDI.,NIRJM NO ,l 6 C lanf ication regarding when contractor will be charged for the overtime rate of Inspector On day 7 of a 6 clay work week 7 Clan fication regarding temporary asphalt pavement for detours and payment under the black base item (#91) and 2" IJMHLAC surface coarse (#93) Yes, this item is to be utilized for temporary detours 8 Clarification regarding 24" CMP to be used for temporary drainage structure and payment This will be paid for under Bid Item If 57 9 Clan fication regarding the removal of the temporary 24" CMP and payment Yes, CMP will be removed when permanent.drainage is installed and paid for under Bid Item I120 10 C'larification regarding payment and bid item for removal of temporary asphalt pavement The quantities for removal of temporary asphalt pavement have been added to the bid form and quantity sheets 11 If two Inspectors are.required Burn 2 the regular working hours, will we be charged for the additional Inspector? No I I Clarification regardingg alternate duration contract award and assessment of liquidated damages. (For example If the City elects to award the contract based on one of the alternates and the contractor exceeds the number of days in the alternate by 20 days, will the contractor be paid the alternate less 20 clays of liquidated damages?) Yes, liquidated damages will be assessed for each and every calendar day beyond the duration awarded in the contract 12 Is there a bid item to cover construction of the all-weather road to the water plant? No, the contractor must provide access to the City of Pearland to the Magnolia Water Plant at all tunes SPIC.IFICATIONS insert '1 xDO I SpecifiLation 0132 2014, to be used for Cement Stabilized Backfill for Bridge Construction Measurement and payment will follow the TxDOT Specifications. (Attached) 2 insert"I x DOT Specification 0427, to be used for Concrete Surface Treatment (Attached) Replace Iabli of Contents issued in Addendum No 3 with I able, of Contents (attached) �l C larification iceardinia requirement for a Job site trailer or field office 'y es. l'cr specification 0.1-')00 Iemporary Facilities. it is required. 9 lanln ation R e,ai•dnn' requirenic Iit for Slip Forni lbtviiit' operations 1'es it is required pe • Special ProvMon ,pccitle"alion 0.?hl t,)/Ptlur, 00901 t r.f i CITY OP PEAx1 ANT) A.DDENIlliiVi NO. 4 CONSTRUCTION DRAWINGS 1 Insert or replace the following Sheet It - New Sheet No 143A added. Sheet#19 Deleted note concerning railroad flasgging. Sheet#1 13 14.15 16 Revised Quantities for Pavement, Utilities, Illumination, Larthwork, Bridge and Retaining Walls Sheet t /A New sheet Survey Control Sheet for John Like Rd (sheet 3 of 3) Sheet_#f_l 1 2_ 1 16 Revised Hydraulic Calculations '1 ables Sheet 41.13 L_ -Addled Standard City of Pearland.Bedding and Backfill Under Existing Pavement detail Sheet# 141 - Added a table to define Type C Embankment Sheet#t 143A - Added new sheet I xDOT Houston District Standard MSE Retaining Wall drawing. Sheet## .146 Updated Summary of Quantities Table Sheet#1 15.1 Updated Bent No 2 Column and Quantities 1 ables. Sheet #121$ Added note stating that the grouting of the existing abandoned 18" sanitary sewer shall be incidental to cut, plug and abandonment of the existing water main. Sheet 279 Removed f13Y1 53 and 54 coordinate notes Sheet 289. - Note#1 added 1') in sanitary sewer to be flushed, plugged and grout filled between .11../ and J 1_-$, no separate pay 2 For utilities that arc being abandoned under pavement, grout filling will be incidental to the work. 3 Clan fication regarding John Lifer Rd. quantities John Liner Rd. project quantities have been inserted into Magnolia Rd quantity charts See revised quantity sheets issued with this Addendum Clarification regarding bid items and details for east in place !unction poxes (lc L)>; I/7x4/36 '_junction ern access rd sta. II 'S) I'hc. City of Penland preference is to u.;ing pre-c,,ist cicments 0/P006 00904 F (:I'I•Y 0/' .l'I-Akl AND IDDIt ill lJibl NO 1 Clarification regarding Su111111ai'}- notes (sheet 13) interlocking revetment system quantity of(')50 SY) is no direct pay with " " but proposal has 714 SY as bid item See Specification 033 I 5SP special provision to 03 3IS, directing payment on a square yard basis. Quantity sheet 13 has been revised to sho\\• correct quantity 6 Clarification regarding payment of Permanent Geosynthetic urf Reinforcement Mat (Armor Green) Per Specification 02372, 1 02 Include measurement and payment in hydrolnulch pay item 7 Clarification regarding Sheet 130 Storm Sewer Standard Details for t'Y C Inlets payment for l 5' paving block-out Payment is incidental to inlet S Clarification regarding Sheet .1 17 Culvert No 1 Layout and slope of the 30 ' SI. 11 Phis is in a 3 I Slope of the Pond, as clearly shown in profile 9 Clarification of John ',me' Rd sheet 1.1 of?1, regin'dillg the diameters of the. manholes MI is A I, ?, & 3 arc 4 ft llia. (pipe size less than 4'' in) MI-1', A-4, -6, & -/ are 6.11 Dia (pipe size 4'2 in 48 in) 10 Refer to standard details for City of Penland manholes 1.1 Sr-TB-SW-0 detail has sheets detailing SPR, yet the chart on sheet 13313 is blank Will SPR be required at the Culvert No ? sheet f I8? Pipe runners not necessary 12 Clarification to Sheet 1442, note#4, standards not referenced. Standards have been added in this Addendum Sheet 143A. 13 Clarification regarding the illumination poles on the bridge and MSE wall, and the details on sheet#204 regarding both T 50.1 and C-501 rail Clarification regarding using the detail on sheet It 204 for the retaining walls in lieu of the details on sheet #205 Yes, the details on sheet 004 do pertain to both .C-501 and C 501 Rail However, this detail can not be used on the retaining walls in lieu of the details on sheet 1f205 13 Clarification regarding Water Service to City of Pearland Magnolia Water Plant On Sheet #226 Install water 2 in water service line parallel to the existing I0 " and proposed 1 ) " water line The water service line cannot be connected to the existing, 10' and proposed I'? ' \vatcr lines crossing the proposed bridge and access roadway Casing of the service line is not required Connect to the proposed 1"' ' water line on the north side of the proposed bridge and access roadway install a new water meter and box at. the ROW tine of the Magnolia Water Plant property and connect to the watt r tic met' laic. C'Jantication regarding Sheet Its ! 1 and Retaining Wall improvements and dimension of the \\idth in area next to I I Wheat, dim. are rctanlincc walls on both ,,ides of the roadway the width of tile. "'! I- " c",nie ni e steads, to c tls'c of the "`1 W" section (i e mirror image of the etc tail) rc die 0 /fo06 0100 i r,e,f //' (ii. hc id; r c 10, r 11:krnt'ril r id)1 of titstli L ',;ends wn lir 4, ic to,hot( L.1; o. Anb;tnkmoni incation t ing hru.pe painttng. cThe',s.t .nt!,erl;;We J-16 13.0Vidll SOrrle \rc IfiniA to the nod . Use Lon'. • n in: the Surfficolnclid- T ic nriclgt s.;il be prnied in docorclancL.with xt.K)I - r to no no is consich L(.1 sks,L'iar, ap• ompriate bic ,s, tat'I reg;:r fltP payt t011 Ior ali-•on briege and MSI wit)' • the siLit '•is on th._bricpc,struett:re tisell it i3„,paid to wider 04?1-%01... ,.<cn3rth !,..% S iUCI UnitCr 027) r:ou-Or 'tarin ion on Gelera ; -;i 1tv .1"Into; I: f heti by 11.1 (".ily oi 'car and Ic Contraelo" fo; cqtrred on'his.oroin'. There wir no no Lin o liar Water An electrical porn; ill Je.required from the City of Peariano for Inc Iraffic sq- -lai aitti rriv,aLior elect:ical st,..rvices lute hoc applied for bni there will n. Inc END0. AUL.',ENDIP-1 tc 4 ;Am. ')1 P E. v101, '‘ A •,•-• '); c LOUIS Jtf.513/10 sk• •\; '3 1!`C 1 1 CITY OF PEARLAND BID PROPOSAL Section 00300 BID PROPOSAL Date Bid of , an individual proprietorship/a corporation organized and existing under the laws of the State of Texas/a partnership consisting of , for the construction of Magnolia Road Expansion Magnolia Rd. fromVeterans Drive to SH 35 & John Lizer Rd. from SH 35 to Pearland Parkway City of Pearland,Texas COP PN T70041 BID NO 1109-10 (Submitted in Duplicate) To The Honorable Mayor and City Council of Pearland City of Pearland 3519 Liberty Drive Pearland, Texas 77581 Pursuant to the published Invitation to Bidders, and Instructions to Bidders, the undersigned Bidder hereby proposes to do all the work and furnish all necessary superintendence, labor, machinery, equipment, tools and materials, and whatever else may be necessary to complete all the work described in or reasonably inferable from the Contract Documents for the construction of the Magnolia Road Expansion with all related appurtenances, complete, tested, and operational, in accordance with the Plans, and Specifications prepared by the Engineer, Bridgefarmer & Associates, Inc. and Kirst Kosmoski, Inc., TEDS1 Infrastructure Group and Knudson & Associates, under the City of Pearland's inspection for the unit prices or applicable prices set forth in Exhibit "A", bid form, which bears the undersigned's initials for identification It is understood that, in the event any changes are ordered on any part of the Work, the applicable unit prices bid shall apply as additions to or deductions from the total prices for the parts of the Work so changed The Bid Security required under the Instructions to Bidders is included with this Bid Proposal. The Bidder agrees to submit to the Owner the Qualifications of Bidder, including the Financial Statement of Bidder, as required by the Instructions to Bidders if requested to do so as a condition of the Bid review The Bidder binds himself; upon acceptance of his proposal, to execute the Standard Form of Agreement and furnish a Performance Bond and a Payment Bond, each in the amount of one hundred percent (100%) of the total Contract Price, according to the forms included in the Contract Documents, for performing and completing the said work within the time stated and for the prices stated in Exhibit"A"of this proposal Bidder's Initial's. 06/2008 00300- 1 of 15 Addendum No 4 CITY OF PEARLAND BID PROPOSAL The undersigned Bidder agrees to commence wotk within ten (10)]days after the date of a written notice to commence work. It is understood that the Work is to be Substantially Complete within five hundred ten (510)] days after the date of the notice to commence work. Time for Substantial Completion shall begin on the date established by the notice to commence work. The Contractor will pay liquidated damages in the amount(s) specified in Document 00500 — Standard Form of Agreement in the event the Work is not Substantially Complete in this time limit. Item Total Unit Spec.No. Bid Item Description Unit Amount Bid No. Qty Price I 01505 MOBILIZATION(MAXIMUM 4%) LS 1 2 NOT USED 3 01500 PORT CTB(FUR&INST)(LOW PROF)(TY I) LF 130 4 01500 PORT Cr13(FUR&INST)(LOW PROF)(TY II) LF 130 5 01550 STABILIZED CONSTRUCTION EXIT SY 240 TYPE I 6 01555 TRAFFIC CONTROL AND REGULATION LS 1 7 01560 FILTER FABRIC FENCE LF 10,930 8 01561 REINFORCED FILTER FABRIC FENCE LF 8,300 9 01564 CONTROL OF SURFACE AND GROUND WATER LF 14,900 TPDES COMPLIANCE.INCLUDING NOI(S), 10 01565 NOT(S),INSPECTIONS&REPORTS,STABILIZED LS 1 EXIT(S),SOURCE CONTROL FOR EROSION AND SEDIMENTATION,WASTE COLLECTION& DISPOSAL,ETC. 11 01570 TRENCI-I SAFETY SYSTEM LF 17,800 12 02200 RIGHT-OF-WAY PREPARATION INCLUDING AC 11 46 CLEARING,GRUBBING,&WASTE DISPOSAL 13 02220 REMOVING CONCRETE(DRIVEWAYS) SY 3,365 14 02220 REMOVING CONCRETE(SLAB,FOUNDATION, SY 8 700 UTILITIES) 15 02220 REMOVING CONCRETE(CURB&GUTTER) LF 3 150 16 02220 REMOVING STAB BASE&ASPI-I PAV SY 22,900 17 02220 REMOVE PLANTER EA 4 18 02220 REMOVE STRUCTURE(GRATE INLET) EA 6 19 02220 REMOVE STRUCTURE(SET) EA 12 Bidder's Initial's 06/2008 00300-2 of 15 Addendum No 4 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 20 02220 REMOVE STRUCTURE(PIPE) LF 7,870 21 02220 REMOVE STRUCTURE(BOX CULVERT) LF 50 22 02220 REMOVE FENCE LF 1,400 23 02220 REMOVE RAILROAD TRACKS LS 1 , 23A 02220 REMOVE TEMPORARY ASPHALT SY 4,100 23B 02220 REMOVE TEMPORARY DROP INLET TYPE A EA 1 24 02316 EXCAVATE ROADSIDE DITCHES LF 600 25 02316 EXCAVATION AND BACKFILL FOR ROADWAYS CY 22,700 ROADWAY EXCAVATION 26 02317 EXCAVATION AND BACKFILL FOR CY 38,000 STRUCTURES DRAINAGE EXCAVATION 27 **0132-2014 EMBANKMENT CY 41,220 (TYC) 28 02335 SUBGRADE SY 63,800 8' LIME STAB @ 8% 29 02335 SUBBASE SY 640 6' LIME STAB @ 8% 30 02335 SUBGRADE(ASSUME 210 LB/CY) TON 1,380 LIME 31 02417 24 IN PIPE(1/4"TFIK)(STI.CASING)(OPEN-CUT) LF 290 32 02417 JACK BOR OR TUN PIPE(24 IN)(I/4 TI-IK)(STL LF 210 CASING) 33 02417 JACK BOR OR TUN PIPE(30 IN)(I/4"TI-IK)(STI_ LF 200 CASING) 34 02510 WTR(PVC)(C900 CL150)(6 IN) LF 330 35 02510 WTR(PVC)(C900,CL150)(8 IN) LF 205 36 02510 WTR(PVC)(C900 CL150)(10IN) LF 10 37 02510 WTR(PVC)(C900 CL150)(12 IN) LF 7,240 38 02510 WTR(PVC)(C905 CL235)(I6 IN) LF 530 39 02510 WTR(PVC)(C905 CL235)(20 IN) LF 470 40 02510 WET CONNECTIONS EA 13 Bidder's Initial's. 06/2008 00300-3 of 15 Addendum No 4 CITY OF PEARLAND BID PROPOSAL taUnit Spec.No. Bid Item Description Unit QtY, Pr. Amount Bid ce 41 02510 CUT PLUG&ABANDON EXIST WTR EA 39 42 02511 RELOCATE&RECONNECT EXIST WATER EA 13 METER 43 02514 FIRE HYDRANT EA 17 44 02514 REMOVE AND SALVAGE EXIST FIRE HYDRANT EA 10 45 02515 2' WATER TAPS&SERVICE LINES-SI-IORT SIDE EA 8 46 02515 2' WATER TAPS&SERVICE LINES-LONG SIDE EA 4 47 02530 SAN SWR(PVC)(ASTM D3034 SDR26)(6 IN) LF 120 48 02540 8"x8"TAPPING SLEEVE&VALVE EA 1 49 02540 I0"x10"TAPPING SLEEVE&VALVE EA 1 50 02540 16' x 12"TAPPING SLEEVE&VALVE EA 1 51 02541 6' RESILIENT WEDGE GATE VALVE EA I 52 02541 8"RESILIENT WEDGE GATE VALVE EA 6 53 02541 12"RESILIENT WEDGE GATE VALVE EA 16 54 02541 16' RESILIENT WEDGE GATE VALVE EA 3 55 02541 20"BUTTERFLY VALVE&BOX EA 1 56 02629 JACKING PIPE OR BOX LF 140 JACK&BORE I2'x 4'SBC 57 02630 STORM SEWERS LF 360 24 CMP 57A 02630 STORM SEWERS LF 200 18' SLOTTED DRAIN 58 02630 STORM SEWERS LP 50 12"PVC 59 02630 STORM SEWERS LF 2,405 18' RCP 60 02630 STORM SEWERS LF 1,840 24"RCP 61 02630 STORM SEWERS LF 410 30"RCP 62 02630 STORM SEWERS LF 1,830 36"RCP Bidder's Initial's 06/2008 00300-4 of 15 Addendum No.4 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 63 02630 STORM SEWERS LF 865 1 42"RCP 64 02630 STORM SEWERS LF 500 48"RCP 65 02630 STORM SEWERS LF 150 4'x3'SBC 66 02630 STORM SEWERS LF 360 6'x3'SBC 67 02630 STORM SEWERS LF 660 7'x4'SBC 68 02630 STORM SEWERS LF 270 4'x4'SBC 69 02630 STORM SEWERS LF 160 5'x4'SBC 70 02630 STORM SEWERS LF 710 6'x 4'SBC 71 NOT USED 72 02630 STORM SEWERS LF 40 12'x 4'SBC 73 02631 PRECAST INLETS,HEADWALLS,AND EA 1 WINGWALLS DROP INLET TYPE A , 74 02631 PRECAST INLETS,HEADWALLS,AND EA 9 WINGWALLS GRATE INLET TYPE A 75 02631 SANITARY MANHOLE EA I 4'DIA.MANHOLE 75A 02631 STORM MANHOLE EA 6 4'DIA.MANHOLE 76 02631 STORM MANHOLE EA 17 6'DIA.MANHOLE 76A 02631 STORM MANHOLE EA 21 TYPE M 77 02631 PRECAST INLETS,HEADWALLS,AND EA 51 WINGWALLS CURB INLET TYPE C 77A 02631 PRECAST INLETS,IEADWALLS,AND EA , 15 5'EXTENSION 78 02631 PRECAST INLETS,HEADWALLS,AND EA 3 WINGWALLS CURB INLET TYPE C-I 79 02631 PRECAST INLETS,HEADWALLS,AND EA 3 RAIL&GRATE INLET(TY II) 80 02631 PRECAST INLETS,HEADWALLS,AND EA 16 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT SET(H=24") 81 02631 PRECAST INLETS,HEADWALLS,AND EA 3 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT SET(1-1=30") 82 02631 PRECAST INLETS,HEADWALLS,AND EA 1 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT SETB-SW-0(H=3') Bidder's Initial's. 06/2008 00300-5 of 15 Addendum No 4 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 83 02631 PRECAST INLETS,1-1EADWALLS,AND EA 3 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT FW-0 (H=3') 84 02631 PRECAST INLETS,HEADWALLS,AND EA 3 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT FW-0 (11=4') 85 02631 PRECAST INLETS,HEADWALLS,AND EA 1 WINGWALLS FLARED WINGWALL/SAFETY END TREATMENT CH-FW-0 (DIA=30") 86 02631 PRECAST INLETS,HEADWALLS,AND EA 7 WINGWALLS DROP INLET TYPE E 87 02631 PRECAST INLETS,I-IEADWALLS,AND EA 12 WINGWALLS INLET TYPE AAD 88 02631 PRECAST INLETS,HEADWALLS,AND EA I WINGWALLS INLET TYPE B-B 89 02631 PRECAST INLETS,HEADWALLS,AND EA 15 WINGWALLS MAINTENANCE BERM INLET 90 02633 ADJUST EXISTING MANHOLES AND VALVE LS 1 BOXES 91 02710 9' I-IMI IL ASPHALTIC CONCRETE BASE COURSE TON 2,600 (I3LACK BASE) 92 02710 6"HMI IL ASPI-IALTIC CONCRETE BASE COURSE SY 490 (BLACK BASE)FOR TRANSITION TO EXISTING ASPHALT PAVING 93 02741 2' I-IMI-IL ASPHALTIC CONCRETE SURFACE TON 960 COURSE 94 02742 PRIME COAT GAL 59 95 02743 TACK COAT GAL 178 96 02751 6 REINFORCED CONCRETE PAVING SY 670 MEDIAN SLOPE PAVING(6") 97 02751 CONCRETE PAVEMENT SY 55,800 ROADWAY(10") 98 02751 CONCRETE PAVEMENT SY 2,500 DRIVEWAY(6") 99 02751 CONCRETE PAVEMENT SY 5 120 SIDEWALK (4") 100 02751 6"REINFORCED CONCRETE PAVING FOR SY 1 150 ' MEDIAN NOSES 101 02762 WK ZN TEMP&REMOV REFL PAV MRK LF 17,300 (W)4 (SLD) 102 02762 WK ZN TEMP&REMOV REFL PAV MRK LF 17,300 (Y)4"(SLD) 103 02770 CURB,CURB&GUTTER,AND READERS LF 27,033 MONOLITI TIC CURB 104 02811 2"SCFI 80 PVC CONDUIT LP 990 Bidder's Initial's. 06/2008 00300-6 of 15 Addendum No.4 CITY OF PEARLAND BID PROPOSAL , Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 105 02811 6' SCH 40 PVC SLEEVE LF 735 106 02811 6' SCH 40 PVC SLEEVE/BORE a VETERANS LP 80 107 02811 INSTALLATION AND MATERIALS FOR SPRAY SF 57,017 ZONES 108 02811 QUICK COUPLERS EA 26 109 02811 CONTROLLER W/PEDESTAL , EA 3 110 02811 INSTALLATION AND MATERIALS FOR TREE EA 134 BUBBLERS-2/'FREE(BASED ON TREE QUANTITY 134) I I I 02811 BACK FLOW PREVENTER—FEBCO#765 2 INCH EA 3 112 02811 PVB ENCLOSURE-HOT BOX#LD2 EA 3 113 02811 WATER METER—CITY OF PEARLAND EA 3 STANDARD FOR 2 INCH LINE 114 02811 INSTALLATION AND MATERIALS FOR LP PANEL EA 3 ON RACK-INCLUDING RACK&ELECTRICAL CONNECTION 115 02811 I YEAR MAINTENANCE OF PLANTING SF 5,833 (EXCLUDING GRASS)AND IRRIGATION FROM DATE OF SUBSTANTIAL COMPLETION 116 02821 CHAIN LINK FENCE LF 240 (INSTALL)(8') 117 02921 HYDRO-MULCH SEEDING AC 8.65 (DRAINAGE CHANNELS,PONDS AND DITCHES) 118 02931 45 GAL CRAPE MYRTLE'NATCI-FEZ'-8'I-IT MULTI EA 43 TRUNK 119 02931 45 GAL CRAPE MYRTLE'TUSCORORA'-8'I-IT EA 57 MULTI TRUNK 120 02931 30 GAL WAX MYRTLE..-6'I IT MULTI TRUNK EA 34 121 02931 1 GAL 'CHICAGO SUNRISE"DAYLILY EA 855 122 02931 3 GAL KNOCK OUT SHRUB ROSE EA 262 123 02931 1 GAL MEXICAN FEATHER GRASS EA 700 124 02931 BERMUDA PREP&HYDRO-MULCI-I SF 505,968 (LANDSCAPE PLANS ONLY) 125 02931 BERMUDA PREP&SOD SY 1,648 126 02931 STEEL EDGE LF 165 127 02931 PREPARED LANDSCAPE SOIL -BEDS CY 108 Bidder's Initial's. 06/2008 00300-7 of 15 Addendum No 4 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 128 02931 LANDSCAPE MULCH -BEDS&TREE WELLS CY 63 129 02981 BLAST CLEANING OF PAVEMENT LF 12,300 4 130 02981 BLAST CLEANING OF PAVEMENT LF 5,000 8" 131 02981 BLAST CLEANING OF PAVEMENT LF 130 12" 132 02981 BLAST CLEANING OF PAVEMENT LF 505 24" 133 02981 BLAST CLEANING OF PAVEMENT SF 3,024 WORDS OR SYMBOLS 134 02981 BLAST CLEANING OF PAVEMENT EA I 1 MEDIAN NOSE AND ISLAND 135 03300 5' SLOPE PAVING W/2'TOE WALL SY 190 136 03300 CONCRETE CY 440 CONCRETE PILOT CI-IANNEL(5 IN) 137 03300 CONCRETE CY 30 CONC SLOPE PAVING(6 IN) 138 03300 CONC SLOPE PAVING(4 IN) CY 250 139 03300 CONC SLOPE PAVING CY 40 (MOW STRIP) (4 IN) 140 03315 INTERLOCKING FLEXIBLE REVETMENT SY 714 SYSTEM 141 05500 GALVANIZED OUTFALL RACK LS 1 142 10146 PORTABLE MESSAGE SIGN LS 2 143 16724 OPTICOM DETECTOR EA 12 I43A **0132-2028 CEMENT STABLIZED BACKFILL CY 220 144 **0341-2120 D-GR HMA(QCQA)TY-D SAC-B PG70-22 TON 70 2' HOT-MIX ASPHALTIC CONCRETE 144A **0400-2005 CEMENT STABLIZED SAND CY 860 r 145 **0400-2008 CUT AND RESTORE PAVEMENT(ASPH) SY 210 146 **0416-2001 DRILLED SI1AFT FOUNDATIONS LF 90 18' DIA 147 **0416-2004 DRILLED SHAFT FOUNDATIONS LF 1,900 36"DIA 148 NOT USED Bidder's Initial's. 06/2008 00300-8 of 15 Addendum No 4 CITY OF PEARLAND BID PROPOSAL Spec. No. Bid Item Description Unit Total Unit Amount Bid Qty Price 149 **0416-2032 DRILL SHAFT(TRF SIG POLE)(36") LF 41 150 **0416-2034 DRILL SHAFT(TRF SIG POLE)(48") LF 154 151 **0420-2003 CONCRETE STRUCTURES CY 70 ABUT CL 'C" 152 **0420-2004 CONCRETE STRUCTURES CY 230 BENT CL"C" 153 **0420-2033 CONCRETE STRUCTURES CY 120 APPR SLAB CL'S" 154 **0422-2001 REINFORCED CONCRETE SLAB SF 32,800 155 **0423-2001 RETAINING WALL SF 14,200 (MSE) 156 **0425-2004 PRESTRESSED CONCRETE BEAM LF 4,300 TYPE"IV' 157 **0428-2001 CONCRETE SURFACE TREATMENT SY 3,600 CLASS I 158 **0442 2005 STR STL LB 5,000 MISCELLANEOUS 159 **0450-2007 RAILING LF 970 TYPE T501 160 **0450-2019 RAILING LF 1,290 TYPE C501 161 **0450-2026 RAILING LF 1 170 TYPE PR2 162 **0450-2111 RAILING LF 120 CONCRETE PARAPET 163 **0454-2009 SEALED EXPANSION JOINT LF 130 (5")SEJ-A 164 **0506-2034 EROSION CONTROL LOGS LF 1 480 18" 165 **0506-2003 ROCK FILTER DAM TYPE 3 LF 70 INSTALL 166 **0506-2009 ROCK FILTER DAM TYPE 3 LF 70 REMOVE 167 **0531-2005 PEDESTRIAN RAMPS EA 29 TYPE 1 168 **0531-2010 PEDESTRIAN RAMPS EA 2 TYPE 7 169 **0531 2018 PED DRIVEWAY RAMPS EA 18 170 **0540-2011 MBGF(TRANSITION) EA 2 171 **0544-2001 MBGF(GET) EA 2 Bidder's Initial's. 06/2008 00300-9 of 15 Addendum No.4 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 172 NOT USED 173 NOT USED 174 NOT USED 175 **0618-2018 CONDT(PVC)(SCHD 40)(2") LF 9,000 176 **0618-2052 CONDT(RM)(2") LF 1 700 177 **0618-2035 CONDUIT(PVC)(SCHD 80)(2 ')(BORE) LF 1,040 178 **0618-2039 CONDUIT(PVC)(SCHD 80)(3 ')(BORE) LF 1 450 179 **0618-2056 CONDUIT(RM)(3") LF 300 180 **0620-2009 ELEC CONDR(NO 6)BARE LP 3,095 181 NO'r USED 182 **0620-2007 ELEC CONDUCTOR(NO 4)BARE LF 195 183 **0620-2008 ELEC CONDUCTOR(NO 4)INSULATED LF 390 184 **0621-2002 TRAY CABLE(3 CONDR)(12 AWG) LF 1 190 185 ***0624-200X GROUND BOX EA 25 186 **0624-2014 GROUND BOX TY D(162922)W/APRON EA 18 187 **0628-2100 ELEC SERV TY D(120/240)070(NS)SS(E)SP(0) EA 3 188 **0644-2056 REMOVE&RELOCATE SM RD SN SUP&AM EA 2 189 **0644-2048 INS SM RD SN SUP&AM TY TWT(I)UA(P) EA 16 190 **0644-2049 INS SM RD SN SUP&AM TY TWT(1)UA(T) EA 2 191 **0644-2060 REMOVE SM RD SN SUP&AM EA 29 192 NOT USED 193 **0644 RELOCATE AND/OR REMOVE AND DISPOSE LS I EXISTING STREET SIGNS Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price Bidder's Initial's. 06/2008 00300- 10 of 15 Addendum No.4 CITY OF PEARLAND BID PROPOSAL 194 **0644 TRAFFIC SIGNS(INCLUDES STOP SIGNS WITH EA 35 STREET NAME PLAQUES PER CITY STDS.), DIAMOND GRADE 195 **0666-2003 REFLECTORIZED PAVEMENT MARKINGS TY I LF 4,600 4"BROKEN WI-IITE 196 **0666-2012 REFLECTORIZED PAVEMENT MARKINGS TY I LF 1,050 4"SOLID WHITE 197 **0666-2036 REFLECTORIZED PAVEMENT MARKINGS TY 1 LF 4 700 8"SOLID WHITE 198 **0666-2042 REFLECTORIZED PAVEMENT MARKINGS TY 1 LF 90 12' SOLID WHITE 199 **0666-2048 REFLECTORIZED PAVEMENT MARKINGS TY I LF 505 24"SOLID WHITE 200 **0666-2096 REFLECTORIZED PAVEMENT MARKINGS TY I EA 72 WORDS OR SYMBOLS WHITE 201 **0666-2105 REFLECTORIZED PAVEMENT MARKINGS TY I LF 320 4 BROKEN YELLOW 202 **0666-21 1 1 REFLECTORIZED PAVEMENT MARKINGS TY I LF 6,400 4"SOLID YELLOW 203 **0666-2123 REFLECTORIZED PAVEMENT MARKINGS TY I LF 280 8' SOLID YELLOW 204 **0666-2126 REFLECTORIZED PAVEMENT MARKINGS TY I LF 50 12' SOLID YELLOW 205 **0666-2141 REFLECTORIZED PAVEMENT MARKINGS TY I EA 26 MEDIAN NOSE PAINT YELLOW 206 **0666-XXXX REFLECTORIZED PAVEMENT MARKINGS TY I EA 17 ISLAND NOSE PAINT WHITE 207 **0672 2015 REFLECTORIZED PAVEMENT MARKINGS EA 162 REEL PAV MRK'I'Y 11-A-A 208 **0672-2017 REFLECTORIZED PAVEMENT MARKINGS EA 504 REFL PAV MRK TY II-C-R 209 **0680-2003 INSTALL HWY TRF SIG(SYSTEM) EA 3 210 **0682-2001 BACK PLATE(12 IN(3 SEC) EA 26 211 **0682-2002 BACK PLATE(12 INN)(4 SEC) EA 10 212 **0682 2014 PED SIG SEC(12 IN)LED(2 INDICATIONS) EA 24 213 **0682 2022 VEH SIG SEC(12 IN)LED(GRN ARW) EA 10 214 **0682-2023 VEH SIG SEC(12 IN)LED(GRN) EA 28 215 **0682 2024 VEH SIG SEC(12 IN)LED(YEL ARW) EA 8 Spec. No. Bid Item Description Unit Total Price Amount Bid Q216 **0682 2025 VEI1 SIG SEC(12 IN)LED(YEL) EA 28 Bidder's Initial's: 06/2008 00300- 11 of 15 Addendum No 4 CITY OF PEARLAND BID PROPOSAL 217 **0682-2027 VEI-I SIG SEC(12 IN)LED(RED) EA 44 218 **0684-2007 TRAF SIG CBL(TY A)(12 AWG)(2 CONDR) LF 3,215 219 **0684-2009 TRAF SIG CBL(TY A)(12 AWG)(4 CONDR) LF 3,335 220 **0684-2012 TRAF SIG CBL(TY A)(12 AWG)(7 CONDR) LF 4,300 221 **0686-2037 INS TRF SIG PL AM(S)I ARM(36')LUM EA 2 222 **0686-2045 INS"I'RF SIG PL AM(S)1 ARM(44')LUM EA 1 223 **0686-2053 INS TRF SIG I'L AM(S)1 ARM(50')LUM EA 1 224 **0686-2057 INS TRF SIG PL AM(S)1 ARM(55')LUM EA 2 225 **0686-2065 INS TRF SIG PL AM(S)I ARM(65')LUM EA 2 226 **0686-2189 INS TRF SIG PL AM(S)2 ARM(50'-40')LUM EA 1 227 **0686-2213 INS TRF SIG PL AM(S)2 ARM(65'-36')LUM EA I 228 **0687-200I PED POLE ASSEMBLY EA 5 229 **0688-2001 PED DETECT(2 INCH PUSH BTN) EA 24 230 **6006-2001 SPREAD SPECTRUM RADIO EA 3 231 **6006-2003 I-IELIAX CABLE LF 545 232 **6006-2004 ANTENNA(OMNI-DIRECTIONAL) EA 1 233 **6006-2005 ANTENNA(UNI-DIRECTIONAL) EA 2 234 **6007-2001 REMOVING TRAFFIC SIGNALS EA I 235 **6266-2001 VIVDS PROCESSOR SYSTEM EA 5 236 **6266-2002 VIVDS CAMERA ASSEMBLY EA 21 237 **6266-2003 VIVDS SET UP SYSTEM EA 3 238 **6266-2005 VIVDS COMMUNICATION CABLE(COAXIAL) LF 4,395 tait Spec.No. Bid Item Description Unit Qtyl PrUice Amount Bid ce SUBTOTAL BASE BID ITEMS EXTRA WORK ITEMS Bidder's Initial's. 06/2008 00300- 12 of 15 Addendum No.4 CITY OF PEARLAND BID PROPOSAL 239 02318 SPECIAL EXCAVATION CY 320 240 02510 WTR(PVC)(C900,CLI50)(10 IN) LF 30 241 02510 WET CONNECTIONS EA 2 242 02511 RELOCATE&RECONNECT EXIST WATER EA 5 METER 243 02515 2"WATER TAPS&SERVICE LINES SHORT SIDE EA 5 244 02515 2' WATER TAPS&SERVICE LINES LONG SIDE EA 5 245 02531 SAN SWR(PVC)(ASTM D3034 SDR26)(6 IN) EA 1 246 02531 SAN SWR SERVICE RECON-NEAR SIDE EA 5 247 02531 SAN SWR SERVICE RECON-FAR SIDE EA 6 248 02533 REMOVE&REPLACE 16"SAN SWR FORCE MAIN LF 110 249 02540 10"xl0' TAPPING SLEEVE&VALVE EA 1 250 02541 10' RESILIENT WEDGE GATE VALVE EA 1 251 02541 12"RESILIENT WEDGE GATE VALVE EA I 252 02631 4'DIA.MANHOLE EA I 253 02318 HAND EXCAVATION AROUND OBSTRUCTIONS CY 50 254 02255 EXTRA BANK SAND FOR WATER LINES CY 50 255 02252 EXTRA CEMENT STABILIZED SAND FOR CY 50 CULVERTS 256 02931 LANDSCAPE EASEMENT RESTORATION AC 1 257 02931 1 YEAR MAINTENANCE OF GRASS IN MEDIANS LS 1 ONLY FROM DATE OF SUBSTANTIAL COMPLETION 258 02931 1 ADDITIONAL YEAR TREE MAINTENANCE AND LS 1 WARRANTY INCLUDING MULC!I RING(BASED ON TREE QUANTITY SUBTOTAL EXTRA WORK ITEMS TOTAL BID PRICE **TXDOT SPECIFICATION NUMBERS ***FOR INSTALLATION ONLY TO BE PROVIDED BY CENTERPOINT ENERGY Bidder's Initial's. 06/2008 00300- 13 of 15 Addendum No 4 CITY OF PEARLAND BID PROPOSAL ALTERNATE BIDS The City of Pearland desires to accelerate the work for this project. In so doing, the City requests prices for alternate project durations for the work. The Contractor shall submit a price for each Alternate Bid Item as presented. The City will select the bid combination deemed most advantageous to the City, which may or may not include an Alternate Bid Unit prices for items included in the Base Bid shall apply for all work performed regardless of which Alternate Bid (if any) is chosen The total project duration AND contract time will be based on the Base Bid duration LESS the Alternate Bid duration (if applicable) In the event the City awards an Alternate Bid for the project, the Contract Time shall become equivalent to the corresponding Alternate Bid duration Rain days will be calculated based on.the Contract Time. ALTERNATE BID ITEMS ALTERNATE DESCRIPTION ADD (DEDUCT) BASE BID + OF DURATION PRICE ALTERNATE A Base Bid Time $ $ LESS 90 Days (450 days total) B Base Bid Time $ $ LESS 120 Days (420 days total) C Base Bid Time $ $ LESS 150 Days (390 days total) D Base Bid Time $ $ LESS 180 Days (360 days total) It is agreed that the Contract Price may be increased or decreased to cover work added, altered, or deleted by order of the Engineer, in accordance with the provisions of the General Conditions of Agreement. The undersigned agrees that the amounts bid in this Bid Proposal will not be withdrawn or modified for ninety (90) days following date of Bid Proposal opening, or such longer period as may be agreed to in writing by the City of Pearland and Bidder It is understood that in the event the Successful Bidder fails to enter into the Standard Form of Agreement and/or to furnish a Performance Bond and Payment Bond, each in the amount of one hundred (100) percent of the Contract Price, within ten (10) days of the Notice of Award, the Successful Bidder will forfeit the Bid Security as provided in the Instructions to Bidders. Unless otherwise expressly provided herein, all references to "day(s)"shall mean calendar day(s) The following Addenda have been received. The modifications to the Bidding Documents noted therein have been considered and all costs thereto are included in the Bid Proposal prices. Bidder's Initial's. 06/2008 00300- 14 of 15 Addendum No.4 CITY OF PEARLAND BID PROPOSAL Addendum No Date Addendum No Date- Addendum No Date Addendum No Date- Bidder hereby represents that the only person or parties interested in this offer as principals are those named above Bidder has not directly or indirectly entered into any agreement, participated in any collusion, or otherwise taken any action in restraint of free competitive bidding. Firm Name- By. Title Address Phone No ATTEST (Seal, if Bidder is a Corporation) (Typed or Printed Name) Signature Date- END OF SECTION Bidder's Initial's. 06/2008 00300- 15 of 15 Addendum No.4 ITEM 132 EMBANKMENT 132.1 Description.Furnish,place,and compact materials for construction of roadways,embankments, levees,dikes,or any designated section of the roadway where additional material is required. 132.2. Materials.Furnish approved material capable of forming a stable embankment from required excavation in the areas shown on the plans or from sources outside the right of way Provide 1 or more of the following types as shown on the plans: • Type A.Granular material that is free from vegetation or other objectionable material and meets the requirements of Table 1 Table 1 Testing Requirements Property Test Method Specification Limit Liquid limit Tex-104-E <45 Plasticity index(PI) Tex-106-E <15 Bar linear shrinkage Tex-107-E >2 The Linear Shrinkage test only needs to be performed as indicated in Tex-104-E. • Type B.Materials such as rock, loam,clay,or other approved materials. • Type C.Material meeting the specification requirements shown on the plans. • Type D Material from required excavation areas shown on the plans. Retaining wall backfill material must meet the requirements of the pertinent retaining wall Items. 132.3. Construction. Meet the requirements of Item 7,"Legal Relations and Responsibilities to the Public,"when off right of way sources are used.To allow for required testing,notify the Engineer before opening a material source.Complete preparation of the right of way,in accordance with Item 100, "Preparing Right of Way,"for areas to receive embankment. Backfill tree-stump holes or other minor excavations with approved material and tamp Restore the ground surface,including any material disked loose or washed out,to its original slope.Compact the ground surface by sprinkling in accordance with Item 204,"Sprinkling,"and by rolling using equipment complying with Item 210,"Rolling,"when directed. Scarify and loosen the unpaved surface areas,except rock,to a depth of at least 6 in.,unless otherwise shown on the plans.Bench slopes before placing material Begin placement of material at the toe of slopes. Do not place trees,stumps,roots,vegetation,or other objectionable material in the embankment. Simultaneously rccompact scarified material with the placed embankment material Do not exceed the layer depth specified in Section 132.3.D,"Compaction Methods." Construct embankments to the grade and sections shown on the plans.Construct the embankment in layers approximately parallel to the finished grade for the full width of the individual roadway cross sections, unless otherwise shown on the plans.Ensure that each section of the embankment conforms to the detailed sections or slopes.Maintain the finished section,density,and grade until the project is accepted. A. Earth Embankments.Earth embankment is mainly composed of material other than rock.Construct embankments in successive layers,evenly distributing materials in lengths suited for sprinkling and rolling. Obtain approval to incorporate rock and broken concrete produced by the construction project in the lower layers of the embankment.When the size of approved rock or broken concrete exceeds the layer thickness requirements in Section 132.3.D,"Compaction Methods,"place the rock and concrete outside the limits of the completed roadbed.Cut and remove all exposed reinforcing steel from the broken concrete. Move the material dumped in piles or windrows by blading or by similar methods and incorporate it into uniform layers.Featheredge or mix abutting layers of dissimilar material for at least 100 ft.to ensure there are no abrupt changes in the material.Break down clods or lumps of material and mix embankment until a uniform material is attained. Apply water free of industrial wastes and other objectionable matter to achieve the uniform moisture content specified for compaction. When ordinary compaction is specified,roll and sprinkle each embankment layer in accordance with Section 132.3.D 1,"Ordinary Compaction."When density control is specified,compact the layer to the required density in accordance with Section 132.3.D.2,"Density Control " B. Rock Embankments.Rock embankment is mainly composed of rock.Construct rock embankments in successive layers for the full width of the roadway cross-section with a depth of 18 in or less.Increase the layer depth for large rock sizes as approved.Do not exceed a depth of 2-1/2 ft.in any case.Fill voids created by the large stone matrix with smaller stones during the placement and filling operations. Ensure the depth of the embankment layer is greater than the maximum dimension of any rock.Do not place rock greater than 2 11. in its maximum dimension,unless otherwise approved.Construct the final layer with graded material so that the density and uniformity is in accordance with Section 132.3.D, "Compaction Methods."Break up exposed oversized material as approved. When ordinary compaction is specified,roll and sprinkle each embankment layer in accordance with Section 132.3.D 1,"Ordinary Compaction."When density control is specified,compact each layer to the required density in accordance with Section 132.3.D.2,"Density Control."When directed,proof- roll each rock layer where density testing is not possible,in accordance with Item 216,"Proof Rolling,"to ensure proper compaction. C. Embankments Adjacent to Culverts and Bridges.Compact embankments adjacent to culverts and bridges in accordance with Item 400,"Excavation and Backfill for Structures." D Compaction Methods.Begin rolling longitudinally at the sides and proceed toward the center, overlapping on successive trips by at least 1/2 the width of the roller On super elevated curves,begin rolling at the lower side and progress toward the high side.Alternate roller trips to attain slightly different lengths. Compact embankments in accordance with one of the following methods as shown on the plans- Ordinary Compaction.Use approved rolling equipment complying with Item 210,"Rolling,"to compact each layer The plans or the Engineer may require specific equipment.Do not allow the loose depth of any layer to exceed 8 in. unless otherwise approved.Before and during rolling operations,bring each layer to the moisture content directed.Compact each layer until there is no evidence of further consolidation.Maintain a level layer to ensure uniform compaction.If the required stability or finish is lost for any reason,recompact and refinish the subgrade at no additional expense to the Department. 2. Density Control.Compact each layer to the required density using equipment complying with Item 210,"Rolling."Determine the maximum lift thickness based on the ability of the compacting operation and equipment to meet the required density Do not exceed layer thickness of 16 in. loose or 12 in.compacted material,unless otherwise approved.Maintain a level layer to ensure uniform compaction. The Engineer will use Tex-1 14-E to determine the maximum dry density(D8)and optimum moisture content(Woo).Meet the requirements for field density and moisture content in Table 2, unless otherwise shown on the plans. Table 2 Field Density Control Requirements Description Density' Moisture Content' Tex-115-E PI <15 >_98%D;, 15<PI<35 >_98%Da and<102%D„ >WoP,. PI>35 >_95%D and< 100%Da >_Wog,,, Each layer is subject to testing by the Engineer for density and moisture content.During compaction,the moisture content of the soil should not exceed the value shown on the moisture- density curve,above optimum,required to achieve • 98%dry density for soils with a PI greater than 15 but less than or equal to 35 or • 95%dry density for soils with PI greater than 35 When required,remove small areas of the layer to allow for density tests.Replace the removed material and recompact at no additional expense to the Department.Proof-roll in accordance with Item 216,`Proof Rolling,"when shown on the plans or as directed.Correct soft spots as directed. E. Maintenance of Moisture and Reworking.Maintain the density and moisture content once all requirements in Table 2 are met.For soils with a PI greater than 15,maintain the moisture content no lower than 4 percentage points below optimum Rework the material to obtain the specified compaction when the material loses the required stability,density,moisture,or finish.Alter the compaction methods and procedures on subsequent work to obtain specified density as directed. F Acceptance Criteria. l Grade Tolerances. a. Staged Construction.Grade to within 0.1 ft.in the cross-section and 0 1 ft.in 16 ft. measured longitudinally b. Turnkey Construction.Grade to within 1/2 in. in the cross-section and 1/2 in.in 16 ft. measured longitudinally 2. Gradation Tolerances. When gradation requirements are shown on the plans,material is acceptable when not more than 1 of the 5 most recent gradation tests is outside the specified limits on any individual sieve by more than 5 percentage points. 3. Density Tolerances.Compaction work is acceptable when not more than I of the 5 most recent density tests is outside the specified density limits,and no test is outside the limits by more than 3 lb.per cubic foot. 4. Plasticity Tolerances. Material is acceptable when not more than 1 of the 5 most recent PI tests is outside the specified limit by no more than 2 points. 132.4. Measurement.Embankment will be measured by the cubic yard.Measurement will be further defined for payment as follows: A. Final.The cubic yard will be measured in its final position using the average end area method.The volume is computed between the original ground surface or the surface upon which the embankment is to be constructed and the lines,grades,and slopes of the embankment.In areas of salvaged topsoil, payment for embankment will be made in accordance with Item 160,"Topsoil"Shrinkage or swell factors will not be considered in determining the calculated quantities. B. Original.The cubic yard will be measured in its original and natural position using the average end area method. C. Vehicle.The cubic yard will be measured in vehicles at the point of delivery When measured by the cubic yard in its final position,this is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. Shrinkage or swell factors are the Contractor's responsibility When shown on the plans,factors are for informational purposes only Measurement of retaining wall backfill in embankment areas is paid for as embankment,unless otherwise shown on plans.Limits of measurement for embankment in retaining wall areas are shown on the plans. 132.5. Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Embankment(Final)," "Embankment(Original),"or"Embankment(Vehicle),"of the compaction method and type specified.This price is full compensation for furnishing embankment,hauling,placing,compacting,finishing,and reworking;disposal of waste material,and equipment,labor,tools,and incidentals. When proof rolling is directed,it will be paid for in accordance with Item 216,"Proof Rolling." All sprinkling and rolling,except proof rolling,will not be paid for directly,but will be considered subsidiary to this Item,unless otherwise shown on the plans. Where subgrade is constructed under this contract,correction of soft spots in the subgrade will be at the Contractor's expense. Where subgrade is not constructed under this contract,correction of soft spots in the subgrade will be paid in accordance with Article 9 4,"Payment for Extra Work." ITEM 427 SURFACE FINISHES FOR CONCRETE 4271 Description.Finish concrete surface as specified. 427.2.Materials.Furnish materials in accordance with this Article for the type of surface finish specified. A. Coatings. 1 Adhesive Grout and Concrete Paint.Provide coatings in accordance with DMS-8110,"Coatings for Concrete."Match color of coating with Federal Standard 595B color 35630,concrete gray, unless otherwise shown on the plans. 2. Opaque Sealer Provide penetrating-type sealer in accordance with DMS-8110,"Coatings for Concrete."Match color of coating with Federal Standard 595B color 35630,concrete gray,unless otherwise shown on the plans. 3. 742 Appearance Coating.Provide#742 gray appearance coating(Federal Standard 595B color 35630)in accordance with DMS-8100,"Structural Steel Paints-Formula." 4 Epoxy Paint.Provide Type X epoxy coating in accordance with DMS-6100,"Epoxies and Adhesives." B. Exposed Aggregate Finish.Provide approved aggregates meeting the grading requirements shown on the plans. Unless otherwise shown on the plans,provide gravel consisting of predominantly rounded particles.When a bush-hammered finish is desired,use crushed stone. Provide a concrete surface retardant. Provide clear acrylic resin sealer in accordance with DMS-81 10, "Coatings for Concrete,"or clear Type 11 permanent anti-graffiti coating in accordance with DMS-81 11,"Anti-Graffiti Coatings." 427.3.Equipment.The Engineer may require demonstration of the equipment's capabilities. A. Low-Pressure Water Blasting. Use equipment capable of supplying a minimum pressure at the nozzle end of 3,000 psi at a minimum flow rate of 3 gpm Use a 0°rotary,vibratory,or wobble-type nozzle. Use equipment capable of including abrasives in the water stream when specified on the plans. B. Abrasive Blasting. Use equipment equipped with filters to produce oil-free air and also water-free air when dry air is required. C. Slurry Blasting.Use equipment capable of combining air and abrasives with water to form a wet blast media capable of cleaning and preparing surface without creating dust. D. Spraying. For spray applications,use equipment with fluid and air pressure regulators and gauges to allow for adjustment to produce a uniform spray pattern E. Off-the-Form Finish Forms.Use nonstaining,nonporous,high-quality forming materials(e.g.,steel or medium-density and high-density overlaid plywood forms). Use steel or high-density overlaid plywood forms when the same form will be used more than twice. F Form Liners. Provide form liners capable of producing a patterned finish as shown on the plans. Use form liners that provide a clean release from the concrete surface without pulling or breaking the textured concrete. 427 4.Construction.Provide the finish specified on the plans for the specific surface areas. A. Surface Areas of Finish."Surface area of finish"designates the areas where the specified surface is to be applied. 1 Surface Area I.Surface Area I includes: • surfaces of railing; • exterior vertical faces of fascia beams,slabs,slab spans,arches,and box girders; • the outside bottom surface of fascia beams and girders; • the underside of overhanging slabs to the point of juncture of the supporting beam; • the entire underside of slab spans when shown on the plans; • vertical and underside surfaces of bents and piers; • all surfaces of tie beams,abutments,bridge wingwalls,culvert headwalls and wingwalls and retaining walls exposed to view after all backfill and embankment is placed;and • all other exposed surfaces shown in the plans to require surface treatment. 2. Surface Area II.Surface Area II includes surfaces of railing,all wingwalls,and the exterior vertical faces of slabs. 3. Surface Area III. Surface Area III includes only the top and roadway faces of all concrete railing and bridge wingwalls. 4 Surface Area IV Surface Area IV includes areas designated on the plans. B. Surface Finishes.Apply the coating or special finish from Table 1 as specified on the plans. Table l Surface Finishes Coatings Special Surface Finishes Adhesive grout Blast Concrete paint Rub Opaque sealer Off-the-form 742 appearance coating Form liner Epoxy paint Exposed aggregate l Application of Coatings. a. Preparation.Before applying a coating,thoroughly clean the surface by chemical cleaning,if required,and by blast cleaning. (1) Chemical Cleaning.Clean surfaces contaminated with oil,grease,or other contaminants by scrubbing the area with an approved detergent or other concrete cleaning material before blast cleaning.Do not use a solvent that will stain the surface or inhibit coating adhesion.Perform the following test to check for surface contamination of oil type materials. • Spray the surface with a fine mist of potable water • Examine the area to see if water beads up • If beading is found,clean the surface. (2) Blast Cleaning.Before applying a specified coating,blast-clean the designated surface to remove weak surface material,curing compound,and other contaminants,leaving a lightly etched uniformly textured surface. Use an approved abrasive propelled by oil-free air with or without the addition of potable water,or blast with potable water with or without the addition of an approved abrasive at sufficient pressure to effectively clean and prepare the surface.When water-blasting,maintain the stand-off-distance of the nozzle to a maximum of 12 in from the surface being cleaned. Do not damage concrete surface by gouging,spalling,or exposmg'coarse aggregate by the blasting operation. immediately before application of any coating,blow clean oil-and moisture-free air on all surfaces with sufficient pressure to remove loose particles. Perform the following test to check for surface cleanliness as directed: • Press a 10 in. long strip of 2 in.wide clear packing tape on the surface by rubbing with moderate pressure times. • Grasp the free end of the tape,and remove the tape from the surface with a sharp jerk. • Examine the surface of the tape for clinging particles. Continue cleaning the concrete surface until there are no particles clinging to the tape surface for subsequent tests.An additional test that can be used to check the surface for dust is to wipe the surface with a dark cloth and then examine the cloth for discoloration b. Application.Mix coating materials thoroughly with a mechanical mixer at a speed that causes the mixture to rotate entirely in the container Ensure complete mixing by probing the container with a stirring device searching for non-dispersed or settled material Do not apply coatings before the new concrete aging a minimum of 28 days unless approved otherwise. Do not apply coatings when weather conditions will be detrimental to the final surface finish as determined by the Engineer Do not apply coatings when surface temperature of the concrete exceeds 110°F Apply coatings to obtain a consistent color and texture. (1) Adhesive Grout.Apply coating on a moistened surface to a uniform minimum thickness of 1/16 in Do not apply when ambient temperature is less than 50°F (2) Concrete Paint.Apply the coating on a dry surface in 2 coats for a total maximum application rate of 150 sq ft.per gallon Match the color of the applied coating with the color standard shown on the plans.Do not thin material unless approved.Apply when ambient temperature is between 50°F and 100°F (3) Opaque Sealer Apply the coating to a dry surface in 2 coats for a total maximum application rate of 200 sq. ft.per gallon.Match the color of the applied coating with the approved color standard shown on the plans. Do not thin the material unless approved. Apply when ambient temperature is between 40°F and 95°F (4) 742 Appearance Coating.Apply the coating on a dry surface at a rate of at most 400 sq.ft. per gallon.Apply when ambient temperature is above 40°F (5) Epoxy Paint.Apply the coating on a dry surface at a maximum application rate of 100 sq.ft.per gallon Apply when ambient temperature is above 50°F Repair surface finish where coating has been applied that exhibits peeling,flaking,or discoloration or that has been damaged during construction Remove defective or damaged coating. Clean and recoat repair area in accordance with the requirements of this Item. 2. Special Surface Finishes.Submit a work plan to the Engineer for any special finish shown on the plans. Include in the work plan the type of aggregates,materials,variation of panel or pattern arrangement,dimensions,construction methods,and other features affecting the work as is necessary for the"Special Surface Finish"specified. a. Blast Finish.Provide surface profile as shown in the plans,or meet the minimum requirements of Section 427 4 B 1.a,"Preparation "Construct a 4-ft.by 4-ft.sample panel using the same concrete used in construction of the member to receive the blast finish. Prepare the surface of the sample panel to meet the specified finish,and obtain approval of the sample finish. Use the approved sample panel finish as the standard for surfaces requiring a blast finish b. Rub Finish.Provide a finish to the surface by rubbing the surface with a carborundum stone or other approved material Begin rubbing the surface immediately after forms have been removed. If rubbing surface is delayed to the point where the surface is dry and unable to be rubbed to produce an acceptable finish,provide blast finish or other finish as directed at no additional cost to the Department. Perform the requirements to obtain the ordinary surface finish specified in Section 420 4 M,"Ordinary Surface Finish,"concurrently with rubbing the surface.Where concrete patching is performed,rub these areas after the patch material has thoroughly set and blend the patch in with the surrounding area to produce a surface with uniform color and texture. After form removal, keep the surface continuously wet until the rubbing is complete.Rub the surface sufficiently to bring the wetted concrete surface to a paste producing a smooth dense surface without pits, form marks,or other irregularities. Do not use cement grout to form the paste on the surface.Stripe the surface with a brush to conceal the rubbing pattern and allow the paste to reset.Wash the concrete with potable water after the paste has sufficiently set to leave it with a neat and uniform appearance and texture. if required,apply membrane curing in accordance with Item 420,"Concrete Structures,"after rubbing is complete. c. Off-the-Form Finish. Provide a finish with minimal surface defects and uniform color and texture by using non-staining,non-porous,high-quality forming materials. Use the same type of forming materials for like elements for the entire structure. Use mortar-tight forms to prevent leakage and discoloration If necessary,seal joints with compressible gasket material,caulk,tape or by other suitable means that are not detrimental to the concrete finish. Use one brand and type of form release agents for all surfaces unless another product produces a similar concrete surface appearance. Do not use barrier-type(wax, fuel oil,carrier oil,etc)release agents. Use form release agents containing a rust inhibitor on steel forms.Clean rust off steel forms before use. Do not use plywood that will cause discoloration of the concrete surface. Direct special attention to consolidation and vibration of the concrete around the form surfaces to minimize bug holes. Modify concrete placement and vibration techniques if surface contains an excessive amount of bug holes.Remove all forms without interruption once form removal begins to prevent discoloration due to differing form curing times. Do not use membrane curing on surfaces with off-the-form finish. Repair honeycombed and spall areas with least dimension larger than 2 in in accordance with the concrete surface repair procedures outlined in Item 420,"Concrete Structures,"to obtain an ordinary surface finish as defined in Section 420 4.M,"Ordinary Surface Finish."For honeycombed and spall areas with least dimension greater than 3/4 in.but smaller than 2 in., patch by filling defect with repair material omitting the chipping operation Do not patch honeycombed and spall areas with least dimension smaller than 3/4 in. Perform required repairs as soon as forms arc removed. Match repair material color and texture with surrounding concrete surfaces. Minimize the area of repair by not smearing the repair material over acceptable concrete surfaces in an attempt to blend the repair with the surrounding concrete.Cut out form ties at least 1/2 in.below the surface,and patch accordingly Perform repair work as soon as possible after removing forms so that concrete and repair material have similar ages. Replace or refurbish the forms when the Engineer determines that defective formwork is causing an excessive amount of repair work. d. Form Liner Finish. Provide patterned finish as shown on the plans. Do not splice form liner panels in a way that causes a noticeable transition or line between pieces.Wash and clean form liners after each use when the forms can be re-used.Replace form liners that have become damaged or worn. Construct a sample panel for each form liner finish.Approval is required to verify that the sample panel meets the requirements of the plans and specifications before beginning work Upon approval,the sample panel becomes the model panel that all other work will be compared against. Deviation in color,grade,or depth from the model panel is grounds for rejection of the form liner finish. Removal of defective work may be necessary as determined by the Engineer and in accordance with the surface finish requirements outlined in Item 420, "Concrete Structures,"to obtain an ordinary surface finish as defined in Section 420 4.M, "Ordinary Surface Finish." Seal all form liner joints in a manner acceptable to the Engineer to prevent leakage at the surface. e. Exposed Aggregate Finish.Provide exposed aggregate finish as indicated on the plans. Provide a depth of finish between 3/8 in.and 1/2 in unless directed otherwise. Apply a concrete surface retarder that penetrates approximately 1/4 in. into the forms or concrete surface to help achieve the desired finish Apply 2 or 3 coats to wood forms to account for absorption if necessary Tape or caulk form joints to prevent escape of the retarder during the placing operations.Protect the form surfaces from sun and rain while exposed to the atmosphere. Re-treat form surfaces with retarder if disturbed. Protect adjacent areas of concrete not requiring exposed aggregate finish from the retarder Remove forms 12 to 15 hr after concrete placement but not before concrete has gained sufficient strength to support the self-weight of the member unless directed otherwise. Expose the aggregate for the finish immediately after form removal Remove the grout paste covering the aggregate to be exposed by an approved method. Do not loosen the aggregate by the grout removal operation. Maintain required curing on all surfaces except for the time while the aggregate is being exposed.Cure using wet mats or membrane after the aggregate is exposed. Repair defective areas as determined by the Engineer Re-clean exposed aggregate surfaces by an approved method.Apply a coat of acrylic resin sealer or clear Type II permanent anti-graffiti coating to cleaned exposed aggregate surface. Apply a single coat or multiple coats for a total maximum application rate of 250 sq.ft.per gallon 427.5.Measurement.When surface finishes for concrete is shown on the plans to be a pay item, measurement will be by the square foot of the type of surface finish specified. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurement or calculations will be made if adjustments of quantities are required. 427.6.Payment.Unless otherwise specified on the plans,the work performed,materials furnished, equipment,labor,tools,and incidentals will not be paid for directly,but will be considered subsidiary to pertinent Items. When a surface finish for concrete is specified as a pay item,the work performed and materials furnished in accordance with this Item and measured as provided under `Measurement"will be paid for at the unit price bid for"Adhesive Grout Finish,""Concrete Paint Finish,""Opaque Sealer Finish,""742 Appearance Coating Finish,""Epoxy Paint Finish,""Blast Finish,"or"Rub Finish."This price is full compensation for materials;cleaning and preparing surfaces;application of materials; and equipment,labor,tools,and incidentals. Off-the-form,form liner,or exposed aggregate finishes(including anti-graffiti coating)will not be paid for under this Item but are subsidiary to other pertinent Items. CITY OF PEARLAND BRAZORIA COUNTY,TEXAS Magnolia Road Expansion Magnolia Rd. from Veterans Drive to SH 35 & John Lizer Rd. from SH 35 to Pearland Parkway TABLE OF CONTENTS NO. OF SECTION TITLE PAGES DIVISION 0—BIDDING AND CONTRACT DOCUMENTS 00100 Invitation to Bid .2 00200 Instructions to Bidders 7 00300 Bid Proposal 3 00500 Standard Form of Agreement 7 00610 Performance Bond .2 00611 Payment Bond .2 00612 One-Year Maintenance Bond 2 00615 Partial Waiver of Lien 1 00700 General Conditions of Agreement 31 00800 Special Conditions of Agreement 1 00811 Wage Scale for Engineering Construction 2 DIVISION 1 —GENERAL REQUIREMENTS 01 100 Summary of Work .2 01140 Contractor's Use of Premises 4 01200 Measurement and Payment Procedures 3 01290 Change Order Procedures 4 01310 Coordination and Meetings 3 01350 Submittals 6 01355 Construction Schedule 4 01380 Construction Photographs 3 01420 Referenced Standards 5 01430 Contractor's Quality Control .2 01440 Inspection Services 1 01450 Testing Laboratory Services. .2 01500 Temporary Facilities and Controls 9 01505 Mobilization 1 01550 Stabilized Construction Exit 4 01555 Traffic Control and Regulation 4 01560 Filter Fabric Fence 3 01561 Reinforced Filter Fabric Barrier 3 01562 Waste Material Disposal 3 01563 Tree and Plant Protection 4 00010- 1 of 6 CITY OF PEARLAND TABLE OF CONTENTS 01564 Control of Ground Water and Surface Water 8 01565 TPDES Requirements 3 01566 Source Controls for Erosion and Sedimentation 5 01570 Trench Safety System 4 01580 Project Identification Signs 4 01600 Material and Equipment 3 01630 Product Options and Substitutions 3 01720 , Field Surveying 2 01730 Cutting and Patching 3 01760 Project Record Documents 2 01770 Contract Closeout. 2 DIVISION 2—SITE WORK 02200 Site Preparation 4 02220 Site Demolition 5 02252 Cement Stabilized Sand 3 02255 Bedding, Backfill, and Embankment Materials 6 02316 Excavation and Backfill for Roadways 4 02317 Excavation and Backfill for Structures 7 02318 Excavation and Backfill for Utilities 12 02330 Embankment 5 02335 Subgrade 7 02370 Geotextile 2 02372 Permanent Geosynthetic Turf Reinforcement Mat 5 02417 Augering Pipe or Casing for Water Lines 6 02430 Tunnel Grout 5 02510 Water Mains 10 02511 Water Meters 2 02512 Polyethylene Wrap 4 02514 Fire Hydrant Assembly 6 02515 Water Tap and Service Line Installation 6 02520 Valve Boxes, Meter Boxes, and Meter Vaults 4 02530 Gravity Sanitary Sewers .20 02531 Sanitary Sewer Service Leads or Reconnections 6 02533 Sanitary Sewage Force Mains 5 02534 PVC Pipe 6 02540 Tapping Sleeves and Valves 3 02541 Water and Wastewater Line Valves 8 02542 Concrete Manholes and Accessories. 10 02582 Thermoplastic Pavement Markings 2 02603 Frames, Grates, Rings, and Covers 3 02629 Jacking Pipe or Box 8 02630 Storm Sewers 10 02631 Precast Inlets, Headwalls, and Wingwalls 4 02632 Cast-in-Place Inlets, Headwalls, and Wingwalls 3 02633 Adjusting Manholes, Inlets, and Valve Boxes .3 00010-2of6 CITY OF PEARLAND TABLE OF CONTENTS 02634 Ductile Iron Pipe and Fittings 5 02635 Steel Pipe and Fittings 10 02636 Polyurethane Coating on Steel or Ductile Iron Pipe 6 02710 Base Course for Pavement 12 02741 Asphaltic Concrete Pavement 7 02742 Prime Coat 4 02743 Tack Coat 3 02744 Single Course Surface Treatment 4 * 02751 Concrete Pavement 15 02762 Temporary and Removable Reflectorized Pavement Marking 4 02770 Curb, Curb &Gutter, and Headers 4 * 02811 Landscape Irrigation 5 02821 Chain Link Fences and Gates 4 02910 Topsoil 3 * 02921 Hydromulch Seeding 4 * 02922 Sodding 4 * 02931 Landscape and Tree Planting 15 02980 Pavement Repair and Resurfacing 3 02981 Blast Cleaning of Pavement 2 DIVISION 3—CONCRETE 03300 Cast-in-Place Concrete 33 03311 Seal Slabs 2 * 03315 Interlocking Flexible Revetment System for Slope Stabilization 3 03320 Joints in Concrete Structures 9 03554 Pressure Grouting 4 DIVISION 5-METALS 05500 Metal Fabrications. 4 DIVISION 10 - SPECIALTIES 10146 Portable Dynamic Message Sign .20 * Includes Special Provisions to Specification GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS FOR ROADWAY,BRIDGE AND TRAFFIC SIGNAL CONSTRUCTION ALL TEXAS DEPARTMENT OF TRANSPORTATION (TxDOT) STANDARD SPECIFICATIONS, SPECIAL SPECIFICATIONS,AND SPECIAL PROVISIONS APPLICABLE TO THIS PROJECT ARE IDENTIFIED AS FOLLOWS STANDARD SPECIFICATIONS ADOPTED BY THE TEXAS DEPARTMENT OF TRANSPORTATION JUNE 1,2004 00010-3 of6 CITY OF PEARLAND TABLE OF CONTENTS Item 132 Embankment Item 341 Dense-Graded Hot-Mix Asphalt(QC/QA) Item 400 Excavation And Backfill For Structures Item 416 Drilled Shaft Foundations Item 420 Concrete Structures Item 421 Hydraulic Cement Concrete Item 422 Reinforced Concrete Slab Item 423 Retaining Walls Item 425 Precast Prestressed Concrete Structural Members Item 427 Surface Finishes for Concrete Item 428 Concrete Surface Treatment Item 440 Reinforcing Steel Item 441 Steel Structures Item 442 Metal For Structures Item 445 Galvanizing Item 448 Structural Field Welding Item 449 Anchor Bolts Item 450 Railing Item 454 Bridge Expansion Joints Item 476 Jacking, Boring, Or Tunneling Pipe Or Box Item 506 Temporary Erosion, Sedimentation And Environmental Controls Item 531 Sidewalks Item 540 Metal Beam Guard Fence Item 610 Roadway Illumination Assemblies Item 618 Conduit Item 620 Electrical Conductors Item 621 Tray Cable Item 624 Ground Boxes Item 625 Zinc-Coated Steel Wire Strand Item 627 Treated Timber Poles Item 628 Electrical Services Item 636 Aluminum Signs Item 644 Small Roadside Sign Supports And Assemblies Item 656 Foundations For Traffic Control Devices Item 666 Reflectorized Pavement Markings Item 672 Raised Pavement Markers Item 680 Installation of Highway Traffic Signals Item 682 Vehicle and Pedestrian Signal Heads Item 684 Traffic Signal Cables Item 686 Traffic Signal Pole Assemblies(Steel) Item 687 Pedestal Pole Assemblies Item 688 Pedestrian Detectors and Vehicle Loop Detectors SPECIAL PROVISIONS WILL GOVERN AND TAKE PRECEDENCE OVER THE SPECIFICATIONS ENUMERATED HEREON WHEREVER IN CONFLICT HEREWITH. Special Provision 341---020 - Dense-Graded Hot-Mix Asphalt(QC/QA) 00010-4of6 CITY OF PEARLAND TABLE OF CONTENTS Special Provision 400---004 -Excavation and Backfill for Structures Special Provision 416---001 - Drilled Shaft Foundations Special Provision 420---002 -Concrete Structures Special Provision 421---031 - Hydraulic Cement Concrete Special Provision 440---001 -Reinforcing Steel Special Provision 441---002 - Steel Structures Special Provision 442---002 - Metal for Structures Special Provision 506---013 -Temporary Erosion, Sedimentation & Environmental Controls Special Provision 540---002—Metal Beam Guard Fence Special Provision 610---006—Roadway Illumination Assemblies Special Provision 620---001 -Electrical Conductors Special Provision 625---001 -Zinc-Coated Steel Wire Strand Special Provision 636---014 -Aluminum Signs Special Provision 666---014—Reflectorized Pavement Markings Special Provision 682---001 -Vehicle and Pedestrian Signal Heads SPECIAL SPECIFICATIONS Item 4003 Screw-In Type Anchor Foundations item 6006 Spread Spectrum Radios For Traffic Signals Item 6013 Electronic Components Item 6266 Video Imaging Vehicle Detection System DEPARTMENTAL MATERIAL SPECIFICATIONS DMS-11170, Fully Actuated, Solid-State Traffic Signal Controller Assembly 42 CITY OF HOUSTON STANDARD SPECIFICATIONS Item 16724 Emergency Response Management System (ERMS) Intersection Components General The Above-Listed Specification Items Are Those Under Which Payment Is To Be Made. These, Together With Such Other Pertinent Items, If Any, As May Be Referred To In The Above Listed Specification Items, And Including The Special Provisions Listed Above, Constitute The Complete Specification For This Project. APPENDIX A -STORM WATER POLLUTION PREVENTION PLAN Storm Water Pollution Prevention Plan (SWPPP) 9 SWPPP Inspection Forms 7 TCEQ NOI Forms 3 TCEQ NOI Customer Checklist. 1 TCEQ NO1 Instructions 5 TCEQ General Permit Payment Submittal Form 1 TCEQ NOT Form 1 TCEQ NOT Instructions 3 Nolo-5of6 CITY OF PEARLAND TABLE OF CONTENTS APPENDIX B—CENTERPOINT SPECIFICATION OF CONDUIT SYSTEM FOR THROUGHFARE STREET LIGHT AND DESIGNATED HIGH DENSITY AREAS 12 APPENDIX C—GEOTEST ENGINEERING,INC.-GEOTECHNICAL INVESTIGATION —MAGNOLIA ROAD OVERPASS AT BURLINGTON NORTHERN SANTA FE RAILWAY 148 APPENDIX D—TOLUNAY-WONG ENGINEERS,INC.—GEOTECHNICAL STUDY— CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM MAGNOLIA/SOUTHFORK 208 APPENDIX E—BNSF OVERPASS AGREEMENT 30 APPENDIX F—BNSF OVERPASS EASEMENT 17 APPENDIX G—BNSF TEMPORARY OVERPASS EASEMENT 23 APPENDIX H—BNSF STORM WATER PIPELINE LICENSE 15 APPENDIX I—BNSF WATER PIPELINE LICENSE 15 END OF SECTION 00010-6of6 CITY ()J PEAR!AND ADDENDUM No I Section 00903 ADDENDUM NO. 3 Date January 8, 2009 PROJECT Magnolia Road Expansion Phase 2 Limits. Magnolia Rd Veterans Dr SI-I 35 & John Liter Rd S1-I 35 to Pearland Parkway BID NO 1109-10 BID DATE January 15,2009 FROM Mark Hinton, P.L. fcldic Kirst, N.L. f3ridgefarmei.& Assoc Kirst Kosmoski Inc 12801 N Central Fxpy Suite 400 2630 l'ountainvicw Suite 118 Dallas TX /5243 I louston TX /7057 972-231 .8800 office 832-2/12-/200 office To Prospective Bidders and Interested Parties This addendum forms a part of the bidding documents and will be incorporated into the Contract Documents, as applicable. Insofar as the original Contract Documents, Specifications, and Drawings are inconsistent, this Addendum shall govern Please acknowledge receipt of this Addendum on both copies of the Bid Proposal form, Section 00300 submitted to the City of Pearland. FAILURE TO ACKNOWLEDGE RECEIPT OF ADDENDA ON THE BID PROPOSAL FORM MAY BE CAUSE FOR DISDUALIFICATION. CONTRACT DOCUMEN"l S 1 DBE'requirements for this project. The City of Pearland bonded for this project. There are no DBE requirements, however, the City encourages the use of disadvantaged businesses and historically underutilized businesses whenever possible. Bid bond. Please address the bid bond to 3519 Liberty Dr Although the hid needs to be delivered to the 3523 address, all official documents will retain the 3519 liberty address. Contact Person Bob Pearce, Purchasing Officer,TX 28 f-65'i 1668 FX 281 .65.2 1707 3 Builders risk.insurance Not required for this project ,1 Definition of contract stated duration definition Phis is a cat lei idar day k.oiitraLI with a 6 day work week .Per Specification Section 00700-1.07 VO1:K DAY 00/00 108 ( At j -Ni) \R DAY 0 I'uO( inlYUi - I n1 i CITY 01 PLARL4iVD ADII)END 1 NO. 3 5 DCfinition of Liquidated Damages start and assessment (workdays or calendar days) 'Phu contract states in Specification Section 00'/00-5 05 that damages arc assessed for"each and every calendar day " 6 For utilities that are being abandoned under pavement, such as the 18 in sanitary from Magnolia 11 states to Veterans Dr and the 15 in sanitary on John Liier at Pentland Parkway, quantities are incidental to the work. A. Sheet 218 to be re-issued grouting abandoned 18" sanitary sewer incidental,to cut, plug and abandonment of the water line,if necessary during construction 0 Sheet 289 (13 of 21) to be reissued 15" San Sewer to be flushed plugged, & grout filled between J.1 / &.11-8 No Separate Pay 7 Water Line materials - C900 CL 150 and C905 CL235 to be used. Bid form item 34-39 and 118 to be corrected in future Addendum. 8 insert Revised Section 00010-3 Table of Contents,items added General Conditions, Specification 03554 Pressure Grouting Specification 01355 C'onstrucuon Schedule and page numbers. SPLCI f'ICATIONS I Insert Specification No 01355, Construction Schedule (Attached) CONSTRUC"PION DRAWINGS 1 Replace the following drawings. 2,13,91-99,101-I 10A,118, 135-138,139-141,157 (Sheets Attached) Sheet 2. Revised Index. of Drawings Sheet 13. Revised Drainage Quantities Sheets 91-99. Drainage Areas and systems were revised and clarified. Sheets_101„_1,l0A._Drainage sheets are revised to show correct manholes, flow lines and grades and inlets City preference is for round manholes, per City of Pearland standards. Or, place round riser cone on top of box, and round manholes on top of pipe Sheet 118. Clarification regarding on Sheet 118 regarding inconsistencies in flow-line at the 1 2'' x el' to 7' x 4l'.function box, and size of RCB penetrating the side of the box Replace Sheet 118 drawing has been modified,to correct the inconsistencies.The 1?'x4' RCB connects to a 7'xt' RC13 The pipe penetrating the side of the box is a 36" RCP 'Sheets 135-I38 3xDOT Roadway Dram Details and Frame and Grating Dctatls for Box an(l Grate being replaced with'.1xDOTRail and Grate Inlet Type II and Slotted Dram Detail Sheets Sheets 09141 Revised quantities and call outs showing Cement Stabilized Sand for MS.1 wall She_ct.15 7.Bridge deck drawings arc revised to show standardrcbar on bridge deck, per 1 xf:)O'I_ Houston District standards. Note 8 which stated that epoxy coated reinforcing bars were required. has been deleted. 3 finish on the Nil'>I walk, The VISE walls: shall haxc an (.xposed aggregate finish Di/)006 (iti9O i '()t'=t (ITY 0T I'LA RI AND A[)DEN1)UM. NO =3 1 10,000 PSI rating for the Px4 RC13 [3NSF RR requires 50001'SI minimum under rail Contractors that specialize in jacking recommended that 10,000 PSI would be necessary to withstand_lacking operations. Contractor to submit an as proven design for 10,000 PSi minimum or other as scaled by engineer, and assume responsibility for design for approval by the City S Sheet 118 Clarification on cover over 12' x 4' RCf3 and option to propose installing two (2) each parallel 6' x RCl3's in lieu of the 12' x 4'RCB The 5 -6"minimum cover shown on sheet 118 is the minimum cover required by 13NSF, the actual cover will be approximately.9 feet. Additional depth can not be achieved clue to several other requirements such as the outfall elevation and I3NSP's minimum cover away from the railroad 6 Clarification regarding 6 ft diameter manholes, and 42-in RCP Fhc criteria for the manhole and pipe size was based on published Houston metropolitan arca design standards ['hose standards allow a connection of a6 ft diameter manholes with a 4')" RCP Square manholes are not allowed by the City of Pear.land 7 Clarification regarding, acceptable wall thickness for inlets. An exception to the wall thickness will be treated as a submittal review during const fiction The reduced wall thickness will be subject to approval based on a design sealed by a'Texas P.E. hired by the contractor ['he bid should be based on the plans as issued for bidding, not by substitutions. 8 Clarification regading C inlets and substitution in size 2x5 inlet boxes are specified 3x5 box inlet boxes arc Anything proposed as a substitution will be treated as a submittal review during construction The substitutions will be subject to approval based on a design scaled by a Texas P E. hired by the contractor The bid should he based on the plans as issued for bidding,not by substitutions 9 Clan fication regarding lighting poles. File 46 illumination poles are to be furnished and installed by Centerpomt Energy The illumination poles and wire have been eliminated from the bid quantities 10 Clarification regarding ground boxes and street lights Sheet#.15 A note has been added to read"Ground boxes will be provided by Centerpoint Energy Contractor to install ground boxes J-boxes and conduits only Centerpoint Energy will install illumination poles and assemblies " I 1 Clanfication regarding drill shafts No drilled shafts are needed. this item has been deleted. Centerpoint I?nergy to install illumination poles and assemblies. Clanfication to Irrigation a. Irrigation Plan Sheets 349 --3p5/1..cgcnd currently references controllers D, E and F as I limier Controlleis are to be Ra►nbu'd as shown below Q D Controller Ra►nbird I=SP-8-MC Controller L. C.ontrollcr Ratnhird ESP "4-MC. Controller Cii/"QUO , 00903 3 or t i !t t P1,1ii{/ 'i+l,`!1 , a i :x t'? t t_.on roller ilaikibircl t'SP-8.MC Controller '''1<n Snee >j to incluck i 1stal.:lticn of the toilo\l an coticuil ?' `>ch SO i)\•(. conduit C:} house control wires from D C ontrolier to N ND) in merilirn c. lid Iabultltion loin - Landscape Irrina.ton Rem Ii 1 2 quantity to be modified to include, inc additional concuat reit,'encecl in tern h. 2ib0VL 2'' Sell 80 PVC Conduit—Qty. 1,650 Ic I Clarification regarding'temporary Traffic, Signals at or'' 3 \ o temporary signals rcq_aSred Utilize exist n g setup Construct proposed signal system mcl then srra-t,li I'C'l' to. roac\'ay consti action calls for c ompretcly closing John I v^1'Magnolia at a time to all traffic, fhns colivci'i g .he CE Sting four-legged intersection 'no t 1 incer5ec.f Ion car yiuch 'eakl'ki t,I tLc sigal'al phases Mat no longer apply C'oo1'dinat`. ma' TxDOT foi the temporary S4.7.alial (1nimg diangcs Contact the. Ca'V cm 1 ED ! lei assist:n-1ct, if needed .14 Clan ication renarc ing',Traf iC, Signal —Vt!l+iS i hrCL processoi systems are needed fhe original quantity Wits based upon a i xDOT c'irnn cni upon tit"ik'is %i'i,' li Chi plan I•Z Clarification regarding 1 of"le °rI'nals 1` io't c ''onrrol lee Nazi;;;, contra lers arc the Cii. of Pearland standard END 01- ADDENDUM M v!0 l�fel fame) P E. rlkii, P �t G. MARK I: HIN ON j 6 LOUIS E. KIRS! .. �` >.> .e . f . . . . I r •,. 8S02"1La 14{ < iYh5t3o e• >3 by 1 t, t �, C117 01 P1-I1z! 4 \1) ADDENDUM NO 2 Section 1)0902 ADDE\DL\l NO 2 Date December ;O 200S PRO.'LE 1 Magnolia Road F\pansion Phase 2 I_nnits. Maimolia Rd \ eteran, Dr SI-1 35 John Lizcr Rd SH 35 to Pearland Park a\ BID \O I I(19-10 B1D DA1 F January I 2009 f ri FROM Andrea Dekam Brinkle_y P\IP `` Protect Manager ENGINEERS \lark Hinton. P E Eddie kirst P 1 Bridge farmer (K. Astiuc first Kosmoski Inc 12801 N C entral ENpy Suite 400 2610 Fountainvie't Suite 31 S Dallas. T\ 75243 Houston TX 77057 972-2;1-8800 offiec 832-242-7200 office To Prospective Bidders and Interested Parties This addendum torms a part of the bidding documents and will be incorporated into the Contract Documents, as applicable Insofar as the original Contract Documents. Specifications. and Drawings are inconsistent. this Addendum shall goy ern Please acknou ledge receipt of this Addendum on both copies of the Bid Proposal form Section 00300 submitted to the Cit} of Pearland FRILL RE TO ACKNOWLEDGE RECEIPT OF ADDENDA ON THE BID PROPOSAL, FORM MAC' BE CAL SE FOR DISOL ALIFICATIO\. CONTRACT DOCUME\TS 1 The BID DATE and TI\•II- is hcreb\- revised to Thursda) January 15 2009 at 2'00 pm Pearland Temporary Ca), Hall 3523 Lihertv Dr END OF ADDE\DLM \O 2 0 2006 00901 - 1 of 1 CITY OF PEARLAND ADDENDUM NO. 1 Section 00901 ADDENDUM NO 1 Date December 24, 2008 PROJECT Magnolia Road Expansion Phase 2 Limits. Magnolia Rd. Veterans Dr SH 35 & John Lizer Rd SH 35 to Pearland Parkway BID NO 1109-10 BID DATE. January 8, 2009 FROM Mark Hinton, P.E. Eddie Kirst, P.E. Bridgefarmer&Assoc Kirst Kosmoski Inc 12801 N Central Expy Suite 400 2630 Fountainview Suite 318 Dallas, TX 75243 Houston TX 77057 972-231-8800 office 832-242-7200 office To Prospective Bidders and Interested Parties This addendum forms a part of the bidding documents and will be incorporated into the Contract Documents, as applicable Insofar as the original Contract Documents, Specifications, and Drawings are inconsistent, this Addendum shall govern. Please acknowledge receipt of this Addendum on both copies of the Bid Proposal form, Section 00300 submitted to the City of Pearland FAILURE TO ACKNOWLEDGE RECEIPT OF ADDENDA ON THE BID PROPOSAL FORM MAY BE CAUSE FOR DISQUALIFICATION. CONTRACT DOCUMENTS ° 1 Add missing pages from Section 00700 General Conditions of the Agreement: Add/Insert pages 1-36 after 00700 Table of Contents. (Attached) SPECIFICATIONS 1 Add the attached Specification Section 03554 Pressure Grouting for purpose of sanitary sewer abandonment. Add/Insert pages 1-4 after Section 03320 at end of Division 3- Concrete (Attached) CONSTRUCTION DRAWINGS 1 The following John Lizer Rd. (SH 35 to Pearland Parkway) construction drawings are being revised due to poor pnnt quality Substitute sheets 9/285, 11/287, 13/289, 15/291 (Attached) 07/2006 00901 - 1 of 3 CITY OF PEARLAND ADDENDUM NO. 1 2. Plan sheet 289 of 355 (KKI plan sheet 13 of 21),NOTES FOR MH JL-8,Delete note 1 In its entirety and replace with the following: Note 1 15" SAN SWR TO BE FLUSHED, PLUGGED, & GROUT FILLED BETWEEN JL-7 &JL-8 The intent of the contract is to grout fill all public utility lines that are abandoned in place CLARIFICATION BY Questions & Answers Q Has the City obtained an agreement with the BNSF Railroad'? A. Yes, it is located at the back of the Project Manual,Appendix E-G Q What format will the City of Pearland require for the bid? Is it acceptable to submit a print out of bid items? A. The City will require the bid proposal as shown in the project manual with items filled out as defined in the Instructions to Bidders, (Sec 00200) Item#10 Q What items or attachments are required in the submittal of bids? A. Items to be submitted are the Bid Proposal (Sec 00300) as defined in the Instructions to Bidders, (Sec 00200) Item #10, Bid Security and the Bid Security, as defined in the Instructions to Bidders, (Sec 00200) Item #6,Bid Security Q About 90% of the lateral profiles do not match what is called out on the plan sheets. The pipe size, lengths, and in some cases, location are not the same. Please advise. A. This was an issue that the City and the design engineer were aware of The corrections will be issued in Addendum No 2. Q Does the bid bond need to be addressed to the Temporary City Hall address(3523 Liberty Dr) A. No It should be addressed to the address on the Instructions to bidders, 3519 Liberty Dr Q Who is the contact person and the phone and fax number A. Andrea Brinkley is the Project Manager and can be reached at 281-652-1797 or fax at 281- 652-1710 Q How are the bearings for the end span beams paid for? A. No pay item, incidental to the beams per Sheet 167, following the TxDOT standard, Elastomeric Bearing and Beam End details. Q The railroad agreement indicates 26 trains per day Does that include 7 days a week? A Yes. Q Do the trains run day and night? A. Yes, both day and night. 07/2006 00901 -2 of 3 ( t/I' t)1 i't:,l lt.l 1 \1.> N 1 t its i l'l• l 1 O nsre`. we allowed to erc'Ct I.alns.panels, ett.. over Ita \'e:I c,t!d or at I1it tii) A Yes,as long as Railroad Claiming operation!. 'U•t rdt .tt< and L NSI kl( allows. and flln(1l1'll' lin flagging is available (3 I he plans call tor epo;sy rebar in deck winch is not usually called for in Ills. Houston area. Please vcrlt\ 1'his will be clarified by the engineer be deleting cpoxy coated rebar from bridge det.k drawing,;and replace with ;titndard rebni in Addendum No ? 0 i Wlii ii do-you r�q) ct th( lira ,Addrndilin iV111 hi I 'sued? A. December '=6 2O08 t) Do Volt alltlGlt)iltt'th!' bid dale to remain January i;. )00) /A. Al ihl.i time it will reillain J'inuary ii )0(39 l) �:' 11tit it tit. u'VU.l'0ti1C at tor ciiy inspectors' A l.l']! City I ti[th'ill(? 111'(31<:`;a!)1);LI P-r' ii `! col ilia! rt,:il wI it ,l teobs 11iLinc''rilil.'' This(,vcliJti)' 1'ltt is 1;1 I >tilctl_lr Heusi,. li`<< .ire ii: )l wiry l i1't• ITI'.it require ] inspei rats ;. O t.,there I b(+lill`; for ,trly 'u 1i1111 tlo /; �I(t O What are Iidilidatted damages based oil? A 1. iiluidat'(i dalriacc•s ;U'(. ba:,cti on meeting the coot!act time and Will be assessed on a calendar day basis Q !''i11 this project require temporary signals? '1. No,the signal heads will be moved on the span wire pha:.uitt turned on:at the controller and adjustments will be coordinated with TXDO 1 (,) Will the selet.tion on au alternate bid allow work i.tt night or work `)Ll firs a day? A No, but work at niiht or on Sundays will be considered o.ii a case by ,.rise basis when /lit. contractor requests tins work. by R171 three days in advance of the work (Le. Wednesda3 before `>aturday) Railroad coordination will also be a factor to consider for this work O1 !il..31.31.I`41. (litil 1\10 1 Mark F- anon, I' I, I ddie K.iist P I •�: .:.R ' f;, " s. ?;, /, 1?11f.t::FC I') t 9bG1i d r t:t 1 01.l1-" l K!}•... 'to , f,•, ;>;f=U >� \ 'S (1,'"Ort;1 0090 I 3 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Section 00700 GENERAL CONDITIONS OF AGREEMENT 1.0 DEFINITIONS AND INTERPRETATIONS 101 OWNER, CONTRACTOR AND ENGINEER. The OWNER, the CONTRACTOR and the ENGINEER are those persons or organizations identified as such in the Agreement. The term ENGINEER as used in these General Conditions shall refer to the Engineer or Architect identified in the Agreement, as applicable, and means a person authorized to act as a representative of the entity designated by the OWNER to provide professional services required in connection with the preparation and performance of this Contract. The Owner's representative on the project site shall be the Construction Manager or Engineer as designated 1 02 CONTRACT DOCUMENTS The Contract Documents shall consist of all of the documents identified in Article 8 of the Standard Form of Agreement, which documents, excluding the Plans and such documents as may be delivered or issued after the Effective Date of the Agreement, as referenced in Article 8, shall be bound together in a Project Manual for the Work. All references to the "Contract" or the "Agreement" in these General Conditions of Agreement shall include the Contract Documents. The Contract Documents are complementary, and what is required by one shall be binding as if required by all In the event of any conflict among the Contract Documents, the Contract Documents shall govern in the following order (1) Modifications in writing and signed by both parties, including any Change Orders, (2) Standard Form of Agreement; (3) Special Conditions of Agreement; (4) General Conditions of Agreement, including Attachment No 1 — Workers' Compensation Insurance Coverage, Attachment No 2 — Agreement for Final Payment and CONTRACTOR'S Sworn Release, and Attachment No 3 — Owner's Insurance Requirements of Contractor, (5) Addenda, if any; (6) Plans and Specifications referenced or included in the Project Manual, (7) Instructions to Bidders; (8) Bid Proposal, and (9) Exhibits. The following Exhibits, attached hereto, are incorporated herein, and are a part of this Contract: 05/2008 00700- 1 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT In the event a conflict or inconsistency remains between or within the Plans and Specifications or other Contract Documents, or the Contract Documents and applicable standards, codes and ordinances, CONTRACTOR shall provide the greater quantity or better quality, or CONTRACTOR shall comply with the more stringent requirements, as determined by ENGINEER Terms or phrases used in the Contract Documents with a well-known technical or construction industry meaning shall have such recognized meanings. References to standards, specifications, manuals or codes of any technical society, organization or association, or to the laws or regulations of any governmental authority, shall mean the latest in effect on the effective date of the Contract, unless otherwise stated in the Contract Documents. 1 03 SUBCONTRACTOR. The term "subcontractor", as employed herein, includes those entities having a contract with the CONTRACTOR or a subcontractor for performance of work on the Project with a value meeting or exceeding 10% of the Contractor's TOTAL BASE BID for the work contemplated by these Contract Documents. OWNER shall have no responsibility to any subcontractor for performance of work on the Project contemplated by these Contract Documents, and any such subcontractor shall look exclusively to CONTRACTOR for any payments due subcontractor 1 04 WRITTEN NOTICE. Written Notice shall be deemed to have been duly served if delivered in person to the individual or to a partner of the partnership or joint venture, or to an officer of the corporation or company for whom it is intended, or if delivered at or sent by Certified Mail, Return Receipt Requested, to the last known business address or registered office of such individual, partnership, joint venture or corporation or company, or to the address for giving notices listed in the Standard Form of Agreement. 1 05 WORK. Unless otherwise stipulated, the CONTRACTOR shall provide and pay for all materials, supplies, machinery, equipment, tools, superintendence, labor, services, insurance, and all water, light, power, fuel, transportation and all other facilities or services of any nature whatsoever necessary for the execution and completion of the Work described in the Standard Form of Agreement. Unless otherwise specified, all materials shall be new, and both workmanship and materials shall be of good quality The CONTRACTOR shall, if required by the ENGINEER as representative of the OWNER, furnish satisfactory evidence as to the kind and quality of materials Materials or work described in words which so applied have well-known, technical or trade meaning shall be held to refer to such recognized standards. All work shall be done and all materials shall be furnished in strict conformity with the Contract Documents. 1 06 EXTRA WORK. The term "Extra Work", as used in this Contract, shall be understood to mean and include all work that may be required by the ENGINEER as representative of the OWNER, to be done by the CONTRACTOR to accomplish any change, alteration or addition to the work shown upon the plans. Extra work shall be authonzed in writing by the ENGINEER prior to commencement. 05/2008 00700-2 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 1 07 WORK DAY As used herein, a "Work Day" is defined as any Monday through Friday, not a legal holiday, and any Saturday or Sunday specifically approved by the OWNER, in which the CONTRACTOR can perform six or more hours of work per the current construction schedule CONTRACTOR agrees to request specific approval from the Construction Manager,in advance, to perform work on Saturdays or Sundays and in so doing agrees to pay all charges and costs for Inspection and or Construction Management services required during the performance of any such approved work. 1 07-1 RAIN DAY As used herein, is defined as any WORK DAY during which weather related conditions prevent the CONTRACTOR from performing four (4) or more consecutive hours of work on critical path items as identified in the current construction schedule CONTRACTOR shall record Rain Days on the Pay Application each month for the review and possible approval by the OWNER. The approved Rain Day is then added to the Contract Time (See 1 12 Contract Time below) 1 07-2 IMPACT DAY As used herein, is a day that is added to the CONTRACT TIME by the OWNER by Change Order to extend the Contract Time by one full Work Day (See 1 12 Contract Time below) Impact Days, once approved by the OWNER, shall extend the Contract Time on a one-to-one basis to replace a Work Day lost to conditions that prevented the CONTRACTOR from performing four 4 or more consecutive hours of work on critical path items. Impact Days are added to the Contract Time by Change Order only at the end of the work and then only if, in the opinion of the OWNER, a time extension is warranted due to delays beyond the control of the Contractor and required to complete the work within the Contract Time 1 08 CALENDAR DAY A "calendar day" is any day of the week, month, or year no days being excepted. Unless otherwise expressly provided, all references to "day(s)" shall mean calendar day(s) 1 09 SUBSTANTIALLY COMPLETED The terms "Substantially Completed", or "Substantially Complete" or"Substantial Completion" as used in this Contract, shall mean that all major process components of the facility or work have been made suitable for use or occupancy, including appropnate documentation from the equipment suppliers that all of the individual components have been installed in accordance with the specifications and manufacturer's recommendations,the installations have been approved by the ENGINEER and the items have met the start-up and testing requirements of the contract documents or is deemed to be in a condition to serve its intended purpose or requires only minor miscellaneous work and adjustment to achieve Final Completion and Acceptance as determined by the ENGINEER. Upon compliance with the above referenced criteria, ENGINEER shall issue a Certificate of Substantial Completion. PARTIAL SUBSTANTIAL COMPLETION designation will be given on components of the Work that must be placed into service prior to the completion of the entire Work. The contractor's One Year Warranty period for these items shall begin on the date of Partial Substantial Completion as designated by the ENGINEER. The ENGINEER shall determine and make all such designations. 05/2008 00700-3 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 1 10 INTERPRETATION OF WORDS AND PHRASES Whenever the words "directed", "permitted", "designated", "required", "ordered", "considered necessary", "prescribed" or words of like import are used, it shall be understood that the direction, requirement,permission, order, opinion designation or prescription of the ENGINEER as the OWNER's representative is intended Similarly, the words "approved", "acceptable", "satisfactory" or words of like import shall mean that no exception is taken by ENGINEER, but does not relieve CONTRACTOR of responsibility for compliance with the Contract Documents. Whenever in the Specifications or Drawings of the Contract Documents, the terms of description of various qualities relative to finish, workmanship or other qualities of similar kind which cannot, from their nature, be specifically and clearly described and specified,but are necessarily described in general tenns, the fulfillment of which must depend on individual judgment, then, in all such cases, any question of the fulfillment of said Specifications shall be decided by the ENGINEER as the OWNER's representative, and said work shall be done in accordance with his interpretations of the meaning of the words,terms or clauses defining the character of the work. 111 REFERENCED STANDARDS No provision of any referenced standard specification, or manual shall be effective to change the duties and responsibilities of the Owner, Engineer, Contractor, or their consultants, employees, or representatives from those set forth in the Contract Documents, nor shall it be effective to assign to the Engineer or its consultants, employees, or representatives any duty or authority to supervise or direct the furnishing or performance of the Work or any duty or authority to undertake responsibilities contrary to provisions of the Contract Documents. 1 12 CONTRACT TIME The term Contract Time as used herein, refers to the number of Calendar days provided to complete the work or the date, stated in the Agreement. (i) to achieve Substantial Completion, and (ii) to complete the Work so that it is ready for final payment as evidenced by ENGINEER's written recommendation of final payment in accordance with Paragraph 6 09 and as modified as a result of any authorized Extensions The established Contract Time includes 40 Rain Days per year, based on the average number of rain days per year for the period of June 1898 to December 1996 as recorded by the Alvin Weather Center Record The Contract Time shall only be extended by (a) the addition of Rain Days equal to the number of actual Rain Days in excess of 40 days per year and (b) the number of Impact Days granted for delays, in the opinion of the Owner, beyond the control of the Contractor The extension of the Contract Time shall be the CONTRACTOR's sole and exclusive remedy for delays. 05/2008 00700-4 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER 2.01 NO WARRANTY OF DESIGN It is understood that the OWNER MAKES NO WARRANTY OF THE ADEQUACY, ACCURACY OR SUFFICIENCY OF THE PLANS AND SPECIFICATIONS OR ANY OTHER DESIGN DOCUMENTS, AND OWNER HEREBY EXPRESSLY DISCLAIMS ANY SUCH WARRANTY, EXPRESSED OR IMPLIED Prior to commencing each portion of the Work, CONTRACTOR shall carefully study and compare the relevant Contract Documents, shall observe conditions at the site affecting the Work, and shall take field measurements of existing conditions related to the Work. Any errors, omissions or inconsistencies in the Contract Documents noted by the CONTRACTOR, and/or any vanance between the Contract Documents and applicable codes, standards or ordinances, shall be promptly reported by CONTRACTOR to ENGINEER in writing as a Request for Information. CONTRACTOR shall not proceed with the affected portion of the Work until it receives ENGINEER's written response to such Request for Information, and then only in accordance with ENGINEER's response if CONTRACTOR fails to perform its obligations under this paragraph, CONTRACTOR shall pay such costs and damages to OWNER as would have been avoided if CONTRACTOR had reported any errors, omissions, inconsistencies or variances in the Contract Documents noted by CONTRACTOR or which should have been noted by a careful study of the Contract Documents. CONTRACTOR shall comply with the Contract Documents, all approved modifications thereof and additions and alterations thereto approved in writing by the OWNER. The burden of proof of such compliance shall be upon the CONTRACTOR to show that he has complied with the requirements of the Contract Documents and approved modifications thereof and all approved additions and alterations, thereto, as the same shall have been interpreted by the ENGINEER. 2.02 RIGHT OF ENTRY The OWNER reserves the right to enter the property or location on which the work herein contracted for is to be performed, constructed or installed, for itself or such agent or agents as it may select, for the purpose of inspecting the work, or for the purpose of performing, constructing or installing such collateral work as the OWNER may desire The OWNER shall have the right to make inspections at all reasonable times, and the CONTRACTOR hereby waives any claims for extension of time and/or compensation for any loss or damage if his work shall be delayed by reason of such inspection, performance, construction or installation of collateral work. 2 03 OWNERSHIP OF DRAWINGS All drawings, specifications and copies thereof furnished by the OWNER shall not be reused on other work and, with the exception of the sets forming the part of the signed Contract Documents, are to be returned to the OWNER on request at the completion of the Work. All drawings and models are the property of the OWNER. 2 04 CHANGES AND ALTERATIONS The CONTRACTOR further agrees that the Owner may make such changes and alterations, additions and deletions as the OWNER may see fit, in the Work, including but not limited to changes in line, grade, form, dimensions, plans or specifications for the Work herein contemplated, or any part thereof, either before or after the beginning of construction, without affecting the validity of this Contract and the corresponding Performance and Payment Bonds. 05/2008 00700-5 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT If such changes or alterations or deletions diminish the quantity or the value of the Work to be done, they shall not constitute the basis for a claim for compensation or damages, including lost or anticipated profits on the Work that may be affected. If the amount of Work is increased and the work can fairly be classified under the specifications, such increase shall be paid for according to the quantity actually done and at the unit price, if any, established for such work under this Contract, otherwise, such additional work shall be paid for as provided under Article 7 hereof for Extra Work. In case the OWNER shall make such changes or alterations as shall make useless any Work already done or material already furnished or used in said Work, then the OWNER shall compensate the CONTRACTOR for any material or labor so used and for any actual loss occasioned by such change due to actual expenses incurred in preparation for the Work as originally planned 2.05 DAMAGES In the event the OWNER is damaged in the course of the work by the act, negligence, omission, mistake or default of the CONTRACTOR, or should the CONTRACTOR unreasonably delay the progress of the work being done by others on the job so as to cause loss for which the OWNER becomes liable, then the CONTRACTOR shall reimburse the OWNER for such loss. 3 0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 3 01 OWNER-ENGINEER RELATIONSHIP The ENGINEER shall serve as the OWNER'S representative during construction. The duties, responsibilities and limitations on the authority of the ENGINEER as the OWNER's representative during construction are set forth in the Contract Documents, and the ENGINEER shall not have authority to extend the OWNER's liability or to bind the OWNER for any additional liability of any nature whatsoever without the written consent of the OWNER. Any communications by the OWNER to the CONTRACTOR regarding the Work shall be issued through the ENGINEER. It is the intent of this Agreement that there shall be no delay in the execution of the Work, therefore, written decisions or directions rendered by the ENGINEER as the OWNER's representative shall be promptly carried out, and any claim arising therefrom shall be resolved as provided in Article 7 Unless otherwise specified, it is mutually agreed between the parties to this Agreement that the ENGINEER shall have the authority to issue wntten stop work orders whenever such stoppage may be necessary to insure the performance of the Work in accordance with the Contract Documents. 3 02 KEEPING OF PLANS AND SPECIFICATIONS ACCESSIBLE. The ENGINEER shall furnish the CONTRACTOR with four (4) copies of all Plans and Specifications without expense to the CONTRACTOR, and the CONTRACTOR shall keep one fill size copy of the same constantly accessible on the job site, with the latest revisions noted thereon. The CONTRACTOR shall be responsible for preserving the Plans and Specifications, timely and accurately updated, for reference and review by the OWNER or the ENGINEER and submittal of redlines during closeout. 05/2008 00700-6 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 3 03 PRELIMINARY APPROVAL. The ENGINEER shall not have the power to waive the obligations imposed under this Contract for the furnishing by the CONTRACTOR of new material of good quality, and for good and workmanlike performance of the Work as herein described, and in full accordance with the Contract Documents, without alteration, deletion or change No failure or omission of the ENGINEER to discover, object to or condemn any non- conforming or defective work or material, or to stop work, shall release the CONTRACTOR from the obligation to fully and properly perform the Contract, including without limitation, the obligation to at once tear out, remove and properly replace any defective work or material at any time prior to final acceptance, upon discovery of such non-conforming or defective work or material Any questioned Work may be ordered taken up or removed for inspection by the ENGINEER prior to final acceptance, and if found not to be in accordance with the Contract Documents, all expense of removing, inspection and repair or replacement shall be borne by the CONTRACTOR, otherwise the expense thus incurred shall be allowed as Extra Work and shall be paid for by the OWNER, provided that where inspection or approval is specifically required by the Specifications prior to performance of certain work, should the CONTRACTOR proceed with such work without requesting prior inspection or approval, he shall bear all expense of taking up, removing and replacing this work if so directed by the ENGINEER. 3 04 INSPECTION BY ENGINEER. The ENGINEER shall make periodic visits to the site to observe the progress and quality of the executed Work and to determine if such Work generally meets the essential performance and design features and the technical, functional mid/or engineering requirements of the Contract Documents, and is in all other respects being performed in compliance with the Contract Documents. However, the ENGINEER shall not be responsible for making any detailed, exhaustive, comprehensive or continuous on-site inspections to check the quality and/or quantity of the work, nor shall the ENGINEER be in any way responsible, directly or indirectly, for the construction means, methods, techniques, sequences, quality, procedures, programs, safety precautions or lack of same incident to the Work being performed or any part thereof The ENGINEER shall use reasonable care to prevent deviation from the intent and substance of the Contract Documents by the CONTRACTOR in the performance of the Work and any part thereof and, on the basis of such on-site observations, will keep the OWNER informed of the progress of the work and will endeavor to guard the OWNER against defects and deficiencies in the Work of the CONTRACTOR. Notwithstanding any other provision of this Agreement or any other Contract Document, the ENGINEER shall not be in any way responsible or liable for any acts, errors, omissions or negligence of the CONTRACTOR, any subcontractors, agents, servants or employees or any other person, firm or corporation performing or attempting to perform any of the Work. 05/2008 00700-7 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 3 05 DETERMINATION OF QUESTIONS AND DISPUTES In order to prevent delays and disputes and to discourage litigation, it is agreed that the ENGINEER shall, in all cases, determine the quantities and qualities of the several kinds of Work, which are to be paid for under this Contract. The ENGINEER shall determine all questions in relation to said Work and the construction thereof, as well as all claims, disputes and other matters in question between the CONTRACTOR and the OWNER relating to the execution or progress of the Work or the interpretation of the Contract Documents. In the event the ENGINEER shall become aware of or shall receive information that there is a dispute or a possible dispute as to the reasonable interpretation of the terms and conditions of the Contract Documents, or any other dispute or question, the ENGINEER shall, within a reasonable time, provide a written interpretation of the Contract Documents or a written decision on all questions arising relative to the execution of the Work, copies of which shall be delivered to all parties to the Contract. If the CONTRACTOR or OWNER desires to take exception to any directions, order, interpretation or instructions of the ENGINEER, CONTRACTOR or OWNER shall present any such claim to the ENGINEER in accordance with the provisions of Section 7 04 3 06 RECOMMENDATION OF PAYMENT The ENGINEER shall review the CONTRACTOR's application for payment and supporting documents, shall determine the amount owed to the CONTRACTOR and shall provide written recommendation to the OWNER for payment to the CONTRACTOR in such amount. Such recommendation of payment to CONTRACTOR shall constitute a representation to the OWNER of the ENGINEER's judgment that the work has progressed to the point indicated, to the best of his knowledge, information and belief; however, such recommendation of an application for payment to CONTRACTOR shall not be deemed an acceptance of any defective or non-conforming Work. Any recommendation of payment by the ENGINEER shall be subject to OWNER's rights to withhold payment under Section 6 11 and as otherwise provided in the Contract. 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 4 01 INDEPENDENT CONTRACTOR. CONTRACTOR is, and shall remain, an independent contractor, solely responsible for the manner and method of completing the Work under this Contract, with full and exclusive power and authority to direct, supervise and control his own employees and to determine the means, method and manner of performing such Work, so long as such methods comply with the requirements of the Contract Documents, and do not adversely affect the completed improvements or any other property abutting or adjoining the Work area, the OWNER and ENGINEER being interested only in the result obtained and conformity of such completed improvements to the Plans, Specifications and Contract Documents. The fact that the OWNER or ENGINEER as the Owner's representative shall have the nght to observe CONTRACTOR's work during his performance and to carry out the other prerogatives which are expressly reserved to and vested in the OWNER and the ENGINEER hereunder, is not intended to and shall not at any time change or affect the status of the CONTRACTOR as an independent contractor with respect to either the OWNER or the ENGINEER as the OWNER's representative or to the CONTRACTOR's own employees or to any other person, firm or corporation. 05/2008 00700-8 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4 02 CONTRACTOR'S UNDERSTANDING It is understood and agreed that the CONTRACTOR has, by careful examination, satisfied himself as to the nature and location of the Work, the conformation of the ground, the character, quality and quantity of the materials to be encountered, the character of equipment and facilities needed preliminary to and during the prosecution of the Work, the general and local conditions, including but not limited to weather, access, lay down and storage areas, and all other matters which in any way affect the Work under this Contract. It is further understood that the CONTRACTOR has satisfied himself as to the terms, meaning, intent and requirements of all of the Contract Documents, and applicable laws, codes, regulations and ordinances. CONTRACTOR hereby warrants and represents that it has taken into consideration all of the foregoing factors, and CONTRACTOR shall perform the Work for the Contract Price and within the Contract Time No verbal agreement or conversation with any officer, agent or employee of the OWNER or the ENGINEER, either before or after the execution of this Contract, shall affect or modify any of the terms or obligations herein contained. 4 03 LAWS AND ORDINANCES The CONTRACTOR shall at all times observe and comply with all federal, state or local laws, codes, ordinances, permits and regulations, regardless of whether the same are adopted before or after the execution of this Contract, which in any manner affect the Contract or the work, and shall indemnify, save and hold harmless the OWNER and the ENGINEER against any claim arising out of the violation of any such laws, ordinances and regulations, whether by the CONTRACTOR or his agents, employees, subcontractors or vendors. If the CONTRACTOR observes that the Plans and Specifications are at variance with federal or state laws or codes or the ordinances or regulations of the City, he shall promptly notify the ENGINEER in writing, and any necessary changes shall be made as provided in the Contract for changes in the work. If the CONTRACTOR performs any work knowing it to be contrary to such laws, codes, ordinances, rules or regulations, or if CONTRACTOR reasonably should have known of any such violation, and without such notice to the ENGINEER, CONTRACTOR shall bear all costs arising therefrom The OWNER is a Political Subdivision of the State of Texas, and the law from which it derives its powers, insofar as the same regulates the objects for which, or the manner in which, or the conditions under which the OWNER may enter into contracts, shall be controlling and shall be considered as part of this Contract to the same effect as though embodied herein. Neither the act of OWNER entering into this Contract, nor OWNER's performance hereunder, shall constitute a waiver of any immunity from suit enjoyed by OWNER under applicable law, all such rights and defenses being hereby expressly reserved, notwithstanding any term or provision herein to the contrary The Code of Ordinances and other applicable regulations of the OWNER shall be deemed to be embodied in this Contract. The prevailing wage rates applicable to this Project shall be either Document 00811 —Wage Scale for Engineering Construction, or Document 00813 —Wage Scale for Building Construction, or both, as set out in the Project Manual 05/2008 00700-9 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4 04 ASSIGNMENT AND SUBLETTING The CONTRACTOR further agrees that he will retain personal control and will give his personal attention to the fulfillment of this Contract and that he will not assign, by power of attorney or otherwise, or sublet said Contract, or any rights, duties or obligations arising thereunder, in whole or in part, without the prior written consent of the OWNER, and that no part or feature of the Work will be sublet to anyone objectionable to the ENGINEER or the OWNER. In addition, the OWNER reserves the right to disapprove the subletting of this Contract or any portion hereof on any basis whatsoever The CONTRACTOR further agrees that the subletting of any portion or feature of the Work or materials required in the performance of this Contract shall not relieve the CONTRACTOR from his obligations to the OWNER, as provided for by this Agreement. 4 05 PERFORMANCE, PAYMENT AND MAINTENANCE BONDS In the event the Contract Price shall be in excess of $25,000 00, the CONTRACTOR shall execute separate Performance, Payment and Maintenance Bonds, each in the sum of one hundred percent(100%) of the Contract Price, and each in accordance with the provisions of Chapter 2253 of the Texas Government Code If the Contract Price does not exceed $25,000 00, the statutory bonds will not be required. All required Bonds shall be payable to OWNER and on forms approved by the OWNER, and shall be executed by a corporate surety in accordance with Article 7 19-1 of the Texas Insurance Code It is agreed that the Contract shall not be in effect until such original Performance, Payment and Maintenance Bonds are delivered to and approved by the OWNER. The cost of the premium for the Performance, Payment and Maintenance Bonds shall be included in the CONTRACTOR's Bid Proposal 4 06 INSURANCE. The CONTRACTOR, at his own expense, shall procure, maintain and keep in force throughout the duration of the Work, and throughout the Guarantee Period, insurance as specified in Attachment No 1 hereto with regard to Workers' Compensation Insurance, and as specified in Attachment No 3 hereto with regard to all other Insurance Such insurance shall be carried with an insurance company licensed to transact business in the State of Texas and shall cover all operations in connection with this Contract, whether performed by the CONTRACTOR or a subcontractor, or others for whom CONTRACTOR is responsible 4 07 PERMITS AND FEES Unless otherwise provided in the Contract Documents, the Contractor shall secure and pay for all permits, licenses, and inspections necessary for proper execution and completion of the Work, and which are legally required at the time bids are received. Permits required by the City of Pearland will be issued as a NO FEE permit. 4 08 TEXAS STATE SALES TAX. Materials incorporated into this project are exempt from State Sales according to provisions of the Texas Tax Code, Chapter 151, Subsection H The Contractor must obtain a limited sales, excise and use tax permit or exemption certificate which shall enable him to buy the materials to be incorporated into the Work without paying tax at due time of purchase. 05/2008 00700- 10 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4 09 CONTRACTOR'S DUTY AND SUPERINTENDENCE. The CONTRACTOR shall give adequate attention to the faithful prosecution and completion of this Contract and shall keep on the work, during its progress, a competent superintendent and any necessary assistants, all satisfactory to the ENGINEER as the OWNER'S representative. The superintendent shall represent the CONTRACTOR in his absence and shall act as the agent of the CONTRACTOR, and all directions given to him shall be binding as if given to the CONTRACTOR. Adequate supervision by competent and reasonable representatives of the CONTRACTOR is essential to the proper performance of the Work, and lack of such supervision shall be an act of default, and grounds for suspending operations of the CONTRACTOR. The Work, from its commencement to completion, shall be under the exclusive charge and control of the CONTRACTOR, and all risk in connection therewith shall be borne by the CONTRACTOR. Neither the OWNER nor the ENGINEER as the OWNER's representative will be responsible for the acts or omissions of the CONTRACTOR, its subcontractors or any of its agents or employees, or any other persons performing any of the Work. 4 10 CHARACTER OF WORKERS The CONTRACTOR agrees to employ only orderly and competent workers, skillful in the performance of the type of work required under this Contract, to do the Work, and agrees that whenever the ENGINEER shall inform him in writing that any worker or workers on the Work are, in his opinion, incompetent, unfaithful or disorderly, or in the ENGINEER's opinion, are not using their best efforts for the progress of the Work, such worker or workers shall be discharged from the Work and shall not again be employed on the Work without the ENGINEER's written consent. OWNER reserves the right to object to any proposed subcontractor 411 LABOR, EQUIPMENT, MATERIALS, CONSTRUCTION PLANT, AND BUILDINGS The CONTRACTOR shall provide all labor, services, tools, equipment, machinery, supplies, facilities, utilities and materials necessary in the prosecution and completion of this Contract where it is not otherwise specifically provided that the OWNER shall furnish same, and further, the CONTRACTOR shall be responsible for the care, preservation, conservation and protection of all materials, supplies, machinery, equipment, tools, apparatus, accessones, facilities, all means of construction and any and all parts of the Work, whether the CONTRACTOR has been paid, partially paid or not paid for such Work, until the entire Work is completed and accepted. The building or placement of structures for housing workers or offices, or the erection of tents or other forms of protection, will be permitted only with the ENGINEER's written permission, and at such places as the ENGINEER shall direct, and the sanitary conditions of the grounds in or about such structures shall at all times be maintained in a manner satisfactory to the ENGINEER. Any structures of any nature constructed, placed or erected by the CONTRACTOR for the purposes herein set out, shall be the sole responsibility of the CONTRACTOR as to the proper erection, placement or construction thereof; and the CONTRACTOR agrees to indemnify and hold the ENGINEER or OWNER harmless from any claims of any nature whatsoever brought against either of them for damages allegedly sustained by anyone by reason of the erection, placement, construction or maintenance of CONTRACTOR's buildings or structures. 05/2008 00700- 11 of 36 CITY OFPEARLAND GENERAL CONDITIONS OF AGREEMENT 4 12 SANITATION Necessary sanitary conveniences for the use of laborers and others on the Work site, properly secluded from public observation, shall be constricted and maintained by the CONTRACTOR in such manner and at such points as shall be approved by the ENGINEER, and their use shall be strictly enforced. Any structures of any nature constructed or erected by the CONTRACTOR for the purposes herein set out, shall be the sole responsibility of the CONTRACTOR as to the proper erection or construction thereof, and the CONTRACTOR agrees to indemnify and hold the ENGINEER and OWNER harmless from any claims of any nature whatsoever brought against either of them for damages allegedly sustained by anyone by reason of the erection, construction or maintenance of CONTRACTOR's buildings. 4 13 CLEANING AND MAINTENANCE The CONTRACTOR shall at all times keep and maintain the premises free from accumulation of debris, trash and waste, and at the completion of the Work, he shall remove all such debris, trash and waste, and also his tools, scaffolding and surplus materials, and shall leave the Work broom-clean or its equivalent. The Work shall be left in good order and condition. In case of dispute, the OWNER may remove the debris, trash, waste and surplus materials, and charge the cost to the CONTRACTOR. 4 14 PERFORMANCE OF WORK. It is further agreed 'that it is the intent of this Contract that all Work must be done and all material must be furnished in accordance with the generally accepted practice for such materials furnished or work completed, unless otherwise provided in the Contract Documents 4 15 RIGHT OF OWNER TO ACCELERATE THE WORK. If at any time the methods or equipment used by the CONTRACTOR, or the work force supplied are found to be inadequate to achieve the progress required to Substantially Complete the Work within the Contract Time, the OWNER or the ENGINEER as the OWNER's representative, may order the CONTRACTOR in writing to supplement its forces and/or equipment, or work shifts or overtime, or otherwise improve its efficiency and rate of progress to achieve Substantial Completion of the Work within the Contract Time, and the CONTRACTOR shall comply with such order, at its own cost and expense 416 LAYOUT OF WORK. Except as specifically provided herein, the CONTRACTOR shall be responsible for laying out work and shall accomplish this work in a manner acceptable to the ENGINEER and in conformance with the Contract Documents. 4 17 SHOP DRAWINGS The CONTRACTOR shall submit to the ENGINEER, with such promptness as to cause no delay in his own Work or in that of any other contractor, six (6) checked copies, unless otherwise specified, of all shop and/or setting drawings and schedules required for the work of the various trades. Contractor will check and approve shop drawings for compliance with requirements of Contract Documents and will so certify by stamp on each drawing prior to submittal to ENGINEER. Any drawings submitted without Contractor's stamp of approval will not be considered and will be returned to him for proper submission. The ENGINEER shall pass upon them with reasonable promptness, indicating desired corrections. 05/2008 00700- 12 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT The CONTRACTOR shall make any corrections required by the ENGINEER, file with him two (2) corrected copies and furnish such other copies as may be needed. The ENGINEER's approval of such drawings or schedules shall not relieve the CONTRACTOR from responsibility for deviations from the Contract Documents, unless he has, in writing, called the ENGINEER's attention to such deviations at the time of the submission, and the ENGINEER has acknowledged and accepted such deviations in writing, nor shall it relieve him from responsibility for errors of any sort in shop drawings or schedules. It shall be the CONTRACTOR's responsibility to fully and completely review all shop drawings to ascertain their effect on his ability to perform the required Contract Work in accordance with the Plans and Specifications and Contract Documents, and within the Contract Time. Such review by the ENGINEER shall be for the sole purpose of determining the apparent sufficiency of said drawings or schedules to result in finished improvements in conformity with the Plans and Specifications and Contract Documents, and shall not relieve the CONTRACTOR of his duty as an independent contractor as previously set forth, it being expressly understood and agreed that the ENGINEER does not assume any duty to pass upon the propriety or adequacy of such drawings or schedules, or any means or methods reflected thereby, in relation to the safety of either person or property dunng CONTRACTOR's performance hereunder, and any action taken by the ENGINEER shall not relieve the CONTRACTOR of his responsibility and liability to comply with the Contract Documents. 4 18 ENGINEER-CONTRACTOR RELATIONSHIP; OBSERVATIONS It is agreed by the CONTRACTOR that the ENGINEER, as the OWNER's representative, shall be and is hereby authorized to appoint such subordinate engineers, representatives or observers as the said ENGINEER may from time to time deem proper to observe the materials furnished and the Work done under this Agreement. The CONTRACTOR shall furnish all reasonable aid and assistance required by the subordinate engineers, representatives or observers for the proper observation and examination of the work. The CONTRACTOR shall regard and obey the directions and instructions of any subordinate engineers, representatives or observers so appointed, when such directions and instructions are consistent with the obligations of this Agreement and the Plans and Specifications and Contract Documents, provided, however, should the CONTRACTOR object to any orders by any subordinate engineer, representative or observer, the CONTRACTOR may, within three (3) days, make written appeal to the ENGINEER for his decision. 4 19 OBSERVATION AND TESTING The OWNER or the ENGINEER as the OWNER's representative shall have the nght at all reasonable times to observe, inspect and test the Work. The CONTRACTOR shall make all necessary arrangements and provide proper facilities and access for such observation, inspection and testing at any location wherever Work is in preparation or progress. The CONTRACTOR shall ascertain the scope of any observation, inspection or testing which may be contemplated by the OWNER or the ENGINEER and shall give ample notice as to the time each part of the Work will be ready for such observation, inspection or testing. The OWNER or the ENGINEER may reject any Work found to be defective or not in accordance with the Contract Documents, regardless of the stage of its completion or the time or place of discovery of such deficiencies, and regardless of whether the ENGINEER has previously accepted the Work through oversight or otherwise If any Work is covered without approval or consent of the OWNER, it must, if requested by the OWNER or the ENGINEER, be uncovered for examination, at the sole expense of the CONTRACTOR. In the event that any part of the Work is being fabricated or manufactured at a location where it is not convenient for the OWNER or the ENGINEER to make observations of such Work or require testing of said Work, 05/2008 00700- 13 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT then in such event, the OWNER or the ENGINEER may require the CONTRACTOR to furnish the OWNER or the ENGINEER with certificates of inspection, testing or approval made by independent persons competent to perform such tasks at the location where that part of the work is being manufactured or fabricated. All such tests will be in accordance with the methods prescribed by the American Society for Testing and Materials or such other applicable organization as may be required by law or the Contract Documents. If any Work, which is required to be inspected, tested or approved, is covered up without written approval or consent of the OWNER or the ENGINEER, it must, if requested by the OWNER or the ENGINEER, be uncovered for observation and testing, at the sole expense of the CONTRACTOR. The cost of all such inspections, tests and approvals shall be borne by the CONTRACTOR unless otherwise provided herein. Any Work which fails to meet the requirements of such tests, inspections or approval, and any Work which.meets the requirements of any such tests or approval but does not meet the requirements of the Contract Documents shall be considered defective Such defective Work and any other work affected thereby shall be corrected at the CONTRACTOR'S expense Neither observations by the OWNER or by the ENGINEER, nor inspections, certifications, tests or approvals made by the OWNER, the ENGINEER or other persons authorized under this Agreement to make such inspections, tests or approvals, shall relieve the CONTRACTOR from his obligation to perform the Work in accordance with the requirements of the Contract Documents. 4.20 DEFECTS AND THEIR REMEDIES It is further agreed that if the Work or any part thereof or any material brought on the site of the Work for use in the Work or selected for the same, shall be deemed by the ENGINEER as unsuitable or not in conformity with the Plans and Specifications or Contract Documents, the CONTRACTOR shall, after receipt of written notice thereof from the ENGINEER, forthwith remove such material and rebuild or otherwise remedy such Work so that it shall be in full accordance with this Contract, It is further agreed that any such remedial action contemplated herein shall be at CONTRACTOR's expense. 4.21 LIABILITY FOR PROPER PERFORMANCE. Engineering construction drawings and specifications, as well as any additional instructions and information concerning the Work to be performed, passing from or through the ENGINEER, shall not be interpreted as requiring or allowing the CONTRACTOR to deviate from the Plans and Specifications or the Contract Documents, the intent of such drawings, specifications and any other such instructions being to define with particularity the agreement of the parties as to Work the CONTRACTOR is to perform. CONTRACTOR shall be fully and completely liable and contractually bound, at his own expense, for design, construction, installation and use or non-use of all items and methods instant to the performance of the Contract, including, without limitation, the adequacy of all temporary supports, shoring, bracing, scaffolding, machinery or equipment, safety precautions or devices, similar items or devices used by him during construction, and work performed either directly or incident to construction, and for all loss, damage or injury incident thereto, either to person or property, whether such damage be suffered by the ENGINEER, the OWNER or any other person not a party to this Contract. 05/2008 00700- 14 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Any review of Work in progress or any visit or observation during construction, or any clarification of Plans and Specifications or Contract Documents by the ENGINEER or OWNER, or any agent, employee or representative of either of them, whether through personal observation on the Project site or by means of approval of shop drawings for construction or construction processes, or by other means or methods, is agreed by the CONTRACTOR to be for the purpose of observing the extent and nature of Work completed or being performed, as measured against the Plans and Specifications and Contract Documents, or for the purpose of enabling the CONTRACTOR to more fully understand the Plans and Specifications and Contract Documents so that the completed construction Work will conform thereto, and shall in no way relieve the CONTRACTOR from full and complete responsibility for proper performance of his Work on the Project, including, without limitation, the propriety of means and methods of the CONTRACTOR in performing said Contract, and the adequacy of any designs, plans or other facilities for accomplishing such performance. Any action by the ENGINEER or the.OWNER in visiting or observing during construction, or any clanfication of Plans and Specifications or Contract Documents shall not constitute a waiver of CONTRACTOR'S liability for damages as herein set out. Deviation by the CONTRACTOR from Plans and Specifications or Contract Documents, whether called to the CONTRACTOR's attention or not, shall in no way relieve CONTRACTOR from his responsibility to complete all work in accordance with said Plans and Specifications and Contract Documents, and further shall not relieve CONTRACTOR of his liability for loss, damage or injury as herein set out. 4.22 PROTECTION AGAINST ACCIDENT TO EMPLOYEES AND THE PUBLIC The CONTRACTOR shall be solely responsible for the safety of himself, his employees and all other persons, as well as for the protection of the improvements being erected and the property of himself or any other person, as a result of his operations hereunder The CONTRACTOR shall take out and procure a policy or policies of Workers' Compensation Insurance with an insurance company licensed to transact business in the State of Texas, which policy shall comply with the Workers' Compensation laws of the State of Texas. The CONTRACTOR shall at all times exercise reasonable precautions for the safety of employees and others on or near the Work and shall comply with all applicable provisions of federal, state and municipal laws and building and constniction codes. All machinery and equipment and other physical hazards shall be guarded, as a minimum, in accordance with the "Manual of Accident Prevention in Construction" of the Associated General Contractors of America, except where incompatible with federal, state or municipal laws or regulations. The CONTRACTOR shall provide all necessary machinery guards, safe walkways, ladders, bridges, gangplanks, barricades, fences, traffic control, warning signs and other safety devices. No alcoholic beverages, non-prescription drugs, or unsafe practices will be allowed on the Work site CONTRACTOR shall dismiss anyone participating in any of the above from the Work site for the duration of the Project. Only prescription drug uses with a doctor's authorization to perform construction activities will be allowed on the Work site. Violation of this provision is a default under the Contract. The use, possession, sale, transfer, purchase or being under the influence of alcohol, drugs or any other illegal or unlawful substance by CONTRACTOR or CONTRACTOR's employees, or CONTRACTOR's subcontractors and employees at any time at the Work site or while on company business is prohibited CONTRACTOR shall institute and enforce appropriate dnig testing guidelines and program. 05/2008 00700- 15 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT All accidents or injuries to CONTRACTOR's employees working on the job site must be reported verbally and in writing to the ENGINEER immediately, and within no more than eight(8)hours. The safety precautions actually taken and their adequacy shall be the sole responsibility of the CONTRACTOR, in his sole discretion as an independent contractor Inclusion of this paragraph in the Agreement, as well as any notice which may be given by the OWNER or the ENGINEER as the OWNER's representative concerning omissions under thus paragraph as the Work progresses, are intended as reminders to the CONTRACTOR of his duty and shall not be construed as any assumption of duty to supervise safety precautions by either the CONTRACTOR or any of his subcontractors. 4.23 PROTECTION OF ADJOINING PROPERTY The CONTRACTOR shall employ proper means to protect the adjacent or adjoining property or properties in any way encountered, which might be injured or seriously affected by any process of construction to be undertaken under this Agreement, from any damage or injury by reason of said process of construction, and he shall be liable for any and all claims for such damage on account of his failure to fully protect all adjacent or adjoining property THE CONTRACTOR AGREES TO INDEMNIFY, DEFEND, SAVE AND HOLD HARMLESS THE OWNER AND ENGINEER AGAINST ANY CLAIM OR CLAIMS FOR DAMAGES, LOSS, COSTS OR EXPENSES, INCLUDING BUT NOT LIMITED TO ATTORNEY'S FEES, DUE TO ANY INJURY TO ANY ADJACENT OR ADJOINING PROPERTY, ARISING OR GROWING OUT OF THE PERFORMANCE OF THE CONTRACT, REGARDLESS OF WHETHER OR NOT SUCH DAMAGE, LOSS, COST OR EXPENSE IS CAUSED IN PART BY THE NEGLIGENCE, GROSS NEGLIGENCE OR STRICT LIABILITY OF OWNER AND/OR ENGINEER. 4.24 PROTECTION AGAINST CLAIMS OF SUBCONTRACTORS, LABORERS, MATERIALMEN AND FURNISHERS OF MACHINERY, EQUIPMENT AND SUPPLIES THE CONTRACTOR AGREES THAT HE WILL PROMPTLY PAY WHEN DUE, AND WILL INDEMNIFY, SAVE AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ALL CLAIMS GROWING OUT OF THE DEMANDS OF SUBCONTRACTORS, LABORERS, WORKERS, MECHANICS, MATERIALMEN AND FURNISHERS OF MACHINERY AND PARTS THEREOF, EQUIPMENT, POWER TOOLS AND ALL SUPPLIES, INCLUDING COMMISSARY, INCURRED IN THE FURTHERANCE OF THE PERFORMANCE OF THIS CONTRACT When so desired by the OWNER, the CONTRACTOR shall furnish satisfactory evidence that all obligations of the nature heremabove designated have been paid, discharged or waived. If the CONTRACTOR fails to do so, then the OWNER may, at the option of the OWNER, either pay directly any unpaid bills of which the OWNER has written notice, or withhold from the CONTRACTOR's unpaid compensation a sum of money deemed reasonably sufficient to liquidate any and all such claims until satisfactory evidence is furnished that all liabilities have been fully discharged, whereupon payments to the CONTRACTOR shall be resumed in full, in accordance with the terms of this Contract. Any and all communications between any parties under this paragraph shall be in writing. Nothing contained in this paragraph or this Agreement shall create, establish or impose any relationship, contractual or otherwise,between OWNER and any subcontractor, laborer or supplier of CONTRACTOR, nor shall it create, establish or impose any duty upon OWNER to pay or to see to the payment of any subcontractor, laborer or supplier of CONTRACTOR. 05/2008 00700- 16 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.25 PROTECTION AGAINST ROYALTIES OR PATENTED INVENTION The CONTRACTOR shall pay all royalties and license fees and shall provide for the use of any design, device, material or process covered by letters patent or copyright, by suitable legal agreement with the patentee or owner thereof THE CONTRACTOR SHALL DEFEND ALL SUITS OR CLAIMS FOR INFRINGEMENT OF ANY PATENT OR COPYRIGHT AND SHALL INDEMNIFY, SAVE AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY LOSS OR LIABILITY ON ACCOUNT THEREOF, EXCEPT SUCH SUITS AND CLAIMS ARISING OUT OF A PARTICULAR DESIGN, DEVICE, MATERIAL OR PROCESS OR THE PRODUCT OF A PARTICULAR MANUFACTURER OR MANUFACTURERS SPECIFIED OR REQUIRED BY THE OWNER, PROVIDED, HOWEVER, IF CHOICE OF ALTERNATE DESIGN, DEVICE, MATERIAL OR PROCESS IS ALLOWED TO THE CONTRACTOR, OR IF CONTRACTOR KNEW OR SHOULD HAVE KNOWN OF THE PATENT OR COPYRIGHT AND FAILED TO PROMPTLY NOTIFY OWNER IN WRITING, THEN THE CONTRACTOR SHALL INDEMNIFY, DEFEND, SAVE AND HOLD THE OWNER HARMLESS FROM ANY LOSS OR LIABILITY ON ACCOUNT THEREOF 4.26 INDEMNIFICATION THE CONTRACTOR AGREES TO DEFEND, INDEMNIFY AND HOLD THE ENGINEER AND THE OWNER HARMLESS FROM ANY CLAIMS OR DEMANDS OF ANY NATURE WHATSOEVER MADE BY ANY EMPLOYEE, EMPLOYEES, AGENTS OR SUBCONTRACTORS OF CONTRACTOR, OR BY ANY UNION, TRADE ASSOCIATION, WORKER'S ASSOCIATION OR OTHER GROUPS, ASSOCIATIONS OR INDIVIDUALS, ALLEGEDLY REPRESENTING EMPLOYEES OF THE CONTRACTOR, IN ANY DISPUTE BETWEEN THE CONTRACTOR AND HIS EMPLOYEES, DIRECTLY OR INDIRECTLY INVOLVING, GROWING OUT OF OR ARISING FROM CLAIMS BY SUCH EMPLOYEES FOR WAGES, SALARY, COMPENSATION, BENEFITS, WORKING CONDITIONS OR ANY OTHER SIMILAR COMPLAINT OR CLAIM WI-IICH MAY BE MADE THE CONTRACTOR, HIS SURETIES AND INSURANCE CARRIERS SHALL DEFEND, INDEMNIFY AND HOLD HARMLESS THE OWNER AND THE ENGINEER AND THEIR RESPECTIVE OFFICERS, REPRESENTATIVES, AGENTS AND EMPLOYEES FROM AND AGAINST ALL DAMAGES, CLAIMS, LOSSES, DEMANDS, SUITS, LIABILITIES, JUDGMENTS AND COSTS OF ANY CHARACTER WHATSOEVER, INCLUDING REASONABLE ATTORNEY'S FEES AND EXPENSES, AND SHALL BE REQUIRED TO PAY ANY JUDGMENT THEREFOR, WITH COSTS, WHICH MAY BE OBTAINED AGAINST THE OWNER AND/OR THE ENGINEER OR ANY OF THEIR OFFICERS, REPRESENTATIVES, AGENTS OR EMPLOYEES, ARISING OUT OF OR RESULTING FROM OR ALLEGEDLY ARISING OUT OF OR RESULTING FROM THE PERFORMANCE OF THE WORK, PROVIDED THAT ANY SUCH DAMAGES, CLAIM, LOSS, DEMAND, SUIT, LIABILITY,JUDGMENT, COST OR EXPENSE (A) ARISES OUT OF OR RESULTS FROM IN WHOLE OR IN PART, OR ALLEGEDLY ARISES OUT OF OR RESULTS FROM IN WHOLE OR IN PART, ANY BREACH OF THIS AGREEMENT OR BREACH OF WARRANTY BY CONTRACTOR, OR 05/2008 00700- 17 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (B) IS ATTRIBUTABLE TO BODILY INJURY, SICKNESS, DISEASE OR DEATH OR INJURY TO OR DESTRUCTION OF TANGIBLE PROPERTY, INCLUDING THE LOSS OF USE RESULTING THEREFROM,AND IS CAUSED IN WHOLE OR IN PART OR IS ALLEGEDLY CAUSED IN WHOLE OR IN PART BY ANY NEGLIGENT ACT OR OMISSION OF THE CONTRACTOR, ANY SUBCONTRACTOR, THEIR AGENTS OR EMPLOYEES OR ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY ANY ONE OF THEM OR ANYONE FOR WHOSE ACTS ANY OF THEM MAY BE LIABLE, REGARDLESS OF WHETHER OR NOT IT IS CAUSED IN PART OR ALLEGEDLY CAUSED IN PART BY THE NEGLIGENCE, GROSS NEGLIGENCE OR STRICT LIABILITY OF OWNER, ENGINEER AND/OR A PARTY INDEMNIFIED HEREUNDER. Notwithstanding the foregoing or anything in the Agreement to the contrary, in accordance with the provisions of Section 130 002 of the Texas Civil Practice and Remedies Code, CONTRACTOR shall not be obligated to indemnify or hold harmless the ENGINEER, his agents, servants or employees, from liability for damage that is caused by or results from defects in plans, designs or specifications prepared, approved or used by the ENGINEER, or negligence of the ENGINEER in the rendition or conduct of professional duties called for or arising out of any construction contract and the plans, designs or specifications that are a part of the construction contract, and arises from personal injury or death, property injury, or any other expense that arises from personal injury, death, or property injury This indemnity agreement is a continuing obligation, and shall survive notwithstanding completion of the Work, Final Payment, expiration of the warranty penod, termination of the Contract, and abandonment or takeover of the Work. CONTRACTOR's indemnification obligations hereunder shall not be limited by a limitation on amount or type of damages, compensation or benefits payable by or for the CONTRACTOR or a subcontractor under workers' compensation acts, disability benefit acts or other employee benefit acts, and shall not be limited by any limitation on amounts or coverage of insurance provided or to be provided under this Contract. 4.27 LOSSES FROM NATURAL CAUSES All loss, cost, expense or damage to the CONTRACTOR arising out of the nature of the Work to be done or from any unforeseen circumstances in the prosecution of the same, or from the action of the elements, or from unusual obstructions or difficulties which may be encountered in the prosecution of the Work, shall be sustained and borne by the CONTRACTOR at his own cost and expense. 4.28 GUARANTEE. The CONTRACTOR hereby guarantees all the Work under the Contract to be free from defects or deficiencies in material in every particular and free from defects or deficiencies in workmanship, and against unusual damage from proper and usual use; and agrees to replace or to re-execute without cost to the OWNER such Work as may be found to be defective, deficient or otherwise not in conformance with the Contract Documents, and to make good all damages caused to other work or material, due to such defective Work or due to its required replacement or re-execution. This guarantee shall cover a period of one year from the date of Substantial Completion or Partial Substantial Completion of Work under the Contract, as evidenced by the Certificate of Substantial Completion. Neither the Certificate of Substantial 05/2008 00700- 18 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Completion, Final Payment, nor any provision in the Contract Documents shall relieve the CONTRACTOR of the responsibility for defective, deficient or non-conforming material or workmanship during the period covered by the guarantee. The one-year period of guarantee will not limit the OWNER'S other rights under common law with respect to any defects, deficiencies or non-conforming Work discovered after one year If this one-year guarantee conflicts with other warranties or guarantees, the longer period of warranty or guarantee will govern. 5.0 PROSECUTION AND PROGRESS 5 01 TIME AND ORDER OF COMPLETION It is the meaning and intent of this Contract, unless otherwise herein specifically provided, that the CONTRACTOR shall be allowed to prosecute his Work at such times and seasons, in such order of precedence, and in such manner as shall be most conducive to economy of construction, provided, however, that the order and the time of prosecution shall be such that the Work shall be Substantially Completed as a whole and in part, in accordance with this Contract and the Contract Time; provided, also, that when the OWNER is having other work done, either by contract or by his own forces, the ENGINEER may direct the time and manner of constructing the Work done under this Contract, so that conflict will be avoided and the construction of the various works being done for the OWNER shall be harmonized, and the CONTRACTOR shall fully cooperate and coordinate its Work with OWNER or such other contractors. The CONTRACTOR shall submit, at such times as may reasonably be requested by the ENGINEER, schedules which shall show the order in which the CONTRACTOR proposes to carry on the Work, with dates on which the CONTRACTOR will start the several parts of the work, and estimated dates of completion of the several parts. Such schedules shall show completion of the Work within the Contract Time, and/or shall show such recovery efforts as CONTRACTOR intends to undertake in the event Substantial Completion of the Work is delayed. 5 02 EXTENSION OF TIME The CONTRACTOR agrees that he has submitted his Bid Proposal in full recognition of the time required for the completion of this Project, taking into consideration the average climatic range and industrial conditions prevailing in this locality, and has considered the liquidated damage provisions as hereinafter set forth, and that he shall not be entitled to, nor will he request, an extension of time on this Contract, except when Substantial Completion of the Work has been delayed solely by any act or neglect of the OWNER, the ENGINEER, or any employee of either, by other contractors employed by the OWNER, by any approved change in the Work, by strikes, lockouts, fires, Acts of God, or by any other cause which the ENGINEER shall decide justifies the delay The CONTRACTOR shall give the ENGINEER prompt notice, in writing and within three (3) days of the start of any such delay, of the cause of any such delay, and its estimated effect on the Work and the schedule for completion of the Work. Upon receipt of a written request for an extension of the Contract Time from the CONTRACTOR, supported by relevant and all requested documentation, the ENGINEER shall submit such written request, together with his written recommendation, to the OWNER for consideration. If the delay is not attributable in whole or in part to any act or omission of CONTRACTOR, its subcontractors or suppliers, and if the OWNER determines that CONTRACTOR is entitled to an extension of time under the terms of the Contract, the OWNER shall grant an extension of time for Substantial Completion of the Work, sufficient to compensate for the delay, and such extension of time shall be CONTRACTOR's sole and exclusive remedy, except as may be otherwise provided herein. No extensions of Contract Time shall be made for delays occurring prior to the Contractor's mobilization as defined in Section 01505 MOBILIZATION 05/2008 00700- 19 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT The Contract Time as defined in the Bid Proposal and other sections herein contains 40 Rain Days. The CONTRACTOR is required to keep record of all weather related delays and to submit the monthly count on each Pay Application. The Owner's Representative shall review and sign off on this record as a part of the Pay Application approval process every month. If, during preparation of the Balancing Change Order, the status of the work progress requires an extension of the Contract Time, Impact Days shall be added to the Completion Date equal to the total number of Weather or Impact Days approved less the original 40 days resident in the original Contract Time. The Addition of Weather or Impact Days will only alter the Contract Time when added by Change Order If the Work is completed prior to the Completion Date, No Days will be added. The addition of Weather or Impact Days shall be the CONTRACTOR's sole remedy for delays to the completion of the Work and their addition to the Contract Time shall not affect the Contract Price through any "per deim" adjustment to the General Conditions costs, Temporary Facilities costs or any other costs associated with the extension of the Contract Time 5 03 HINDRANCES AND DELAYS In executing the Contract, the CONTRACTOR agrees that in undertaking to complete the Work within the time herein fixed, he has taken into consideration and made allowances for all interference, disruption, hindrances and delays incident to such Work, whether growing out of delays in securing material, workmen or otherwise No claim shall be made by the CONTRACTOR for damages, loss, costs or expense resulting from interference, disruption, hindrances or delays from any cause during the progress of any portion of the Work embraced in this Contract, except where the Work is stopped or suspended by order of the OWNER, or the ENGINEER as the OWNER's representative, and such stoppage or suspension is not attributable to any act or omission of CONTRACTOR. 5 04 SUSPENSION OF WORK. OWNER may, without cause, order the CONTRACTOR in writing to suspend the Work, in whole or in part, for such period of time as OWNER may request. The Contract Price and/or Contract Time shall be adjusted for any increase in the cost of or the time required for performance of the Work caused by such suspension. No adjustment shall be made to the extent performance was or would have been suspended by a cause for which CONTRACTOR is responsible, or to the extent an adjustment is made or denied under another provision of the Contract Documents. 5 05 LIQUIDATED DAMAGES FOR DELAY It is understood and agreed that time is of the essence, and that the CONTRACTOR will commence the Work on the date specified herein or in any Notice to Proceed, and will Substantially Complete the Work within the Contract Time It is expressly understood and agreed, by and between the CONTRACTOR and the OWNER, that the time for the Substantial Completion of the Work described herein is reasonable time for the completion of the same, taking into consideration the average climatic range and conditions and usual industrial conditions prevailing in this locality The CONTRACTOR further agrees that a breach of this Contract as to completion on time will cause damage to the OWNER and that such damages cannot be accurately measured or that ascertainment will be difficult. Therefore, the parties agree that for each and every calendar day the Work or any portion thereof shall remain uncompleted after the expiration of the Contract Time, the CONTRACTOR shall pay, as liquidated damages and as a reasonable estimate of OWNER's damages, and not as a penalty, the amount set out in the Standard Form of Agreement. 05/2008 00700-20 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT However, the foregoing agreement as to liquidated damages constitutes only an agreement by the OWNER and the CONTRACTOR as to the amount of damages which the OWNER will sustain by reason of the CONTRACTOR'S failure to complete the work within the Contract Time Should the OWNER suffer damage by reason of any other breach by CONTRACTOR, the OWNER may recover such actual damages in addition to any liquidated damages due The OWNER shall have the right to deduct and withhold the amount of any and all such damages whether it be the minimum amount stipulated above or otherwise, from any monies owing by it to said CONTRACTOR, or the OWNER may recover such amount from the CONTRACTOR and the sureties of his bond, all of such remedies shall be cumulative and the OWNER shall not be required to elect any one nor be deemed to have made an election by proceeding to enforce any one remedy 5 06 CHANGE OF CONTRACT TIME The Contract Time may only be changed by a Change Order Any claim for an adjustment of Contract Time shall be based on written notice delivered by the party making such claim to the other party and to the ENGINEER promptly, but in no event later than ten (10) days after the event-giving rise to the claim. Notice of the extent of the claim, along with supporting data, shall be delivered within thirty (30) days of the occurrence and shall be accompanied by the claimant's written representation that the adjustment claimed is the entire adjustment to which the claimant has reason to believe it is entitled as a result of the occurrence of said event. All claims for adjustment in Contract Time shall be determined by the ENGINEER in accordance with the requirements of this paragraph. Contractor shall submit, as a minimum, the following data A Information showing that the time requested is not included in the existing Contract and in addition to the Contract. B Information documenting that the number of days requested is accurate for the event. C Revised, current construction schedule showing that the time requested affects the project's critical path. 5 07 DELAYS BEYOND OWNER'S AND CONTRACTOR'S CONTROL Where CONTRACTOR is prevented from completing any part of the Work within the Contract Time due to delays beyond the control of the OWNER and the CONTRACTOR, including, but not limited to, interference by utility owners or other contractors performing other work, Contractor shall be entitled to an extension of the Contract Time in an amount equal to the time lost. CONTRACTOR shall not be entitled to any increase in Contract Price as a result of such delays. IN NO EVENT SHALL OWNER BE LIABLE TO CONTRACTOR FOR DAMAGES ARISING OUT OF OR RESULTING FROM (i) Delays caused by, or within the control of, the CONTRACTOR, or. (ii) Delays beyond the control of both parties including, but not limited to, interference by utility owners or other contractors performing other work, fires, floods, epidemics, abnormal weather conditions, acts of God, even if such delays are due in part to the negligence, other fault, breach of contract or warranty, violation of the Texas Deceptive Trade Act, or strict liability without regard to fault of OWNER. An extension of Contract time shall be CONTRACTOR's sole and exclusive remedy for any such delays. Delays attributed to, and within the control of, a Subcontractor or Supplier shall be deemed to be delays within the control of the CONTRACTOR. 05/2008 00700-21 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6.0 MEASUREMENT AND PAYMENT 6 01 DISCREPANCIES AND OMISSIONS. If the CONTRACTOR knows or reasonably should have known of any discrepancies or omissions in the Plans, Specifications or Contract Documents, he shall notify the ENGINEER and obtain a clarification by Addendum before the bids are received, and if no such request is received by the ENGINEER prior to the opening of bids, then it shall be considered that the CONTRACTOR fully understands the Work to be performed and has provided sufficient sums in his Bid Proposal to complete the Work in accordance with the Plans and Specifications and Contract Documents. It is further understood that any request for clarification must be submitted no later than five (5) days prior to the opening of bids 6 02 QUANTITIES AND MEASUREMENTS No extra or customary measurements of any kind will be allowed, but the actual measured and/or computed length, area, volume, number and weight only shall be considered, unless otherwise specifically provided. 6 03 ESTIMATED QUANTITIES This Agreement, including the Specifications, Plans and Contract Documents, and including any estimates contained therein, is intended to convey all Work to be done and material to be furnished hereunder Where the estimated quantities are shown for the various classes of Work to be done and material to be furnished under this Contract, they are approximate and are to be used only as a basis for estimating the probable cost of the Work and for comparing the Bid Proposals offered for the Work. It is understood and agreed that the actual amount of Work to be done and the materials to be furnished under this Contract may differ from the estimates and that the items listed or estimated quantities stated, and/or any difference between estimated and actual Work, shall not give rise to a claim by the CONTRACTOR against the OWNER for loss, cost, expense, damages, unit price adjustment, quantity differences, unrecovered overhead or lost or anticipated profits, or other compensation 6 04 PRICE OF WORK. It is agreed that it is the intent of this Contract that all Work described in the Bid Proposal, the Plans and Specifications and other Contract Documents, is to be done for the prices bid by the CONTRACTOR and that such pnces shall include all appurtenances necessary to complete the Work in accordance with the intent of these Contract Documents as interpreted by the ENGINEER, and all costs, expenses, bond and insurance premiums, taxes, overhead, and profit. In consideration of the furnishing of all the necessary labor, equipment and material and the completion of all Work by the CONTRACTOR, and upon the completion of all Work and the delivery of all materials embraced in this Contract in full conformity with the Contract Documents, the OWNER agrees to pay to the CONTRACTOR the pnces set forth in the Standard Form of Agreement, for the material actually used and services actually performed, however, the OWNER does not assume any obligation to pay for any services or material not actually authorized and used. The CONTRACTOR hereby agrees to receive such prices as payment in full for furnishing all materials and all labor required for the aforesaid Work, and for all expenses incurred by him, and for full performance of the Work and the whole thereof in the manner and according to this Agreement, the Plans and Specifications and Contract Documents, and the requirements of the ENGINEER. 05/2008 00700-22 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6 05 PAYMENTS No payments made or approvals or certificates given shall be considered as conclusive evidence of the performance of the Contract, either in whole or in part, nor shall any certificate, approval or payment be considered as acceptance of defective, deficient or non-conforming Work. CONTRACTOR shall, at any time requested dunng the progress of the Work, furnish the OWNER or the ENGINEER with an affidavit showing the CONTRACTOR's total outstanding indebtedness in connection with the Work. Before Final Payment is made, the CONTRACTOR shall satisfy the OWNER, by affidavit or otherwise, that there are no unpaid claims due subcontractors, suppliers or laborers by reason of any Work under the Contract. Acceptance by CONTRACTOR of Final Payment shall constitute a waiver of any and all claims of whatsoever nature against OWNER, arising out of or related to the Contract, or the Work, or any acts or omissions of OWNER or ENGINEER, which have not theretofore been timely filed as provided in this Contract. 6 06 PARTIAL PAYMENTS When the Contract Price is a lump sum amount,prior to the first Application for Payment, CONTRACTOR shall submit to ENGINEER for review and approval a Schedule of Values, which shall fairly allocate the entire Contract Price among the various portions of the Work and shall be prepared in such form and supported by such data to substantiate its accuracy as the ENGINEER may reasonably require. The Schedule of Values shall follow the trade divisions of the Specifications so far as practicable Upon approval, this Schedule of Values shall be used by ENGINEER as the basis for reviewing the Contractor's Application for Payment. Applications for Payment shall indicate the percentage of completion of each portion of the Work as of the end of the period covered by the Application for Payment. On or before the tenth day of each month, the CONTRACTOR shall prepare and submit to the ENGINEER, for approval or correction, an application for partial payment, being a statement showing as completely as practicable, the total value of the Work done by the CONTRACTOR up to and including the twenty-fifth day of the preceding month, said statement shall also include the value of all conforming materials to be fabricated into the Work and stored in accordance with manufacturer's recommendation at the Work site only No payment will be made for materials stored until Owner has approved in writing storage at the Work site The ENGINEER shall then review such Statement and application for partial payment and the progress of the Work made by the CONTRACTOR and, within ten days after the date ENGINEER receives CONTRACTOR's application for payment, if the application is found to be accurate and correct and conforming to the requirements of the Contract Documents, the ENGINEER shall prepare a preliminary certificate for partial payment and shall deliver his preliminary certification for payment to the OWNER and the CONTRACTOR, or, if the ENGINEER finds that CONTRACTOR's application for payment contains an error or is otherwise disputed, he shall notify CONTRACTOR of such error or dispute, and shall prepare a preliminary certificate for partial payment for the undisputed amount of the application for payment due CONTRACTOR, and deliver it to the OWNER and CONTRACTOR. ENGINEER'S notice to CONTRACTOR that a bona fide dispute for payment exists shall include a list of the specific reasons for nonpayment The OWNER shall then pay the CONTRACTOR, within thirty (30) days of the date of ENGINEER's receipt of the application for payment, the undisputed balance due, less applicable retainage, and further less all previous payments and all further sums that may be retained or withheld by the OWNER under the terms of this Agreement. CONTRACTOR may submit a corrected application for payment after its receipt of the ENGINEER's notice of error or dispute, and such corrected application for payment shall be reviewed by the ENGINEER and disputed or paid under the same procedure and within the same time limits set out above 05/2008 00700-23 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT As a condition of any progress payment under this Agreement, CONTRACTOR shall execute and deliver to ENGINEER and OWNER a full release of all claims, direct or indirect, at law or in equity, arising out of or related to the Work to date, excluding retamage or any claims previously submitted as required under the terms of the Contract, and specifically identified and excluded by CONTRACTOR in the release. OWNER shall be entitled to retain from each progress payment five percent (5%) of the amount thereof Such retamage shall be retained until Final Completion and satisfaction of all conditions for Final Payment. It is understood, however, that in case the whole Work be near to completion, as certified by the ENGINEER, and some unexpected or unusual delay occurs, through no neglect or fault on the part of the CONTRACTOR, the OWNER may, upon written recommendation of the ENGINEER, pay a reasonable and equitable portion of the retained percentage to the CONTRACTOR, or the CONTRACTOR, at the OWNER'S option, may be relieved of the obligation to filly complete the Work, and thereupon, the CONTRACTOR shall receive, at the OWNER'S option, payment of the balance due him under the Contract for Work completed in accordance with the Contract Documents, subject to OWNER's rights to otherwise withhold or retain payments, and subject to the conditions set forth under"6 08 FINAL PAYMENT" The Owner at its option and in compliance with Texas law may reduce retamage to less than the above-stated percentages. 6 07 USE OF COMPLETED PORTIONS & PUNCHLIST The OWNER shall have the right to take possession of and use any completed or partially completed portions of the Work, notwithstanding that the time for completing the entire work or such portions may not have expired, but such taking possession and use shall not be deemed an acceptance of any work not completed in accordance with the Contract Documents. If such prior use increases the cost of or delays the Work, the CONTRACTOR shall promptly and within three (3) days of OWNER's taking possession, give OWNER written notice of same, and CONTRACTOR may be entitled to such extra compensation or extension of time, or both, as may be determined in accordance with the provisions of this Agreement. 6 08 SUBSTANTIAL COMPLETION The CONTRACTOR shall notify the OWNER AND ENGINEER, by letter executed by a duly qualified officer of CONTRACTOR, that in CONTRACTOR's opinion, the Work of the Contract, or an agreed portion thereof, is "Substantially Complete" Upon receipt, and within a reasonable time thereafter, of such notice, the ENGINEER and the CONTRACTOR shall jointly perform a walk-through and inspection of the Work to determine the status of all or the identified portion of the work, and shall prepare a detailed list of unfinished, incomplete, defective and/or non-conforming Work("Punchlist") If the ENGINEER determines that the Work is Substantially Complete in accordance with the Contract Documents, the ENGINEER shall issue to the OWNER and the CONTRACTOR a Certificate of Substantial Completion. OWNER shall have seven (7) days after receipt of Certificate to make written objection to the ENGINEER as to any provision of the Certificate or the attached list of non-conforming work. If ENGINEER concludes that the Work is not Substantially Complete, ENGINEER will, within fourteen (14) days, notify CONTRACTOR of the reason he believes the Work is not Substantially Complete 05/2008 00700-24 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Upon Substantial Completion of the Work, ENGINEER will deliver to OWNER and CONTRACTOR a written recommendation as to division of responsibilities, pending final payment and acceptance, with respect to security, maintenance, utilities and damage to the Work, except as otherwise provided in the Certificate of Substantial Completion. NEITHER THE SUBSTANTIAL COMPLETION OF THE WORK,NOR THE OMISSION OF AN ITEM FROM THE PUNCHLIST, SHALL EXCUSE THE CONTRACTOR FROM PERFORMING ALL OF THE WORK UNDERTAKEN, WHETHER OF A MINOR OR MAJOR NATURE, AND THEREBY COMPLETING THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS The Certificate of Substantial Completion shall establish the time period within which CONTRACTOR shall complete the Work for Final Acceptance by the Owner and ENGINEER. 6 08-1 OWNER shall have the right to exclude CONTRACTOR from the Work after the date of Substantial Completion, for security requirement reasons. OWNER may establish an access procedure to facilitate CONTRACTOR's uninterrupted access to the Work for the purposes of completing and correcting all items on the Punchlist in an expeditious manner 6 09 FINAL PAYMENT Final payment of the Retainage withheld from the Contract Price shall be made by the OWNER to the CONTRACTOR at such time as. (a) the Work, including all Change Orders and including all Punchlist work,has been fully completed in strict accordance with the Contract Documents, (b) the Contract has been fully performed except for the CONTRACTOR's responsibility to correct nonconforming Work during the warranty period set forth in the Contract Documents, and to satisfy other requirements, if any, which necessarily survive final payment; (c) CONTRACTOR delivers to OWNER a certificate evidencing that insurance required by the Contract Documents to remain in force after final payment is currently in effect and will not be cancelled or allowed to expire until at least 30 days prior wntten notice has been given to OWNER, (d) CONTRACTOR delivers to OWNER a Consent of Surety, if any,to final payment; (e) CONTRACTOR delivers to OWNER a complete set of As-Built Drawings, reflecting all deviations from the Plans, Specifications and approved shop drawings in the Work actually constructed, and delivers all maintenance and operating manuals and/or instructions, (f) CONTRACTOR delivers to OWNER all building certificates required prior to occupancy and all other required inspections/approvals/acceptances by city, county, state governmental entities or other authorities having jurisdiction, (g) CONTRACTOR delivers to OWNER assignments of all guarantees and warranties from subcontractors, vendors, suppliers or manufacturers, as well as names, addresses and telephone numbers of contacts for each subcontractor,vendor, supplier or manufacturer; 05/2008 00700-25 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (h) CONTRACTOR removes all equipment, tools, temporary facilities, surplus materials and rubbish from the site, and final cleans the site to OWNER's satisfaction, (i) CONTRACTOR delivers to OWNER a Full and Final Release and Affidavit of Bills Paid in the form attached hereto as Attachment No 2, executed by CONTRACTOR, (j) CONTRACTOR delivers to OWNER all other documentation required to be submitted to OWNER pursuant to the Contract Documents, including but not limited to any special guarantees or warranties, operation and maintenance manuals, etc' in each case in a form satisfactory to OWNER as determined in OWNER's sole discretion, and (k) the Final Application for Payment has been approved by the ENGINEER and OWNER. Acceptance of Final Payment by the CONTRACTOR shall constitute a waiver of all claims by CONTRACTOR against OWNER other than any claims previously made in writing by CONTRACTOR against OWNER, and still unsettled, and except for claims arising out of third party actions, cross-claims and counterclaims. No interest shall be due or payable by OWNER to CONTRACTOR on any sums retained or withheld by OWNER pursuant to the terms or provisions of the Contract Documents, except as otherwise provided by applicable law Neither the Certificate of Substantial Completion nor the Final Payment nor possession or acceptance of the Work shall relieve the CONTRACTOR of its obligation for correction of defective or non- conforming Work, or for fulfillment of any warranty, which may be required by law or by the Contract Documents. 6 10 CORRECTION OF WORK BEFORE FINAL PAYMENT The CONTRACTOR shall promptly remove from OWNER's premises all materials, equipment or Work which is defective or otherwise not in conformance with the Contract Documents, whether actually incorporated in the Work or not, and CONTRACTOR shall, at his own expense,promptly replace such materials, equipment or Work with other matenals conforming to the requirements of the Contract. The CONTRACTOR shall also bear the expense of restoring all work of CONTRACTOR or other contractors damaged by any such removal or replacement. If CONTRACTOR does not remove and replace any such unsuitable Work within a reasonable time after receipt of a wntten notice from the OWNER or the ENGINEER, the OWNER may remove, replace and remedy such work at CONTRACTOR's expense 6 11 CORRECTION OF WORK AFTER FINAL PAYMENT If within one (1) year from the date of Substantial Completion or such longer period of time as may be prescribed by law or by the terms of any applicable special warranty required by the Contract Documents, any of the Work is found to be defective or not in accordance with the Contract Documents, CONTRACTOR shall, at its sole cost, correct it and any other work affected thereby promptly after receipt of a written notice from OWNER to do so In addition, CONTRACTOR shall be responsible for any damage to building contents, when such damage results from the CONTRACTOR's use of faulty materials or defective workmanship, to the extent such damage is not covered by OWNER's insurance This warranty period shall renew and recommence for each corrected item of Work upon completion of the remedial work. This time penod for correction by CONTRACTOR is in 05/2008 00700-26 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT addition to, and not in lieu of, all warranties or remedies, which exist at common law or by statute. These warranty obligations shall survive the termination of this Contract, and shall be enforceable by a decree of specific performance, in addition to such other rights and remedies available to OWNER at law or in equity 612 PAYMENTS WITHHELD The OWNER may withhold, or on account of subsequently discovered evidence nullify and demand immediate repayment of, the whole or part of any certificate for payment or payment, to such extent as may be necessary to protect OWNER from loss on account of (a) Defective or non-conforming Work not remedied, (b) Claims filed or reasonable evidence indicating probable filing of claims, (c) Failure of the CONTRACTOR to make payments promptly to subcontractors or for material or labor; (d) Damage to another contractor, OWNER, existing improvements on the site, or to adjacent or adjoining property; (e) Reasonable doubt that the Work can be completed for the unpaid balance of the Contract amount; (f) Reasonable indication that the Work will not be completed within the Contract Time; (g) Failure on the part of the CONTRACTOR to execute any and all documents, releases or other documents presented to the CONTRACTOR for execution, as provided for herein or otherwise, (h) Liquidated or other damages due to late completion, and/or (i) Any breach by CONTRACTOR of this Contract or any other agreement between OWNER and CONTRACTOR. When the above grounds are removed to OWNER's satisfaction, the withheld payment shall be made promptly If the said causes are not so remedied, OWNER may remedy the same for CONTRACTOR's account, charge the entire cost thereof to CONTRACTOR and deduct such cost from the Contract Sum or from any payments due or to become due under any other agreement between OWNER and CONTRACTOR. 05/2008 00700-27 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6 13 DELAYED PAYMENTS Should the OWNER fail to make payment to the CONTRACTOR when payment is due in accordance with the terms of the Contract Documents, any interest due CONTRACTOR for late payments shall accrue and be paid in accordance with the provisions of Chapter 2251 of the Texas Government Code, as amended, and payment of such interest shall fully liquidate and compensate any injury to the CONTRACTOR growing out of such delay in payment. Should OWNER fail to pay CONTRACTOR an undisputed amount due within the time limits provided in the Contract or applicable law, CONTRACTOR shall give the notice required and comply with the provisions of Section 2251 051 of the Texas Government Code, and shall thereupon be entitled to the rights and remedies provided therein. 7.0 EXTRA WORK AND CLAIMS 7 01 CHANGE ORDERS Without invalidating this Agreement, the OWNER may, at any time or from time to time, order additions, deletions or revisions to the Work, such changes will be authorized by Change Order to be prepared by the ENGINEER for execution by the OWNER and the CONTRACTOR. The Change Order shall set forth the basis for any change in Contract Price, as hereinafter set forth for Extra Work, and any change in Contract Time, which may result from the change. 7 02 In accordance with paragraph 1 07 CONTRACTOR'S request to work weekends, the Owner's Construction Manager shall, upon receipt of written notice by the CONTRACTOR of the need to conduct work on otherwise non-Work Days, prepare a cost estimate for providing Construction Management and Inspection services during the requested period and submit this to both OWNER and CONTRACTOR. If approved by both parties the Construction Manager shall prepare a Deductive Change Order in the amount stated in the estimate for the signature of the CONTRACTOR and the OWNER for inclusion in the next Pay Application. The Deductive Change Order must be signed and executed by both the OWNER and CONTRACTOR prior to start of work on any non-Work Day 7 03 MINOR CHANGES The ENGINEER may authorize minor changes in the Work not inconsistent with the overall intent of the Contract Documents and not involving an increase in Contract Price or time If the CONTRACTOR believes that any minor changes authorized by the ENGINEER involves Extra Work or entitles him to an increase in the Contract Price or the Contract Time, the CONTRACTOR shall give notice of same by written request to the ENGINEER for a written Work Order, with a copy to OWNER. Any such notice and request by the CONTRACTOR shall be given prior to beginning the changed work. CONTRACTOR's commencement of any minor change in the Work prior to such written notice and request shall constitute a waiver of any and all claims for an increase in the Contract Price or the Contract Time arising out of or related to such changed work. 7 04 EXTRA WORK. It is agreed that the CONTRACTOR shall perform all work under the direction of the ENGINEER when presented with a wntten Change Order, Work Change Directive or Work Order signed by the ENGINEER, subject, however, to the right of the CONTRACTOR to require written confirmation of such Change Order,Work Change Directive or Work Order by the OWNER. It is agreed that the basis of compensation or adjustment to the CONTRACTOR for work either altered, added or deleted by a Change Order or Work Change 05/2008 00700-28 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Directive, or for which a claim for Extra Work is made, shall be determined by one or more of the following methods Method (A)--By Contract unit prices applicable to the work, if any; or Method (B)--By agreed unit prices or agreed stipulated lump sum pnce; or Method (C) --If neither Method (A) nor Method (B) be agreed upon before the Extra Work is commenced, then the CONTRACTOR shall be paid the "Actual Field Cost" of the work, plus five percent (5%), as full and final compensation for the Extra Work and all costs and expenses, direct or indirect, arising out of or related thereto In the event said Extra Work or Change Order or Work Change Directive work is performed and paid for under Method (C), then the provisions of this paragraph shall apply and the "Actual Field Cost" is hereby defined as the cost to the CONTRACTOR of all workers, such as foremen, timekeepers, mechanics and laborers, and materials, supplies, trucks, rentals of machinery and equipment, for the time actually employed or used on such alleged Extra Work or Change Order or Work Change Directive work, plus actual transportation charges necessarily incurred together with all power, fuel, lubricants, water and similar operating expenses, plus all necessary incidental expenses incurred directly on account of such Extra Work, including Social Secunty, Old Age Benefits and other payroll taxes, and a rateable proportion of premiums on Performance and Payment Bonds and Maintenance Bonds, Public Liability and Property Damage and Workers' Compensation, and all other insurance as may be required by law or ordinance, or the Contract Documents,plus all payments to subcontractors for such work. The ENGINEER may direct the form in which accounts of the "Actual Field Cost" shall be kept and the records of these accounts shall be made available to the ENGINEER. The ENGINEER or OWNER may also specify in writing, before the work commences, the method of doing the work and the type and kind of machinery and equipment to be used, otherwise these matters shall be determined by the CONTRACTOR. Unless otherwise agreed upon, the prices for the use of machinery and equipment shall be determined by using one hundred percent (100%), unless otherwise specified, of the latest schedule of Equipment Ownership Expense adopted by the Associated General Contractors of America where practicable The five percent (5%) of the "Actual Field Cost" to be paid to the CONTRACTOR, shall cover and compensate him for his profit, overhead, and all other elements of cost and expense not embraced within the "Actual Field Cost" as herein defined, save that where the CONTRACTOR's field office must be maintained solely on account of such Extra Work, then the cost to maintain and operate the same shall be included in the"Actual Field Cost." No claim for Extra Work of any kind will be allowed unless ordered by the ENGINEER in a written Work Order In case any orders or instructions, either oral or written, appear to the CONTRACTOR to involve Extra Work for which he should receive compensation or an adjustment in the Contract Time, he shall make written request to the ENGINEER for a written Work Order authorizing such Extra Work within ten (10) days of ENGINEER's orders or instructions, otherwise the orders or instructions will be considered minor changes. The issuance 05/2008 00700-29 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT of a Work Order by the ENGINEER shall not constitute or be construed as an agreement or acknowledgement by the ENGINEER that the work which is the subject of the Work Order is Extra Work outside the scope of the Contract Work, but shall merely constitute a direction to the CONTRACTOR to perform the work, and the CONTRACTOR shall proceed with the work, and shall keep an accurate account of the "Actual Field Cost" thereof; as provided under Method (C) Upon completion of the alleged Extra Work, the CONTRACTOR shall promptly and within ten (10) days submit his claim to the ENGINEER by proper certification and attestation, on forms provided by the ENGINEER. The ENGINEER shall render a written decision on CONTRACTOR's claim within ten (10) days. It is mutually agreed between the parties that the ENGINEER's decision on all claims or questions in relation to the Work, CONTRACTOR's performance of the Work, any changes in the Work or Extra Work, the Contract Pnce and/or the Contract Time, shall be final and conclusive and binding upon the parties. If the ENGINEER shall fail to respond in writing to CONTRACTOR's claim within thirty (30) days of the date of submission, or if CONTRACTOR shall dispute or object to ENGINEER's decision on any claim, and CONTRACTOR fails to file a Request for Mediation of such claim in accordance with the provisions of Article 9 0, within sixty (60) days after the date of submission to the OWNER, or such longer period as the parties may agree to in writing, the CONTRACTOR shall lose and forfeit his right to make such claim for Extra Work at any later date, and all such claims held by the CONTRACTOR shall be deemed waived, forfeited and forever barred. CONTRACTOR shall continue to diligently prosecute the Work notwithstanding any pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. 7 05 TIME OF FILING CLAIMS Except as otherwise provided herein, all questions of dispute or adjustment shall be in writing and filed with the ENGINEER within three (3) days after the ENGINEER has given any directions, order or instruction to which the CONTRACTOR desires to take exception. The ENGINEER shall reply within thirty (30) days to such wntten exceptions, and render his final decision in writing. It is mutually agreed between the parties that the ENGINEER's decision on all claims or questions in relation to the Work, CONTRACTOR's performance of the Work, any changes in the Work or Extra Work, the Contract Price and/or the Contract Time, shall be final and conclusive and binding upon the parties. In case the CONTRACTOR should desire to appeal from the ENGINEER's decision, the CONTRACTOR may request a meeting between representatives of the OWNER and the CONTRACTOR for the purposes of appealing the ENGINEER's decision directly to the OWNER, such meeting to occur within ten (10) days after the date of the CONTRACTOR's request, or such longer penod as may be agreed to by the parties in writing. If the CONTRACTOR shall still be aggrieved after a meeting with the OWNER and/or his representative, the CONTRACTOR shall have sixty (60) days after the date of the meeting, or such longer period as the parties may agree to in writing, to file a Request for Mediation of such claim in accordance with the provisions of Article 9 0 In the event the CONTRACTOR shall fail, for any reason, to timely file a Request for Mediation, the OWNER shall be released of any and all liability, and the CONTRACTOR's failure to timely file a Request for Mediation shall constitute a waiver, forfeit and final bar of all such claims held by the CONTRACTOR against the OWNER. CONTRACTOR shall continue to diligently prosecute the Work notwithstanding any pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. 05/2008 00700-30 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 8.0 DEFAULT 8 01 DEFAULT BY CONTRACTOR. In case the CONTRACTOR should abandon and fail or refuse to resume Work within five (5) days after written notification from the OWNER or the ENGINEER, or if the CONTRACTOR fails to comply with the orders of the ENGINEER when such orders are consistent with the Contract Documents,or if the CONTRACTOR otherwise defaults on its obligations under the Contract, OWNER shall have the nght, if it so elects and without prejudice to any other rights it may have, after giving five (5) days written notice of default to CONTRACTOR and any surety, to terminate the Contract or any part thereof and/or to take over or cause others to take over the Work or any part thereof, and to complete such Work for the account of CONTRACTOR. Where Performance and Payment Bonds exist, the sureties on these bonds shall be directed to complete the Work in conjunction with the notice of default, and a copy of said notice shall be delivered to the CONTRACTOR. After receiving said notice of default, the CONTRACTOR shall promptly and within no more than three (3) days, remove from the Work any machinery, equipment, or tools then on the job, not intended for incorporation into the Work. Should CONTRACTOR fail to promptly remove such machinery, equipment or tools, OWNER may remove such machinery, equipment or tools and store same at CONTRACTOR's expense; return such machinery, equipment or tools to their purported owner; or otherwise dispose of such machinery, equipment or tools as OWNER sees fit. Any materials, supplies and/or equipment delivered for use in the Work, may be used in the completion of the Work by the OWNER or the surety on the Performance Bond, or another contractor in completion of the Work; it being understood that the use of such equipment, supplies and materials will ultimately reduce the cost to complete the Work and be reflected in the final settlement. Where there is no Performance Bond or in case the surety should fail to commence compliance with the notice for completion hereinabove provided for within ten (10) days after the service of such notice, then the OWNER may provide for completion of the Work in either of the following elective manners. (a) The OWNER may thereupon employ such force of workers and use such machinery, equipment, tools, materials and supplies as the OWNER may deem necessary to expeditiously complete the Work, and charge the expense of such labor, machinery, equipment, tools, materials and supplies to said CONTRACTOR, and expense so charged' shall be deducted and paid by the OWNER out of such monies as may be due or that may thereafter at any time become due to the CONTRACTOR under and by virtue of this Agreement or any other agreement between OWNER and CONTRACTOR. In case such expense is less than the sum which would have been payable under this Contract if the same had been completed by the CONTRACTOR, then said CONTRACTOR shall be credited with the difference In case such expense is greater than the sum which would have been payable under this Contract if the same had been completed by such CONTRACTOR, then the CONTRACTOR and/or his surety shall promptly pay the amount of such excess to the OWNER upon demand, or 05/2008 00700-31 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (b) The OWNER, under sealed bids, under the times and procedures provided for by law, may let the contract for completion of the Work under substantially the same terms and conditions which are provided in this Contract. In case of any increase in cost to the OWNER under the completion contract, as compared to what would have been the cost under this Contract, such increase shall be charged to the CONTRACTOR, and the amount of such increase may be deducted by the OWNER out of such monies as may be due or that may thereafter at any time become due to the CONTRACTOR under and by virtue of this Agreement or any other agreement between OWNER and CONTRACTOR, or the CONTRACTOR and/or his surety shall promptly pay the amount of such increase to the OWNER upon demand. However, should the cost to complete any such completion contract prove to be less than what would have been the cost to complete under this Contract, the CONTRACTOR and/or his surety shall be credited therewith. In the event of a default by CONTRACTOR, no further payments shall be made to CONTRACTOR under the Contract until the Work is Finally Completed. When the Work shall have been Finally Completed, the CONTRACTOR and his surety shall be so notified. A complete itemized statement of the Contract accounts, certified by the ENGINEER as being correct, shall then be prepared and delivered to the CONTRACTOR and his surety, whereupon the CONTRACTOR and/or his surety shall pay the balance due as reflected by said statement. The OWNER, prior to incurring an obligation to make payment hereunder, shall have such statement of completion attested to by the CONTRACTOR and the surety as accurate, and in exchange for payment of the sum stated therein, the OWNER shall be entitled to a full and final release of any claims or demands by the CONTRACTOR or the surety In the event the statement of accounts shows that the cost to complete the work is less than that which would have been the cost to the OWNER had the work been completed by the CONTRACTOR under the terms of this Contract, or when the CONTRACTOR and/or his surety shall pay the balance shown to be due by them to the OWNER, then all machinery, equipment, tools or supplies left on the site of the Work shall be turned over to the CONTRACTOR and/or his surety Should the cost to complete the Work exceed the Contract Price, and the CONTRACTOR and/or his surety fail to pay the amount due the OWNER within the time designated above, and there remains any machinery, equipment, tools, matenals or supplies which are the property of CONTRACTOR on the site of the Work, notice thereof, together with an itemized list of such equipment and materials, shall be mailed to the CONTRACTOR and his surety at the respective addresses designated in the Contract, provided, however, that actual written notice given in any manner will satisfy this condition. After mailing or other giving of such notice, such property shall be held at the nsk of the CONTRACTOR and his surety, subject only to the duty of the OWNER to exercise ordinary care to protect such property After fifteen (15) days from the date of such notice, the OWNER may sell such property, equipment, tools, materials or supplies, and apply the net sum derived from such sale to the credit of the CONTRACTOR and his surety Such sale may be made at either public or private sale, with or without notice, as the OWNER may elect. The OWNER shall release any machinery, equipment, tools, materials or supplies, which remain on the Work, and belong to persons other than the CONTRACTOR or his surety, to their reputed owners. 05/2008 00700-32 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 8 02 SUPPLEMENTATION OF CONTRACTOR FORCES If CONTRACTOR at any time shall, in OWNER'S sole opinion, fail to furnish skilled workers, suitable materials, supplies or adequate equipment sufficient for the prompt, timely and diligent prosecution of the Work in accordance with OWNER'S direction, OWNER shall have the right, without prejudice to the exercise of other remedies for the same default and without fully taking over the Work, to supplement CONTRACTOR's forces and to expedite delivery of and to procure and furnish such workers, materials, tools, supplies or equipment for CONTRACTOR's account by employing other contractors and suppliers engaged in the same class of work and charge the entire cost thereof to CONTRACTOR, said cost to be deducted from sums due or to become due to CONTRACTOR under the Contract or any other agreement with OWNER or any parent, subsidiary or affiliate of OWNER. 8 03 CUMULATIVE REMEDIES & SPECIFIC PERFORMANCE. All nghts and remedies of OWNER, under the terms of the Contract and/or available at law or in equity, are cumulative. In the event CONTRACTOR or any of its subcontractors, vendors or suppliers fails or refuses for any reason to provide timely manufacture, fabrication, delivery, installation, erection, construction or completion of any supplies, materials, expendables, equipment, machinery, accessories or appurtenances to be furnished hereunder, CONTRACTOR acknowledges and agrees that such items are required, necessary, essentially unique to the Project and the Work and will cause irreparable harm to OWNER and the Project if not furnished in accordance with the Contract, and OWNER shall have the right to obtain a decree of specific performance and mandatory injunctive relief from any Court of competent jurisdiction to ensure the timely furnishing of such items. 8 04 CROSS-DEFAULT If, for any reason, CONTRACTOR is declared in default and/or terminated by OWNER under any other agreement with OWNER, whether related to the Project or not related to the Project, OWNER shall have the right to offset and apply any amounts which might be owed to OWNER by CONTRACTOR under any other such agreements against any earned but unpaid amounts owing to CONTRACTOR by OWNER under the Contract, any retainage earned by CONTRACTOR under the Contract or any unearned, unpaid amount under the Contract. 8 05 INSOLVENCY It is recognized that if CONTRACTOR becomes a debtor in voluntary or involuntary bankruptcy proceedings, makes a general assignment for the benefit of creditors, or if a receiver is appointed on account of his insolvency, such events could seriously impair or frustrate CONTRACTOR's performance of the Work. Accordingly, it is agreed that should CONTRACTOR become a debtor in bankruptcy, either voluntary or involuntary, CONTRACTOR shall notify OWNER in writing within twenty-four (24) hours of the filing with the bankruptcy court. Further, it is agreed that upon occurrence of any one or more such events, OWNER shall be entitled to request of CONTRACTOR or its successors, trustees or receivers, adequate assurances of future performance. In the event such adequate assurances are not given to the reasonable satisfaction of OWNER within seventy-two (72) hours of such request, OWNER shall have the right to immediately invoke the remedies of this Section 8 or as provided by law Pending receipt of such adequate assurances of such future performance, OWNER may proceed with the Work on a temporary basis and deduct the costs, plus reasonable overhead and profit, from any amounts due or which may become due to CONTRACTOR under the Contract or any other agreement with OWNER. In this regard, OWNER and CONTRACTOR agree that delays in performance could result in more damages to CONTRACTOR than would be sustained if OWNER failed to exercise such remedies. 05/2008 00700-33 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 8 06 CONTINGENT ASSIGNMENT CONTRACTOR hereby assigns to OWNER, all of CONTRACTOR's rights under and interest in any and all subcontracts and/or purchase orders entered into by CONTRACTOR pursuant to this Agreement, such assignment to become effective upon CONTRACTOR's default under this Agreement or OWNER's termination of this Contract, and OWNER's acceptance of such assignment. Upon CONTRACTOR's default or OWNER's termination of this Contract, OWNER may, in the event there is no performance bond for the Contract, or in the event the performance bond surety fails to complete the Contract, or if OWNER otherwise so elects in its sole discretion, accept such assignment by written notice of such acceptance to CONTRACTOR and subcontractor, and may require subcontractors to perform all of the then unperformed duties and obligations under the subcontract, for the direct benefit of OWNER. In the event OWNER requires such performance by a subcontractor, then OWNER shall be obligated to pay such subcontractor any amounts due and owing under the terms of the subcontract/purchase order, at the subcontract prices and rates, and subject to any rights of withholding or offset and other terms and conditions of the subcontract, for all work properly performed by,such subcontractor, to the date of OWNER's acceptance and thereafter OWNER's liability in this connection, however, shall not exceed the amount obtained by subtracting all payments made by CONTRACTOR to subcontractor from the Subcontract Price at the time of CONTRACTOR's default or OWNER's termination of CONTRACTOR. CONTRACTOR shall include a provision in its subcontracts that allows such assignment and allows OWNER to take these actions, and further provides that in the event of CONTRACTOR's termination for default, the subcontractor agrees to give the OWNER or its agent the nght to inspect all books and records of subcontractor relating to the Work. 8 07 WAIVER OF CONSEQUENTIAL DAMAGES CONTRACTOR expressly waives any and all claims for consequential damages against OWNER arising out of or related to this Contract, or any other agreements between CONTRACTOR and OWNER, including, but not limited to, claims for damages incurred by CONTRACTOR for principal office expenses, including the compensation of personnel stationed there, losses of financing, bonding capacity, business and reputation, and claims for lost profit, whether on this Contract or otherwise. 8 08 TERMINATION FOR CONVENIENCE OWNER may at its sole discretion, upon five (5) days written notice to CONTRACTOR, terminate this Contract, in whole or in part, if and when OWNER determines that it is in the best interest of OWNER to do so Upon receipt of such written notice from OWNER, CONTRACTOR shall cease all terminated Work and take reasonable precautions to protect and preserve such work, and shall take all reasonable measures after consultation with OWNER to terminate or assign to OWNER all subcontracts, purchase orders or other commitments related to the Work or the Project on terms and conditions acceptable to OWNER. CONTRACTOR will be paid for all Work performed in stnct accordance with the Contract Documents, based upon the Contract Price and the percentage of completion on the date of termination, and less amounts previously paid, subject to any reasonable backcharges attributable to CONTRACTOR's failure to comply with any of the provisions of this Contract and further subject to the other terms of this Contract regarding payment. In no event will CONTRACTOR receive or be entitled to any payment or compensation whatsoever for mtemiption of business or loss of business opportunities, any other items of consequential damages, for overhead or loss of profits on the unperformed Work and/or services and unfurnished materials or for any intangible, impact or similarly described cost, damages or expense, and under no circumstances shall the total sum paid to or received by CONTRACTOR under this Contract 05/2008 6 00700-34 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT exceed the Contract Price The compensation provided herein shall be CONTRACTOR's sole and exclusive remedy arising out of a termination for convenience. 8 09 DEFAULT BY OWNER. In case the OWNER shall default on its material obligations under this Contract, other than OWNER's failure to pay CONTRACTOR an undisputed amount due within the time limits provided in the Contract or applicable law, as addressed by Section 6 13 of this Agreement, and shall fail or refuse to cure, or to commence and diligently pursue cure of such default within fifteen (15) days after written notification by the CONTRACTOR, then the CONTRACTOR may suspend or wholly abandon the Work, and may remove therefrom all machinery, tools and equipment, and all materials on the site of the Work that have not been included in payments to the CONTRACTOR and have not been incorporated into the Work. And thereupon, the ENGINEER shall make an estimate of the total amount earned by the CONTRACTOR, which estimate shall include the value of all Work actually completed by said CONTRACTOR (at the Contract Prices), the value of all partially competed Work at a fair and equitable price, and the amount of all Extra Work performed at the prices agreed upon, or provided for by the terms of this Contract, and a reasonable sum to cover the cost of any provisions made by the CONTRACTOR to carry the whole Work to completion and which cannot be utilized. The ENGINEER shall then make a final statement of the balance due the CONTRACTOR by deducting from the above estimate all previous payments by the OWNER and all other sums that may be retained by the OWNER under the terms of this Agreement, and shall present the same to the OWNER, and OWNER's payment of said sum to the CONTRACTOR, on or before thirty (30) days after OWNER's receipt of such statement, shall satisfy any and all rights, claims or causes of action of CONTRACTOR arising out of or related to such default by OWNER, and shall be CONTRACTOR's sole and exclusive remedy for such default. A disputed or unilateral claim by the Contractor cannot by itself constitute a default hereunder 9.0 DISPUTE RESOLUTION Any dispute or pending claim or dispute resolution process between OWNER and CONTRACTOR shall not excuse or relieve CONTRACTOR of its obligations cinder the Contract, and CONTRACTOR shall diligently prosecute the Work notwithstanding any pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. All claims, disputes and other matters in question arising out of or relating to, the Contract, or the breach thereof, shall be subject to mediation as a condition precedent to any other dispute resolution process as may be selected by OWNER. Unless mutually agreed otherwise the mediation shall be conducted by a third party who will be selected by agreement between OWNER and CONTRACTOR, and Request for Mediation shall be filed with the other party The parties shall share the mediator's fee and any filing fees equally If a claim, dispute or other matter in question between OWNER and CONTRACTOR involves the work of a subcontractor or supplier, OWNER or CONTRACTOR may join such subcontractor or supplier as a party to any mediation proceeding between OWNER and CONTRACTOR hereunder CONTRACTOR shall include in all subcontracts and/or purchase orders related to the Work a specific provision whereby the subcontractor or supplier consents to being joined in mediation between OWNER and CONTRACTOR involving the work of such subcontractor or supplier 05/2008 00700-35 of 36 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT This Contract shall be governed by the laws of the State of Texas and shall be considered performable in Brazona County, Texas, for venue purposes. Further, the OWNER and CONTRACTOR stipulate that venue for any dispute resolution proceeding involving or touching upon the Contract other than the conduct of an arbitration hearing shall be in Brazona County, Texas, or, if such choice of venue is prohibited or unenforceable by law, shall be held in the county where the Project is located. CONTRACTOR agrees to pay OWNER all reasonable attorneys' fees incurred by OWNER in the event OWNER seeks to enforce any provision of this Contract whether by arbitration or other dispute resolution process. Further, in the event OWNER defends any claim instituted by CONTRACTOR against OWNER, whether in arbitration or other dispute resolution process, CONTRACTOR agrees to pay OWNER all reasonable attorneys' fees incurred by OWNER in defending such claim provided OWNER is the prevailing party, in whole or in part, in such proceeding. 05/2008 00700-36 of 36 CITY OF PEARLAND PRESSURE GROUTING Section 03554 PRESSURE GROUTING 1.00 GENERAL 1 01 SECTION INCLUDES A. Furnishing and placing of grout in the existing water or sanitary line to be abandoned. 1 02 MEASUREMENT AND PAYMENT A Unit Prices. No separate payment will be made for work performed under this Section Include the cost of such work in contract unit prices for which it is a component part. 103 REFERENCES ASTM C 109 Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-inch or 50-mm Cube Specimens) ASTM C 138 Test Method for Unit Weight,Yield, and Air Content (Gravimetric) of Concrete ASTM C 144 Standard Specification for Masonry Mortar ASTM C 150 Standard Specification for Portland Cement ASTM C 403 Test Method for Time of Setting of Concrete Mixtures by Penetration Resistance ASTM C 495 Test Method for Compressive Strength of Lightweight Insulating Concrete ASTM C 618 Standard Specification for Fly Ash and Raw or Calcined Natural Pozzolan for use as a Mineral Admixture in Portland Cement Concrete CRD C 621 Specification for Non-shrink Grout 104 SUBMITTALS A At least 10 days prior to grouting, submit information on equipment, grout mixes and procedures in accordance with Section 01350 - Submittals. Shop drawings and product data shall include but not be limited to the following: 1 Detailed descriptions of equipment and operational procedures to accomplish the annular grouting operation, including mixing and pumping schedule, grouting pressures, rates of pumping, and methods for monitoring the effectiveness of the grouting. 2 Detailed descriptions and drawings indicating proposed locations, of surface mixing equipment, subsurface injection points, flow lines, waste grout recovery, grout pressure limiting equipment,bulkheads, and venting system. Show details of bulkhead design 03554- 1 of 4 CITY OF PEARLAND PRESSURE GROUTING 3 Grout mix design and trial mix tests,with set time, compressive strength and density test results. 4 Qualifications and experience of grout mix applicator B During pressure grouting operations,maintain and submit daily logs of grouting operations including pressure, grout volume pumped and such other data as may be required by the City Engineer 1 05 PERFORMANCE REQUIREMENTS A. Design grout mix to be pumped through a 2-inch-diameter hose for a distance of 1000 feet, with a maximum allowable pressure at point of placement of 5 psi The cast density shall be 55 pcf plus or minus 5 pcf Minimum penetration resistance after 24 hours shall be 100 psi in accordance with ASTM C 403 The minimum compressive strength at 28 days shall be 200 psi in accordance with ASTM C 495 Grout mix shall have less than 1 percent shrinkage by volume B The application system shall have sufficient gages,monitoring devices and tests to determine the efficiency and effectiveness of the grouting work and provide a means of accurately determining the amount of grout injected. Contractor shall be prepared to modify the operation should grouting not perform as proposed. Such modifications and changes shall be done in a timely manner to avoid unnecessary delay in completion of the Project. C No deleterious amounts of toxic or other poisonous substances shall be included in the grout mix nor otherwise injected underground. 2.00 PRODUCTS 2.01 MANUFACTURERS/APPLICATORS A The applicator of the grout mix shall be certified by the grout mix manufacturer and approved by the City Engineer The certified applicator shall be regularly engaged in the placement of grout, including completion of pipeline grouting installations having at least 1,000 cubic yards in the past 3 years. 2.02 MATERIALS A. Cement: Comply with ASTM C 150 Pozzolans and other cementitious materials are permitted. B Fly Ash Comply with ASTM C 618,either Type C or Type F shall be used. C Sand, if provided, shall conform to ASTM C 144,except as modified below- U.S Standard Percent Passing Sieve Size by Weight No 16 100 No 30 60- 85 03554-2 of 4 CITY OF PEARLAND PRESSURE GROUTING No 50 10 - 35 No 100 5 - 25 No 200 0— 10 D Water Use potable water free from deleterious amounts of alkali, acid,and organic materials which would adversely affect the setting time or strength of the shplining grout. E. Admixtures Admixtures shall be selected by the grout manufacturer to meet performance requirements, improve pumpability, control set time and reduce segregation 1 Use admixtures meeting ASTM C 494 and ASTM C 1017 2 For cellular grout,do not use foam or admixtures that promote steel corrosion 3 Ensure that admixtures used in mix are compatible Provide written confirmation from admixture manufacturers of their compatibility 3.00 EXECUTION 3 01 PREPARATION A. Notify City at least 24 hours in advance of grouting operations. B Select and operate grouting equipment and carry out procedures with sufficient safety and care to avoid damage to existing underground utilities and structures 3 02 EQUIPMENT A Mixers and Pumps System shall mix the grout to a homogeneous consistency Deliver grout to the injection point at a steady pressure with a nonpulsating centrifugal or triplex pump at the mix tank. Provide ways to increase or decrease the water- cement ratio and accurately measure grout component quantities,pumping pressures, and volumes pumped. B Pressure Gauges. 1 Pressure gauges shall be equipped with diaphragm seals,have a working range between 1.5 to 2.0 times the design grout pressure, and have an accuracy within 0.5 percent of full range. 2 Provide one pressure gauge at the point of injection and one pressure gauge at the grout pump 3 Grouting shall not proceed without appropriate gauges in place and in working order 3 03 GROUTING A. Place grout in the existing 16"pipe Completely fill the annular space without deflecting the pipe Test grout equipment and procedures in accordance with approved submittals.Perform testing on the first pipeline segment to be grouted, testing must be performed under observation by the City If the grout does not totally 03554-3 of 4 CITY OF PEARLAND PRESSURE GROUTING fill the pipeline, adjust the procedure or the mix, and rerun the test on the first pipeline segment. 1 Place grout for a given pipeline segment between bulkheads.Place bulkheads at the ends of each pipeline segment. Do not remove bulkheads until after grout has set. 2. Remove or control standing or running water in annular spaces to maintain the correct water ratio of the grout mixture Grout the annular space by injecting grout from one end of the pipeline segment, allowing it to flow toward the other end. 3 Limit pressure on the annular space to prevent damage to the pipe; do not exceed 5 psi Regardless of the pressure, Contractor shall be solely responsible for any damage or distortion to earner pipe due to grouting. At the bulkhead opposite to the point of grouting,provide and monitor an open-ended high point tap or equivalent vent. 4 Pump grout until grout within 0.3 pounds per gallon of specified grout injection density discharges from the end opposite the injection point. This procedure is intended to ensure that the grout is not diluted by extraneous water 5 The drilling of additional injection holes from the surface to facilitate grouting may be allowed if approved by the City 3 04 DEWATERING SYSTEM OPERATION A. Operate dewatenng systems until the grouting of carrier pipe is complete. 3 05 TESTING A. Density Dunng placement of grout,measure density in accordance with ASTM C 138 at least twice per hour Adjust the mix as required to obtain the specified cast density B Sampling- 1 Take 4 test specimens for each 500 cubic yards of grout, or for each 4 hours of placing. 2 Test in accordance with ASTM C 495 except: a. Specimens shall be 3-inch by 6-inch cylinders covered after casting to prevent damage and loss of moisture Moist-cure specimens for at least the first 7 days, perform at least one compressive strength test of each set of samples at 28 days. b Do not over-dry specimens to be tested. Specimens may be tested at any age to monitor compressive strength. The material may require special handling and testing techniques. END OF SECTION 03554-4 of 4 CITY OF PEA1 RLAND BID PROPOSAL Section 00300 BID PROPOSAL Date: 01/22/09 Bid of Texas Sterling Construction Co. ,an individual proprietorship/a corporation organized and existing under the laws of the State of Texas/a partnership consisting of ,for the construction of Magnolia Road Expansion Magnolia Rd.from Veterans Drive to SR 35& John Lizer Rd.from SH 35 to Pearland Parkway City of Pearhrnd,Texas COP PN:T70041 BID NO.:1109-10 (Submitted in Duplicate) To: The Honorable Mayor and City Council of Pearland City of Pearland 3519 Liberty Drive Pearland,Texas 77581 Pursuant to the published invitation to Bidders, and Instructions to Bidders, the undersigned Bidder hereby proposes to do all the work and furnish all necessary superintendence, labor, machinery, equipment, tools and materials, and whatever else may be necessary to complete all the work described in or reasonably inferable from the Contract Documents for the construction of the Magnolia Road Expansion with all related appurtenances, complete, tested,and operational, in accordance with the Plans, and Specifications prepared by the Engineer, Bridgefar mer & Associates, Inc. and Kirst Kosmoski, Inc., TEDSI Infrastructure Group and Knudson & Associates,under the City of Pearland's inspection for the unit prices or applicable prices set forth in Exhibit "A", bid form, which bears the undersigned's initials for identification. It is understood that, in the event any changes are ordered on any part of the Work,the applicable unit prices bid shall apply as additions to or deductions from the total prices for the parts of the Work so changed. The Bid Security required under the Instructions to Bidders is included with this Bid Proposal. The Bidder agrees to submit to the Owner the Qualifications of Bidder, including the Financial Statement of Bidder,as required by the instructions to Bidders if requested to do so as a condition of the Bid review The Bidder binds himself, upon acceptance of his proposal, to execute the Standard Form of Agreement and furnish a Performance Bond and a Payment Bond, each in the amount of one hundred percent (100%) of the total Contract Price, according to the forms included in the Contract Documents, for performing and completing the said work within the time stated and for the prices stated in Exhibit"A"of this proposal. Bidder's Initial's: de 06/2008 00300-t of 15 Addendum No.7 r CITY OF PEARLAND BID PROPOSAL The undersigned Bidder agrees to commence work within ten(I0)]days after the date of a written notice to commence work. It is understood that the Work is to be Substantially Complete within five hundred ten(510)]days after the date of the notice to commence work. Time for Substantial Completion shall begin on the date established by the notice to commence work. The Contractor will pay liquidated damages in the amount(s)specified in Document 00500—Standard Form of Agreement in the event the Work is not Substantially Complete in this time limit. Nu Spec.No. Bid item Description Unit Tot UI�ee Amount Bid I I 01505 MOBILIZATION(MAXIMUM 4%) LS I 77�/ell o0.p 40 v00,6. 2 NOT USED 7 3 01500 PORT CTB(FUR t INST)(LOW PROFXTY I) LF 130 2s,oO 3,7so.O° 4 01500 PORT CTB(FUR&INST)(LOW PROFXTY II) LF 130 is 3,2so " 5 01550 STABILIZED CONSTRUCTION EXIT SY 240 ,,j.N 3 f20. o TYPE 6 01555 TRAFFIC CONTROL AND REGULATION LS 1 `ala«'M c0?w 7 01560 FILTER FABRIC FENCE LF 10,930 •6S g/ago •s� B 01561 REINFORCED FILTER FABRIC FENCE LF MI / /s g Sys. odd 9 0t564 CONTROL OF SURFACE AND GROUND WATER LF 15400 — . zc 3,754.°" TPDES COMPLIANCE:INCLUDING NOI(S), 10 01563 NOT(S),INSPECTIONS 8 REPORTS,STABILIZED LS I /O4OD,°D 0000 EX1T(S),SOURCE CONTROL FOR EROSION I • /p 0 , AND SEDIMENTATION,WASTE COLLECTION& _DISPOSALETC. I I 01570 TRENCH SAFETY SYSTEM IS 17,900 / iv o 171 qoo.to I t2 02200 RIGHT-OF-WAY PREPARATION:INCLUDE4G AC 1146 46 / 00 commaok lSBINA,&WASTE DISPOSAL 3,400. 9b1 2G'1. 13 02220 REMOVING CONCRETE(DRIVEWAYS) SY 1365 3, lc. talc94- 14 02220 REMOVING CONCRETE(SLAB,FOUNDATION, SY 8.700 /. (4 f j (o l b.o• UTILITIES) 15 02220 REMOVING CONCRETE(CURB R GUTTER) LF 3.150 3.oo a a SA e° 16 02220 REMOVING STAB BASE*ASPHPAY SY 22,900 ,j,°O 68 700.00 I 17 02220 REMOVE PLANTER EA 4 50.°' 2&.°' IS 02220 REMOVE STRUCTURE(GRATE INLET) EA 6 / 0 WO.p0 19 02220 REMOVE STRUCTURE(SET) EA 12 / O / 00 ,,l 00 i I r Bidder's Initial's: —� otv2oos 00300.2 of 15 Addenduu 1V CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 20 02220 REMOVE STRUCTURE(PIPE) LF 7.870 r 00.I .!'Q7•0.0° 21 02220 REMOVE STRUCTURE(BOX CULVERT) LF 50 6,40 Zs..z).o 0 22 02220 REMOVE FENCE IF 1.400 23 02220 REMOVE RAILROAD TRACKS LS I /0ae040," /°o,000," • 23A 02220 REMOVE TEMPORARY ASPHALT SY 4,100 ,` °o /� &too °o 2313 02220 REMOVE TEMPORARY DROP INLET TYPE A EA I T - /oa,op /UO ae 24 02316 EXCAVATE ROADSIDE DITCHES LF 600 4 °o se 400 " 25 02316 EXCAVATION AND BACKFILL FOR ROADWAYS CY 22,700 ROADWAY EXCAVATION to.4S /CO0 SO/.®. 26 02317 EXCAVATION AND BACKFILL FOR CY 38,000 STRUCTURES DRAINAGE EXCAVATION �''O 3,1 g00.•O 27 ••n132-2014 EMBANKMENT CY 41,220 (TYC) Z.S'O /03,old." 1 2. 28 02335 SUBGRADE SY 63,800 $Q /83 74,/.°° 8"LIME STAB @8% 29 02335 SUBBASE SY 640 S.oe i+Zoo."6°LIMESTABQ8S4 30 0?333 5 SUBGRADE(ASSUME 210 LB/CY) TON 1,380 _ LIME /t/0°O /93t zoo." 31 02417 241N PIPE(1/4"THK)(STL CASING)(OPEN-CUT) LF 290 93',°O 27# 55'0.aO 32 02417 JACK 80R OR TUN PIPE(24 IN)(1/4"THK)(STL LF 2l0 CASING) 275.pO 5'7 /s o.°' 33 02417 JACK BOR OR TUN PIPE(30 IN)(I/4"THK)(STL IF 200 CASINO) 1100 00 BO,000.60 34 02510 WTR(PVC)(C900,CL ISO)(6 IN) LF 330 '35.eta //,s s o Pc' , 35 02510 WTR(PVC)(C900,CL1 SO)(8IN) LF 205 52" to 6b°.°O 36 02510 WTR(PVC)(C900,CLIS0)(10IN) LF l0 p /20 /o 300.o9 37 02510 WTR(PVC)(C900,CLI50)(12 IN) LF 7.240 eO 00 38 02510 W TR(PVC)(C905,C1235)(16 IN) LP 530 yS.°O 2srl ,fe/O.00 39 02510 wilt(PVC)(C905,CL235)(201N) LP 470 75.00 34, 250.E 40 02510 WET CONNECTIONS EA 13 /j wo 16,900,•o Bidder's Initial's: 06/2008 00300-3 of 15 Addend m No,7 r CITY OF PEAALAND BID PROPOSAL . I Spec.No. Bid Item Description Unit Qtyl Price Amount Ski 41 02510 CUT PLUG dt ABANDON EXIST WTR EA 39 600 s0 ,71 St)00 r 42 025(1 RELOCATE&RECONNECT EXIST WATER EA 13 (075,PI) 8'?7s..o0 METER _ 43 02514 FIRE HYDRANT EA 17 2,Soo 012 47, lo��r 44 02514 REMOVE AND SALVAGE EXIST FIRE HYDRANT EA 10 3 410 31000 0• 45 02515 2"WATER TAPS&SERVICE LINES-SHORT SIDE EA 8 800 00 (Di 040O•ao '- � 46 02515 2'WATER TAPS s SERVICE LINES-LONG SIDE EA 4 /I`co.®p (O,400,oe► - 47 02530 SAN SWR(PVC)(ASTM D3034,SDR:.6)(b IN) LF 120 39 oo e,5664 •p0 48 02540 8'x8'TAPPING SLEEVE&VALVE EA 1 •0 GP OW.00 49 02540 I0'xl0'TAPPING SLEEVE&VALVE EA I ap oD 50 02540 16'x IT TAPPING SLEEVE&VALVE EA I ®p 51 02541 6'RESILIENT WEDGE GATE VALVE EA 1 700.oD 700.a0 52 02541 8'RESILIENT WEDGE GATE VALVE - EA 6 ?OD.") 0pa S,400." 5 02541 12"RESILIENT WEDGE GATE VALVE EA 16 54 02541 16"RESILIENT WEDGE GATE VALVE EA 3 b/ a i8I COO.00 55 02541 20'BUTTERFLY VALVE&BOX EA I 4,OOO.p tow.00 56 02629 JACKING PIPE OR BOX LF 270 JACK&BORE 784'SEC I�DOO.00 274 0oO.60 57 02630 STORM SEWERS LP 360 •0 av 24'CMP Of. 231400, 57A 02630 STORM SEWERS LF 200 yO.Oo 13 000.0° I t'SLOTTED DRAIN 1 58 02630 STORM SEWERS LF 50 30, 00 coo," 12'PVC / _ _ 59 02630 STORM SEWERS LF 2,405 4 3.00 Ws,3 4/5,°O 18'RCP 60 02630 STORM SEWERS LP 1,840 24'RCP 5/•00 4l3oSyo.'� 61 02630 STORM SEWERS LF 410 (9 30' RCP 0.1.O 24, L 0o." 62 02630 STORM SEWERS LF 1830 7.j•Oo f3�,?bo°O 36"RCP Bidder's Initial's: 06/2008 00300-4 of IS Ad urn No.7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Q tal Unit Price Amount Bid 63 02630 STORM SEWERS LF 663 $7'2° 74,ZSS.oe a2•RCP 64 02630 STORM SEWERS LF 500 00 00 4i•RCP /20, l'DD 000. 1 65 02630 STORM SEWERS IF l50 /Zg.00 1q 20a.o° 4'x 3'SI3C 66 02630 STORM SEWERS [.F 36° it 3 a0 44 y 60.o0 6'x3'SEC _ 67 02630 STORM SEWERS LP 710 240.o° I7/v °So.O0 Tx4'SBC 68 02630 STORM SEWERS LF 270 4':4'sBC /3`.00 36 /2.0 0° r 69 02630 STORM SEWERS LF 160 sx4 SEC /74�0 27 00 / 840 70 02630 SEWERS EC , WERS LF 710 203.E i4'# J%O." '71 NOT USED - 72 02630 STORM SEWERS EA I JUNCTION BOX SPECIAL (pQJOppr vp�0O0 ao 73 02631 PRECAST INLETS,HEADWALLS.AND EA 1 oD .o LS WINGWAL DROP INLET TYPE A 3�So0, 3,800. 74 02631 PRECAST INLETS,HEADWALLS,AND EA 9 WINGWALLS GRATE INLET TYPE A 3,800.8O 3e11 too,012 75 02542 SANITARY MANHOLE EA 1 00 4'DIA.MANHOLE il,500.°0 $1,s00 — 1 75A NOT USED . ; —.--- 1. 76 02542 STANDARD STORM MANHOLE EA 23 bI soo.`d ► t sop." 76A 02542 STORM MANHOLE EA 21 00 TYPE M 21000" 4 ZI coo T7 02631 PRECAST METE HEADWALLS,AND EA 51 4 INL 7c�0 ao 234 700 00 WINOWALLS CURB INLET TYPE C / 77A 02631 PRECAST INLETS,HEADWALLS.AND EA 15 WINGWALLS 5'EXTENSION 'S00•A 7 coo .00 78 02631 PRECAST INLETS.HEADWALLS,AND EA 3 gtomeO /So oop.i0 WINOWALLS CURB INLET TYPE C.I 79 02631 PRECAST INLETS,HEADWALLS.AND EA 3 RAIL&GRATE INLET(TY II) $1000 21+I 000 w 80 0263! PRECAST INLETS,HEADWALLS.AND EA 16 WINGWALLS FLARED WINGWALL/SAFETY 31000 ao ii8J 000,•0 L____ END TREATMENT SET(151244) _ N 02631 PRECAST INLETS,HEADWALLS.AND EA 3 WINGWALLS FLARED WINGWALL/SAFETY 4I0°o w 12J 000•w END TREATMENT SET(14'101 - S2 02631 PRECAST INLETS,HEADWALLS.AND EA 1 WINGWALLS FLARED WINGWALL I SAFETY (ao 6se° (001000• 00 END TREATMENT SETB-SW-0(H=31 Bidder's Initial's: 0fd200S 00300-5 of 15 Addeo ,.7 CITY OFPE'RRLAND BID PROPOSAL ' Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 83 02631 PRECAST INLETS,HEADWALLS,AND EA 3 WINGWALLS FLARED WINGWALL/SAFETY /7,Oao.°D 5i/000,ID END TREATMENT PW-0(E'3') 84 0263I PRECAST INLETS,HEADWALLS,AND EA 3 i7 p �') DOG,es WINGWALLS FLARED WINOWALL/SAFETY /0o0 / END TREATMENT FW.0 (H-1) , 35 02631 PRECAST INLETS,HEADWALLS.AND EA 1 WINGWALLS FLARED WINGWALL/SAFETY /2J0oo•°' al ono END TREATMENT CH-FW-0(DIA=30') L 86 02631 PRECAST INLETS,HEADWALLS,AND EA 7 4 SOD•r 3),'SOO.°rs WINOWALLS DROP INLET TYPE E 87 0263 I PRECAST INLETS,HEADWALLS,AND EA 12 ;,0 0,°0 (Ai 000.n WINGWALLS INLET TYPE AAD t8 02631 PRECAST INLETS,HEADWALLS.AND EA I 4,Ste.m i SDO,ro WNGWALLS INLET TYPE B•B 1 39 02631 PRECAST INLETS,HEADWALLS,AND EA )5 WINGWALLS MAINTENANCE BERM INLET 3j g�~ ¢5/0p0,00 90 02633 ADJUST EXISTING MANHOLES AND VALVE LS I 000.4. (°i 00 o °° BOXES 91 02710 9"HMHL ASPHALTIC CONCRETE BASE COURSE TON 2600 °ct (BLACK BASE) /00•" 2(00,000• 92 02710 6'HMHL ASPHALTIC CONCRETE BASE COURSE SY 490 (BLACK BASE)FOR TRANSITION TO EXISTING be.** 29/400.2 ASPHALT PAVING 93 02741 2"HMHLASPHALTIC CONCRETE SURFACE TON 960 COURSE )Op " 94 000 °o 94 02742 PRIME COAT GAL 59 20 41 0 t/i B O•o 95 02743 TACK COAT GAL 178 20." Si SbO,43° % 02751 6"REINFORCED CONCRETE PAVING SY 670 yO.°O Vol 000.°o 11 MEDIAN SLOPE PAVING(6') 97 02751 CONCRETE PAVEMENT SY 55,800 .,(0,ys Z/foDB/USA ROADWAY(i0') 93 02751 CONCRETE PAVEMENT SY 2,500 40.°0 /00 000. w DRIVEWAY(67 • 99 02751 CONCRETE PAVEMENT -C SY 5,120 35.l4 /dZ/��i.SO SIDEWALK (4') 100 02751 6'REINFORCED CONCRETE PAVING FOR SY 1,150 39.46 81S .00 MEDIAN NOSES 101 02762 WK ZN TEMP&REMOV REFL PAY MRK LF 17,300 .o (W)4'(SLD) .`O 10i 380. 102 02762 WK ZN TEMP&REMOV REPL PAV MRK LF 17,300 •loG /O 3130 00 (Y)4'(SLD) / 103 03770 CURD,CURS is GUTTER,AND HEADERS LF 27.033 jD 1.7 ce2.s0 MONOUT IC CURB ' / 104 02811 2•SCH 80 PVC CONDUIT LF 1,650 a.to IIW Bidder's Initial's: 06/2008 00300-6 of IS Addend No.7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid item Description Unit Total Unit P Qty Price Amount Bid 105 02811 6"SCH 40 PVC SLEEVE LF 73S 8.00 5,680 00 106 02811 6"SCH 40 PVC SLEEVE/BORE @ VETERANS LF 80 224°O it7100." 107 02211 INSTALLATION AND MATERIALS FOR SPRAY SF v 57,017 ,7,3 1,/OZZ. 41 ONES 108 02811 QUICK COUPLERS EA 26 S$.e0 / Too, 00 I 109 02811 CONTROLLER W/PEDESTAL EA 3 110 02811 INSTALLATION AND MATERIALS FOR TREE EA 134 BUBBLERS-2/rREE(BASED ON TREE 9 o.w 12,060. e 0 QUANTITY-134) 111 02811 BACK FLOW PREVENTER-FEBCO#7652INCH EA 3 1 c,°° 1, 'I di as.00 112 02811 PVB ENCLOSURE-HOT BOX#LD2 EA 3 0o 11285.de 3,8SS, 113 02811 WATER METER-CITY OF PEARLAND EA 3 Z,950,m e,25O." STANDARD FOR 2 114 0281 l INSTALLATION AND MATERIALS FOR LP PANEL EA 3 ON RACK-INCLUDING RACK*ELECTRICAL. 3,Soo." /0,coo,00 CONNECTION 115 02811 1 YEAR MAINTENANCE OF PLANTING SF 5,833 ,I V (EXCLUDING GRASS)AND IRRIGATION FROM I.O= 5 94q, DATE OP SUBSTANTIAL COMPLETION 116 0_2821 CHAIN LINK FENCE LF 240 29.00 (A1 7 20, (INSTALL)(8') III 02921 HYDRO-MULCH SEEDING AC 8.65 (DRAINAGE CHANNELS,PONDS AND DITCHES) I 4,7S'111 I Z7,41S"!.7s I III 02931 45 GAL CRAPE MYRTLE'NATCHEZ-8'HT,MULTI EA 43 TRUNK 233°O /o,234.'0 119 02931 45 GALt CRAPEMYRTLE'T(JSCORORA'•8'HT, EA 57 224.00 12 494.oO MULTITRUNK 120 02931 30 GAL WAX MYRTLE.-6'HT MULTI TRUNK EA 34 00 3,t42.0p 93. _ 121 02931 I GAL"CHICAGO SUNRISE"DAYLILY EA 255 3,75 3,204..25. 01,,=S r 122 02931 3 GAL KNOCK OUT SHRUB ROSE EA 262 4.2s 2,423so 123 02931 l GAL MEXICAN FEATHER GRASS EA 700 3.Oo 24100." 124 02931 BERMUDA PREP&HYDRO-MULCH SF 505,962 (LANDSCAPE PLANS ONLY) 04 2O,Z3SiZ 12S 02931 BERMUDA PREP&SOD SY 1.648 - �IZ 3 40 (o, 7,zo 126 02931 STEEL EDGE LF 165 2." `I Z4,ro 127 02931 PREPARED LANDSCAPE SOIL-BEDS CY 108 4a,2r# g,ZIZ as Bidder's Initial's: 06/2008 00300-7 of 15 Addend m No.7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Price 128 02931 LANDSCAPE MULCH-BEDS&TREE WELLS CY - 63 39,00 2 y Cl °0 129 02981 4BLASTCLEANING OF PAVEMENT LF 12.300 . is I,Sqq.°°130 02981 BLAST CLEANING OF PAVEMENT LF 5.000 s" . 2S I 131 02981 BLAST CLEANING OF PAVEMENT LF 130 12' .49 t,3.°0 132 02981 BLAST CLEANING OF PAVEMENT LF SOS 24" ,qg liti4 90 133 02981 BLAST CLEANING OF PAVEMENT SF 3,024 • WORDS OR SYMBOLS .7 2123'l,71. 134 02981 BLAST CLEANING OF PAVEMENT EA II MEDIAN NOSE AND ISLAND 51 00 C*,+q OO 133 03300 5'SLOPE PAVING W/2'TOE WALL SY 190 s,4 _ o,TZ1 70 136 03300 CONCRETE CY 440 CONCRETE PILOT CHANNEL(5 IN) 3413 i e//vo.40 137 03300 CONCRETE CY 30 - CONC SLOPE PAVING(6 IN) 365 iS it,07160 138 03300 CONC SLOPE PAVING(4 IN) CY 250 tt S0 3bT. 91)StZ•. 139 03300 CONC SLOPE PAVING CY 40 (MOW STRIP) (4 IN) Sta.". lab fo9m.•• 140 03315 INTERLOCKING FLEXIBLE REVETMENT SY 714 3g:05 Zs /`a'80 SYSTEM I41 05500 GALVANIZED OIJTMLL RACK IS 1 142 10146 PORTABLE MESSAGE SIGN r LS 2 » 26,cue 5o,Wo 143 16724 OPTICOM DETECTOR EA 12 �® .o $oo, 4i v oD, 143A •4 0132-2028 CEMENT STABLIZED BACKFILL CY 220 tic�4 0�ma.$0 144 ••0341-2120 D-OR HMA(QCQA)'MD SAC•B PG70-22 TON - 70 2"Hamm ASPHALTIC CONCRETE lSD /0/500 90 144A 1•0400-2005 CEMENT STABLIZL3D SAND CY 860 M.14 54,176.40 145 •"0400-2008 CUT AND RESTORE PAVEMENT(ASPH) SY 210 34).ao if 5.b O •° 146 ""0416.2001 DRILLED SHAFT FOUNDATIONS LF 90 61.1a 4 IO ID.70 18"DIA 147 ••0416-2004 DRILLED SHAFT FOUNDATIONS LF 1.900 36'DIA l l�, W VIP $b1i,°O 148 NOT USED .�• ... Bidder's Initial's: 06/2008 00300-8 of 15 Addeo No.7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid item Description Unit TQottyal Unit Amount Bid Price 1 149 ••0416.2032 DRILL SHAFT(TRF SIG POLE)(36") LF 41 gQ o0 7'7' O,o° ISO ••0416-2034 DRILL SHAFT(TRF SIG POLEX4r) LF 154 3 5-0 O0 S 3.9QD 00 151 "0420.2003 CONCRETE STRUCTURES CY 70 Op e0 ABUT CL'C �'� �18���10. 132 ••0420-2004 CONCRETE STRUCTURES CY 230 s3(P,°! 123,2q1.5 0 BENT CI."C" 153 ••0420-2033 CONCRETE STRUCTURES CY 120 APPRSLABCL'S• lDO•o0 •tB,000,°o r 154 "0422-2001 REINFORCED CONCRETE SLAB SF 32,800 !1,B2 3 61,(o R i°i o0 155 ••0423-2001 RETAINING WALL SF 14,200 (MSE) 26,46 stags 200.o0 156 ••0425-2004 PRESTRESSED CONCRETE BEAM LF 4,300 124 9 ' Sq S,oz c« TYPE'LV' 1S7 ••0428-2001 CONCRETE SURFACE TREATMENT SY 3.600 3.5D ! to0O,oo CLASS 1 1 138 "0442-2005 STR STL LB 5,000 SSI OOG ao MISCELLANEOUS S'oO 159 ••0450.2007 +RAILING LF 1.370 °p o0 TYPE TSOt 34. eit ,5 60 160 "0450-2019 RAILING LF 1.290 y 7,q (00,`,30.00 TYPE CS01 161 ••0450-2026 RAILING LF 1,910 sp.00 9 c,COO o TYPE PR2 0 162 ••0450-211I RAILING LF 120 3S CO 4,200. 00 CONCRETE PARAPET 163 ''•0454-2009 SEALED EXPANSION JOINT LF 130 1.70,oD 227100. (5")SEJ-A 164 ••0506-2034 EROSION CONTROL LOGS LF 1,480 64.1‘ 7,030,6° iv 165 ••0306-2003 ROCK FILL LTER DAM TYPE 3 LF 70 y 2.00 2 40,o0 INSTA 166 ••0506.2009 ROCK FILTER DAM TYPE 3 LF 70 6'00 4 W 00 REMOVE 167 "0531-2005 PEDESTRIAN RAMPS EA 29 TYPE I 124b,00 37,SB4.°O 168 is 0531.2010 PEDESTRIAN RAMPS EA 2 !VW!. 2 5'9 2 o0 TYPE? _ 169 ••0531-2018 PED DRIVEWAY RAMPS EA la !29f<°o 13,3Z8-.o 170 ••0540-2011 MBGF(TRANSITION) LA 2 1450 00 3,4ao aO 171 ••0344-2001 MBGF(GET) EA 2 2 gleD•o q•q`o..o Bidder's Initial's: 0612008 00300-9 of 15 Addendu No.7 CITY OF PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit ty Price Amount Bid 172 NOT USED ...... ...... 173 NOT USED .^.. 174 NOT USED 175 "0618-3018 CONDT(PVC)(SCHD 40)(2') LF 9,000 6. 41 SGO.oO , - - 176 ••0618-2052 CONDT(RM)(2") LF 1,700 , /S.COCO25,SOLO � 177 ••0618-2035 CONDUIT(PVC)(SCHD 80)(2')(BORE) LF 1,040 4.g0 9 88O 60 178 ••0618-2039 CONDUIT(PVC)(SCHD 80)(3")(BORE) LF 1,450 14 so 00 179 ••0618-2056 CONDUIT(RM)(3") LF 300 27.pp 91100. do 180 "0620-2009 ELEC CONDR(NO.6)BARE LF 3,095 .4 S 2a elgo_zs 181 NOT USED 182 ••0620.2007 ELEC CONDUCTOR(NO.4)BARE LF 195 183 ••0620-2008 ELEC CONDUCTOR(NO.4)INSULATED LF 390 i.4 0 5q(0.0 0 184 ••062I-2002 TRAY CABLE(3 CONDR)(12 AWO) LF 1,190 ,, op t/140.1241 185 •••0624-200X GROUND BOX EA 25 ZS..pp a1 Z7:0.o0 126 ••0624-2014 GROUND BOX TY D(162922)W/APRON EA 18 760.a6 !31 Soo..e I V ••0628.2100 ELEC SERV TY D(120/240)070(NS)SS(E)SP(0) EA 3 VD°0O !O S-60.®o I83 ••0644-2056 REMOVE&.RELOCATE SM RD SN SUP&AM EA 2 670..4° 11 ZOO .o 189 ••0644-2048 -INS SMRDSNSUPRAMTYDNT(1)UA(P) EA 16 3 30.00 6,2g o 00 I90 ••0644-2049 INS SBA RD SN SUP&AM TY TWT(1)UA(T) BA 2 0 720 •�o 340, 191 ••0644.2060 REMOVE SM RD SN SUP R<AM EA 29 SO,op 1/q So 4* J 192 NOT USED 193 ••0644 RELOCATE ANDNOR REMOVE AND DISPOSE LS 1 00 EXISTING STREET SIGNS 3 00, 194 ••0644 TRAFFIC SIGNS(INCLUDES STOP SIGNS WITH EA 35 p p0O.00 STREET NAME PLAQUES PER CITY STDS.), WOO. Z i 1 DIAMOND GRADE Bidder's Initial's: 06/2008 00500-10 of 15 Add m No.7 CITY OF PEARLIIND BID PROPOSAL Spec.No. Bid Item De3cript(oo Unit Total Unit Amount Bid Qtq Price 195 ••0666-21213 REFLECTORIZED PAVEMENT MARKINGS TY 1 LF 4.600 4'BROKEN WHITE .?S 31 yS0 196 "0666-2012 REFLECTORIZED PAVEMENT MARKINGS TY 1 IF 1,050 _ 4"SOLID WHITE '6? 197 '•0666-:036 REFLECTORIZED PAVEMENT MARKINGS TY I LF 4,700 f.op 700.62 8'SOLID WHITE 198 ••06664E42 REFLECTORIZED PAVEMENT MARKINGS TY 1 LF 90 12"SOLID WHCTE 2'3O 207•.0 199 ••0666-2048 REFLECTORIZED PAVEMENT MARKINGS TY I LF SOS Sp 24"SOLID WHITE 4." � 272' 200 "0666-2096 REFLECTORIZED PAVEMENT MARKINGS TV I EA 72 WORDS OR SYMBOLS WHITE !00•p 71 zoo 201 "0666-2105 REFLECTORIZED PAVEMENT MARKINGS TY I LF 320 4'BROKEN YELLOW •t811 204,ec 202 ••0666.21 1 I REFLECTORIZED PAVEMENT MARKINGS TY 1 LF 6,400 4"SOLID YELLOW '4o 21540'•O 203 ••0666.2123 REFLECORIZED PAVEMENT MARKINGS TYI IF 280 °0 ZSO W 1'SOLID YELLOW 204 ••0666.2126 REFLECTORIZED PAVEMENT MARKINGS TY 1 LF 50 2.3o /I C 00 12"SOLID YELLOW 205 ••0666-2141 REFLECTORIZED PAVEMENT MARKINGS 'TY I EA 26 00 MEDIAN NOSE PAINT YELLOW I30• 3.380•°O 206 •+0666•XXXX REFLECTORIZED PAVEMENT MARKINGS TY 1 EA 17 ISLAND NOSE PAINT WHITE I3o,1O Z,?J O AI 207 ••06)2-2015 REFLECTORTLED PAVEMENT MARKINGS EA 162 147 v 8 2V.Z o REFL PAV MRK TY II-A-A S, 208 ••0672.2017 REFLECTORIZED PAVEMENT MARKINGS EA 504 10 11d REFL PAV MRK TY II-C-R s• 2,CW' 209 ••0680.2003 INSTALL HWY TRF SIG(SYSTEM) EA 3 1tp/Oppp IZ01000•00 210 ••0682-2001 BACK PLATE(12 IN(3 SEC) EA 26 00 f'6 9 0'00 211 "0682-2002 BACK PLATE(12 IN)(4 SEC) EA 10 6,3..0 890,oo 212 ••0682.2014 PED SIG SEC(12 IN)LED(2 INDICATIONS) EA 24 yroo•°0 il�040,00 213 ••0682-2022 VEH SIG SEC(12 IN)LED CORN ARW) EA 10 200.iO 2-1 OW. 214 ••06124023 VEH SIG SEC(12 IN)LED(GRN) EA 28 4 00 225 0° ,3 00. 215 ••0612-2024 VEH SIG SEC(12 IN)LED(YEL ARW) EA 8 no•a0 t�9L0,pO 216 ••0612.2025 VEH SIG SEC(12 IN)LED(YEL) EA 28 •p Z6o.'D 7 000 217 ••0682-2027 VEH SIG SEC(12 IN)LED(RED) EA 44 !a c•o0 8 58v o0 Bidder's Initial's: 06/2008 00300.11 of 15 Adden u CITY OF'PEARLAND BID PROPOSAL Spec.No. Bid Item Description Unit Total Unit Amount Bid Qty Price 218 ••0684-2007 TRAF SIG CBL(TY A)(12 AWG)(2 CONDR) LF 3.215 7° 2e 2S0 ;0 219 ••0684-2009 TRAF SIG CBL(TY A)(12 AWG)(4 CONDR) LF 3,335 co ,90 3,00t. 220 ••0684-2012 TRAF SIG CBL(TY A)(12 AWG)(7 CONDR) LF 4,300 + Z . Cr �.GO 221 ••0686-2037 +INS TRF SIG PL AM(S)I ARM(36')LUM EA 2 ro13a0,4 f 21 boo °O -222 ••0686-2045 INS TRF SIG PL AM(S)1 ARM(44')LUM LA I 7,50D a 7,500.tie 225 ••06116.2053 INS TRF SIG PL AM(S)1 ARM(S0)LUM EA I a W t21+0o, 12)000, 224 ••0686-2057 INS TRF SIG PL AM(S)1 ARM(55')LUM EA 2 Al 00 r 3,coo. =ftWo. 225 ••0686-2065 INS TRF SIG PL AM(S)I ARM(65)LUM EA 2Pk 1 ,• •p 226 ••0686.2189 INS TRF SIG PL AM(S)2 ARM(30'-40')LUM EA 1 w /CI 000. f sl 000, 227 ••0686-2213 INS TRF SIG PL AM(S)2 ARM(65'-36)LUM EA I no,500.416 I4,SOO-dD 228 ••0687-2001 FED POLE ASSEMBLY EA 5 •O a 4 000. s-,000. 229 ••0688-2001 PED DETECT(2 INCH PUSH BIN) EA 24 y�..0 ZyS. I 230 ••6006-200I SPREAD SPECTRUM RADIO EA 3 0O 00 2,300. 61900 231 ••6006-2003 HELIAX CABLE LF 545 3.00 t V,1S.00 I 232 ••6006-2004 ANTENNA(OMNI-DIRELTIONAL) EA 1 660 0D 540.°0 " 233 ••6006-2005 .ANTENNA(UNIDIRECTIONAL) EA 2 I /�.00 TO." 234 ••6007-2001 REMOVING TRAFFIC SIGNALS EA 1 a0 00 Qr oo� 21000. 235 ••6266-2001 VIVDS PROCESSOR SYSTEM EA 3 co 00 7�odo 2f,DaV, 236 ••6266.2002 VIVDS CAMERA ASSEMBLY EA 21 I, 00," 21,300,eo 237 ••6266.2003 VIVDS SET UPSYSTEM EA 3 '8�." 114400.o0 238 '•6266.2005 VIVDS COMMUNICATION CABLE(COAXIAL) LF 4,395 l,SO Uf Sq Z.5o SUBTOTAL BASE BID ITRMS r tit.{t3 toy,�n I ' Bidder's Initial's: /,/ 06/2008 00300-12 of 15 Adden. '..7 CITY OF PEARLAND BID PROPOSAL Total Unit Spec.No. Bid Item Description Unit Qty Price Amount Bid EXTRA WORK ITEMS 239 02318 SPECIAL EXCAVATION CY 320 i. 'Pc° 3 20,°0 240 02510 WTR(PVC)(C900,CLISO)(10IN) LF 30 /0.90 3co.00 241 02510 WET CONNECTIONS EA 2 TOO.°D 1,000•°0 242 0251 I RELOCATE&RECONNECT EXIST WATER EA 5 SD• 7S0 °0 METER 243 02515 2"WATER TAPS&SERVICE LINES-SHORT SIDE EA 5 VD 7 cp.°O 3,7s . 244 02515 2•WATER TAPS&SERVICE LINES-LONG SIDE EA 5 245 02531 SAN SWR(PVC)(ASTM D3034.SDR26)(6 IN) EA 1 p 100. 100 j1 246 02531 SAN SWR SERVICE RECON-NEAR SIDE EA 5 ; oo ILI /s,�.00 247 U2531 SAN SWR SERVICE RECON-MR SIDE EA 6 co.O° 31A9 eo 248 02533 REMOVE&REPLACE 16'SAN SWR FORCE MAIN LF 110 3o.oi3 3,300 °° 249 02540 10"x10"TAPPING SLEEVE&VALVE EA 1 it 000,66 1,000.°O 250 02541 10'RESILIENT WEDGE GATE VALVE EA 1 500.1° FOO.'O 251 02541 12'RESILIENT WEDGE GATE VALVE EA I 500." S00, 252 02631 4'DIA.MANHOLE EA 1 •o 4 rp0,'o 4Soo• 253 02318 HAND EXCAVATION AROUND OBSTRUCTIONS CY SO DO 254 02255 EXTRA BANK SAND FOR WATER LINES CY 50 /.p0 co.00 253 02252 EXTRA CEMENT STABILIZED SAND FOR CY 50 CULVERTS /• SO 00 256 0293! LANDSCAPE EASEMENT RESTORATION AC l 2Ivo ° 21700.9° •257 0293I 1 YEAR MAINTENANCE OF GRASS IN MEDIANS LS ! go YdiOOID.b ONLY FROM DATE OF SUBSTANTIAL COMPLETION 258 02931 I ADDITIONAL YEAR TREE MAINTENANCE AND LS I WARRANTY INCLUDING MULCH RING(BASED 10 Ofi• 10 OCO..o ON TREE QUANTITY SUBTOTAL EXTRA WORK ITEMS 79'$1.0 90 TOTAL BID PRICE /3 202i P'19.11 ' '•TXDOTSPECIFICATION NUMBERS /2 20 2 Cl qi o /14_ •••FOR INSTALLATION ONLY TO BE PROVIDED BY CENTERPOINT ENERGY. I Bidder's Initial's: 06/2008 00300- l3 of 15 Addendum No.7 CITY OF PEARLAND BID PROPOSAL ALTERNATE BIDS The City of Pearland desires to accelerate the work for this project. In so doing, the City requests prices for alternate project durations for the work. The Contractor shall submit a price for each Alternate Bid Item as presented. The City will select the bid combination deemed most advantageous to the City, which may or may not include an Alternate Bid. Unit prices for items included in the Base Bid shall apply for all work performed regardless of which Alternate Bid(if any) is chosen. The total project duration AND contract time will be based on the Base Bid duration LESS the Alternate Bid duration(if applicable). In the event the City awards an Alternate Bid for the project, - the Contract Time shall become equivalent to the corresponding Alternate Bid duration. Rain days will be calculated based on the Contract Time. ALTERNATE BID ITEMS: ALTERNATE DESCRIPTION ADD(DEDUCT) BASE BID+ OF DURATION PRICE ALTERNATE A Base Bid Time $ $ LESS 90 Days Soo,000.oo I i �4• a(450 days total) , 12r 423 GZV• B Base Bid Time $ $ LESS 120 Days 414,0,Op0. ..__ ��_�go _. (420 days total) 12/Qn3 t+t�. l _� C Base Bid Time $ „ $ LESS 150.Days to5�i I ' (390 days total) /2r773 0/- 1$1--C. D Base Bid Time $ .. $ LESS 180 Days 850,o00, -L,?j 4 , , (360 days total) , /2 e.973,L2l. `a te It is agreed that the Contract Price may be increased or decreased to cover work added,altered,or deleted by order of the Engineer, in accordance with the provisions of the General Conditions of Agreement. The undersigned agrees that the amounts bid in this Bid Proposal will not be withdrawn or modified for ninety (90) days following date of Bid Proposal opening, or such longer period as may be agreed to in writing by the City of Pearland and Bidder. It is understood that in the event the Successful Bidder fails to enter into the Standard Form of Agreement and/or to furnish a Performance Bond and Payment Bond, each in the amount of one hundred (100) percent of the Contract Price, within ten (10) days of the Notice of Award, the Successful Bidder will forfeit the Bid Security as provided in the Instructions to Bidders. Unless otherwise expressly provided herein,all references to"day(s)"shall mean calendar day(s). (— Bidder's Initial's: 06/2008 00300-14 of 15 Adden m No.7 CITY OF PEARLAND BID PROPOSAL The following Addenda have been received. The modifications to the Bidding Documents noted therein have been considered and all costs thereto are included in the Bid Proposal prices. Addendum No.. 1 Date: 12/24/08 Addendum No. 5 Date: 01/12/09 Addendum No., 2 Date: 12/30/08 Addendum No. 6 Date: 01/13/09 Addendum No. 3 Date: 01/08/09 Addendum No. 7 Date: 01/16/09 Addendum No.. 4 Date: 01/12/09 Addendum No.• Date: Bidder hereby represents that the only person or parties interested in this offer as principals are those named above. Bidder has not directly or indirectly entered into any agreement,participated in any collusion,or otherwise taken any action in restraint of free competitive bidding. I Firm Na - : as -rlin. 'on ,etoti• 'o. By _min... .40111100,''''' Ar 1 NV, Title: -cu+ a ice Pr• -*en Address: 20810 Fembush Lane, Houston, Texas 77073 Phone No: (281)821-9091 ATTEST Christi mith (Seal,If Bidder is a Corporation) (T ted N e) Signs Date: 01/22/2009 END OF SECTION Bidder's Initial's: 06R008 00300-15 of 15 Addend m 7 I CITY OF PEARLAND STANDARD FORM OF AGREEMENT t Section 00500 STANDARD FORM OF AGREEMENT THIS AGREEMENT is by and between City of Pearland(hereinafter called OWNER or City)and Texas',S t P r 1 n g-('.o n G t r'.n r t i n n (hereinafter called CONTRACTOR). OWNER and CONTRACTOR, in' consideration of the mutual covenants hereinafter set forth, agree as follows: Article 1 WORK CONTRACTOR shall complete all work as specified or indicated in or reasonably inferable from the Contract Documents (hereinafter the "Work"). The Work is generally described as follows: Magnolia Road Expansion Magnolia Rd.fromVeterans Drive to SH 35& John L izer Rd.from SH 35 to Pearland Parkway City of Pearland,Texas COP PN:T70041 BID NO.: 1109-10 Article 2. ENGINEER The Work has been designed by Bridgefarmer&Associates,Inc.and Kirst Kosmoski,Inc., TEDSI Infrastructure Group and. Knudson & Associates, who are hereinafter called ENGINEER and who are to assume all duties and responsibilities and have the rights and authority assigned to ENGINEER in the Contract Documents in connection with completion of the Work in accordance with the Contract Documents. Article 3 CONTRACT TIME 3.1 The Work will be Substantially Complete (as defined in Article 1 of the General Conditions) within five hundred and ten (510) days.(including weekends and holidays) from the date when the Contract Time commences to run as provided in paragraph 5.01 of the General Conditions (as revised in the Special Conditions if applicable), and completed and ready for Final Payment within five hundred and forty (540) days from the date when the Contract Time commences to run. No work will be allowed on Sundays. 3.2 Liquidated Damages, OWNER and CONTRACTOR recognize that time is of the essence of this Agreement and that OWNER will suffer financial'loss if the Work is not completed within the times specified in paragraph 3 1 above, plus any extensions thereof allowed in accordance with Article 5 of the General Conditions. OWNER and CONTRACTOR also recognize the delays, expense, and difficulties involved in proving in a legal or arbitration preceding the actual loss suffered by OWNER if the Work is not completed on time. Accordingly, instead of requiring any such proof,OWNER and CONTRACTOR agree that as liquidated damages for 02/2008 00500- 1 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT delay (but not as a penalty) CONTRACTOR shall pay OWNER Three Thousand Dollars ($3,000.001 for each day that expires after the time specified in paragraph 3 1 for Substantial Completion until the Work is substantially complete. After Substantial Completion, if CONTRACTOR shall neglect,refuse or fail to complete the remaining Work within the time set out, in the Certificate of Substantial Completion or any proper extension thereof granted by OWNER, CONTRACTOR shall pay OWNER Three Thousand Dollars ($3,000.00) for each day that expires after the time specified in the Certificate of Substantial Completion for completion and readiness for Final Payment. 3.3 Inspection Time. Working hours for the Pearland Inspection personnel are from 7.30 a.m. to 4.30 p.m., Monday through Friday, excluding City approved holidays. The Contractor shall notify the OWNER of any required inspection overtime work at least 48 hours in advance and shall pay the overtime wages for the required City inspections. Article 4. CONTRACT PRICE 41 OWNER shall pay CONTRACTOR for completion of the Work in strict accordance with the Contract Documents in current funds $1 2 , 502 , 941 . 13 (the"Contract Price"). The Contract Price includes the Base Bid and Alternate(s) #, Alternate A , as accepted by OWNER and Texas Sterling Construction Co . as shown in Document 00300—Bid Proposal. Article 5 PAYMENT PROCEDURES CONTRACTOR shall submit Applications for Payment in accordance with Section 6.0 "Measurement and Payment" of the General Conditions. Application for Payment will be processed by ENGINEER as provided in the General Conditions. 5 1 Progress Payments. OWNER shall make progress payments on account of the Contract Price on the basis of CONTRACTOR's Application for Payment as recommended by ENGINEER as provided below All progress payments will be on the basis of the progress of the Work and actual quantity of Work completed, in accordance with Article 6"Measurement and Payment"of the General Conditions. 5 1 1 Prior to Substantial Completion, progress payments will be made in an amount equal to the percentage or actual quantity of Work complete, but, in each case, less the aggregate of payments previously made and less such amounts as ENGINEER shall determine, or OWNER may withhold, in accordance with the General Conditions. The OWNER shall make payment within 30 days of receipt of application for payment by the ENGINEER. 5 1.2 Each progress payment shall be less retainage as specified in Paragraph 6.06 of the General Conditions, and further less all previous payments and all further sums that may be retained by the OWNER under the terms of this Agreement It is understood, however,that in case the whole work be near 02/2008 00500-2 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT to completion and some unexpected and unusual delay occurs due to no fault or neglect on the part of the CONTRACTOR,the OWNER may upon written recommendation of the ENGINEER pay a reasonable and equitable portion of the retained percentage to the CONTRACTOR, or the CONTRACTOR at the OWNER's option,may be relieved of the obligation to fully complete the Work and, thereupon, the CONTRACTOR shall receive payment of the balance due him under the contract subject only to the conditions stated under"Final Payment." 5.2 Final Payment. Upon final completion and acceptance of the Work in accordance with paragraph 6.08 of the General Conditions,OWNER shall pay the remainder of the Contract Price as recommended by ENGINEER as provided in said paragraph 6.08. Article 6. INTEREST Interest on any overdue payment from OWNER to CONTRACTOR shall be paid in accordance with the provisions of Chapter 2251 of the Texas Government Code, as amended. Article 7 CONTRACTOR'S REPRESENTATIONS In order to induce. OWNER to enter into this Agreement CONTRACTOR makes the following representations: 7 1 CONTRACTOR has familiarized himself with the nature and extent of the Contract Documents, Work, site, locality,and all local conditions and Laws and Regulations that in any manner may affect cost, progress, performance, or furnishing of the Work. 7.2 CONTRACTOR has studied carefully all available surveys, assessments, reports of explorations, investigations, and tests of subsurface conditions and drawings of physical conditions of the site. Such technical reports and drawings are not Contract Documents, and Owner makes no representations or warranties as to the accuracy of such documents or information,or to whether or not they are complete, comprehensive,or all-inclusive. 7.3 CONTRACTOR has obtained and carefully studied (or assumes responsibility for obtaining and carefully studying) all such examinations, investigations, explorations, tests, reports, and studies (in addition to or to supplement those referred to in paragraphs 7.2 above) which pertain to the subsurface or physical conditions at or contiguous to the site or otherwise may affect the cost, progress, performance or furnishing of the Work ,and CONTRACTOR assumes the risk of such subsurface and physical conditions, and shall furnish the Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents, and no additional examinations, investigations,explorations,tests, reports,and studies or similar information or data are or will be required by CONTRACTOR for such purposes. 02/2008 00500-3 of 7 CITY OF PE.ARLAND STANDARD FORM OF AGREEMENT 7 4 CONTRACTOR has reviewed and checked all information and data shown or J indicated on the Contract documents with respect to existing underground facilities at or contiguous to the site and assumes responsibility for the accurate location of said underground facilities. No additional examinations, investigations, explorations, tests, reports, studies or similar information or data in respect of said underground facilities are or will be required by CONTRACTOR in order to perform and finish the Work at the Contract Price,within the Contract Time and in accordance with the other terms and conditions of the Contract Documents. 7.5 CONTRACTOR has correlated the results of all such observations, examinations, investigations,explorations,tests,reports,and studies with the terms and conditions of the Contract Documents. 7.6 CONTRACTOR has given ENGINEER written notice of all conflicts, errors or discrepancies in the Contract Documents of which Contractor knew or should have known, and CONTRACTOR shall perform the Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents, including any written resolution of any such conflict, error or discrepancy by ENGINEER. Article 8. CONTRACT DOCUMENTS The Contract Documents, which comprise the entire agreement between OWNER and CONTRACTOR concerning the Work, consist of the following, each of which are incorporated herein by reference: 8.1 Standard Form of Agreement(Section 00500). 8.2 Performance, Payment, and/or Maintenance Bonds (Sections 00610, 00611, and 00612). 8.3 General Conditions of Agreement (Section 00700), including Attachment No. 1 Workers' Compensation Insurance Coverage, Attachment No. 2 Agreement for Final Payment and Contractor's Sworn Release, and Attachment No. 3 Owner's Insurance Requirements of Contractor 8.4 Special Conditions of Agreement(Section 00800). 8.5 Plans,consisting of sheets numbered 1 through 355 inclusive with attachments with each sheet bearing the following general title:Magnolia Road Expansion. 8.6 Instructions to Bidders and CONTRACTOR's Bid Proposal, including any Addenda referenced therein. 8.7 Technical Specifications for the Work. 8.8 The following, which may be delivered or issued after this Agreement becomes effective: Any Change Orders or other documents amending, modifying, or supplementing the Contract Documents in accordance with the General Conditions. 02/2008 00500-4 of 7 -" CITY OF PEARLAND STANDARD FORM OF AGREEMENT There are no Contract Documents other than those listed above in this Article 8. The Contract Documents may only be amended,modified or supplemented as provided in the General Conditions. Article 9 MISCELLANEOUS 9.1 Terms used in this Agreement which are defined in Section 1, "Definitions and Interpretations" of the General Conditions will have the meanings indicated in the General Conditions. 9.2 No assignment by a party hereto ofany rights under or interests in the Contract Documents will be binding on another party hereto without the written consent of the party sought to be bound; and specifically but without limitation moneys that may become due and moneys that are due may not be assigned without such consent (except to the extent that the effect of this restriction may be limited by law), and unless specifically stated to the contrary in any written consent to an assignment, no assignment will release or discharge the assignor from any duty or responsibility under the Contract Documents. 9.3 OWNER and CONTRACTOR each binds itself, its partners, successors, assigns and legal representative to the other party hereto, its partners, successors, assigns and legal representatives in respect of all covenants, agreements and obligations contained in the Contract Documents. r 9 4 CONTRACTOR agrees to warranty the Work for a period of one (1) year from Substantial Completion against defects in materials and workmanship. CONTRACTOR agrees to repair or replace any defective work within this warranty period in an expeditious manner at no additional cost to OWNER. 9.5 The Work will be completed according to the Contract Documents and in accordance with codes, ordinances, and construction standards of the City of Pearland, and all applicable laws, codes and regulations of governmental authorities. 9.6 In the event any notice period required under the Contract Documents is found to be shorter than any minimum period prescribed by applicable law,the notice period required shall be construed to be the minimum period prescribed by applicable law 9 7 This Contract and the Contract Documents, insofar as they relate in any part or in any way to the Work undertaken therein, constitute the entire agreement between the parties hereto, and it is expressly understood and agreed that there are no agreements or promises by and between said parties, except as aforesaid, and that any additions thereto or changes shall be in writing. 9.8 The provisions of this Contract shall be applied and interpreted in a manner consistent with each other so as to carry out the purposes and the intent of the parties, but if for any reason any provision is unenforceable or invalid, such provisions shall be deemed severed from this Contract and the remaining 02/2008 00500-5 of 7 CITY OP PEARLAND STANDARD FORM OF AGREEMENT provisions shall be carried out with the same force and effect as if the severed provision had not been part of this Contract. 9.9 The headings of the paragraphs are included solely for the convenience of reference and if there is any conflict between the headings and the text of this Contract, the Contract text shall control. 9 10 The waiver of any breach hereof shall not constitute a waiver of any subsequent breach of the same or any other provision hereof. Failure by the OWNER in any instance to insist upon observance or performance by CONTRACTOR shall not be deemed p waiver by CONTRACTOR of any such observance or performance. No waiver will be binding upon OWNER unless in writing and then will be for the particular instance only Payment of any sum by OWNER to CONTRACTOR with knowledge of any breach or default will not be deemed a waiver of such breach or default or any other breach or default. 1 9 11 The CONTRACTOR acknowledges that the OWNER(through its employee handbook)considers the following to be misconduct that is grounds for termination of an,employee of the OWNER:Any fraud,forgery,misappropriation of funds, receiving payment for services not performed or for hours not worked,mishandling or untruthful reporting of money transactions,destruction of assets,embezzlement, accepting materials of value from vendors,or consultants,and/or collecting reimbursement of expenses made for the benefit of the OWNER. The CONTRACTOR agrees that it will not,directly or indirectly;cause an employee of the OWNER to engage in such misconduct. 02/2008 00500-6 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in duplicate. One counterpart, each has been delivered to OWNER and one to CONTRACTOR. This Agreement will be effective upon execution and attestation.by authorized representatives of the City of Pearland and upon the following date: . February 9 ,20a OWNER. CONTRACTOR. CITY OF PEA A ` Texas Sterling Construction Co. --� A4a j By- By- Title: 13 i l l Eisen, City Manager Title: Ter illiamson-Executive Vice President Date: .F d b r u a r y 9, 2009 Date: February 20,.2009 ( orate Seal) ATTEST ;.:r�L: i� -�_,cl ATTEST ,6J Address fo lying n ces Address for giving notices n; r a c t n r of Projects 20810 Fernbush Lane 3519 Liberty Dr. Houston, Texas 77073 Pear.land, TX 77581 Phone: (281) 6 5 7—16 0 0 Phone: (281) 821-9091 Fax: (281) 6 5 2—17 0 6 Fax: (281) 821-2995 . Agent for service of process: END OF SECTION 02/2008 00500-7 of 7 CRY OF PEARLAND „. °i PERFORMANCE BOND ' v Section 0061(1 PERFORMANCE BOND Bond No; 105182623 J STATE OF TEXAS § COUNTY OF BRAZORIA § ' k KNOW ALL MEN BY THESE PRESENTS:That Texas Sterling Construction Co of the City of Houston ,County of Harris , and (State of Texas, as principal, and Travelers Casualty and Surety Company of America authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland as Obligee (Owner), in the penal sum of$ *See Below for the payment whereof, the said. Principal and Surety bind themselves, and their heirs, administrators, executors, successors, and • assigns,jointly and severally,by these presents: WHEREAS, the Princjpal has entered into a certain written contract with the Owner, effective as of the q'M day of t—ibru ,20D7 , (the"Contract")to commence and complete the construction of certain improvenisints described as follows: Magnolia Road Expansion Magnolia Rd.fromVeterans Drive to SH 35& John Lizer Rd.from SH 35 to Pearland Parkway City of Pearland,Texas COP PN:T70041 BID NO.: 1109-10 • which Contract, including the Contract.Documents as defined therein, is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perform said Contract Work and shall in all respects duly and faithfully observe and.perform all and singular the covenants, conditions, and agreements in and by said Contract agreed and covenanted by the'Principal to be observed and performed, and according to the true intent and meaning of said Contract and Contract Documents,then this obligation shall be void;otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in y accordance with the provisions of said Statute to the same extent as if.it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the Work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this bond,and it does hereby waive notice of any such change,extension of time,alteration or addition to the terms of the Contract,or to the Work to be performed thereunder 12/2007 00610-1 of 2 *Twelve Million Five Hundred Two Thousand Nine Hundred Forty One Dollars and Thirteen Cents $12,502,941 13 CITY OF PEAR AND PERFORMANCE BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this 9th day of February ,20 09. Principal: Surety. Texas Sterling Construction Co , 7r4v.-lers Casualty`'and Surety Company of America 0,/,/4/6N By: Terry iliamson - Vice President Title:e Title: Kathleen M Irelan, Attorney-in-Fact Address: Address: 20810 Fernbush 1175 W Long Lake Rd Ste 200 Houston TX 77073 Troy Mi 48098 Telephone: 281-821-9091 Telephone: 248-828-3377 Fax: 281-821-2995 Fax: 248-828-4290 NOTICE: THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE _ OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS • DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-FREE TELEPHONE NUMBER; 1-800-252-3439. • END OF SECTION 122007 00610-2 of 2 CITY OFPEARLAND PAYMENT BOND Section 00611 PAYMENT BOND Bond No 105182623 STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS:That Texas Sterling Construction Co. of the City of Houston ,County of Harris. , and State of Texas, as principal, and Travelers Casualty and Surety Company of America authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland as Obligee (Owner),in the penal sum of$ *See Below for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors, and assigns,jointly and severally,by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner, effective as of the 4'1" day of I-.t,..4 , 20 d`9 (the"Contract")to commence and complete the construction of certain improvems described as follows: Magnolia Road Expansion Magnolia Rd.from Veterans Drive to SH 35& John Lizer Rd.from SIB 35 to Pearland Parkway City of Pearland,Texas COP PN:T70041 BID NO.: 1109-10 which Contract, including the Contract Documents as defined therein, is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall pay all claimants supplying labor or material to him or a subcontractor in the prosecution of the Work provided for in said Contract, then, this obligation shall be void; otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the Work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change,extension of time,alteration or addition to the terms of the Contract,or to the Work to be performed thereunder. 07/2006 00611-1 of 2 * Twelve Million Five Hundred Two Thousand Nine Hundred Forty One Dollars and Thirteen Cents $12,502,941 13 CITY OF PLARLAND PAYMENT BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this 9th day of February 20 09, Principal: Surety- Texas Sterling Constru`tion Co elers Casualty and Surety Company of America iitakittz=2) By: B Terry W' i' mson - Vice President Kathleen M Irelan, Attorney-in-Fact Title: Title: Address: Address: 20810 Fernbush 1175 W Long Lake Rd Ste 200 Houston TX 77073 Troy MI 48098 • Telephone: 281-821-9091 Telephone: 248-828-3377 Fax: 281-821-2998 Fax: 248-828-4290 NOTICE: THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-FREE TELEPHONE NUMBER; 1-800-252-3439. END OF SECTION 07/2006 00611 -2 of 2 CITY OF PEARLAND . ONE-YEAR MAINTENANCE BOND Section 00612 ONE-YEAR MAINTENANCE BOND Bond No 105182623 STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS:ThatTexas Sterling Construction Co. of the City of Houston ,County of Harris , and. State of Texas, as principal, and Travelers Casualty and Surety Company of America authorized under the laws of the State of Texas to act as surety on bonds for principals; are held and firmly bound unto City of Pearland as Obligee (Owner),in the penal sum of$ *See Below for the payment whereof,.the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors, and assigns,jointly and severally,by these presents: WHEREAS, the Princi al has entered into a certain written contract with the Owner, effective as of the day of I-t4 r , 20 ,.(the"Contract")to commence and complete the construction of certain improvemeas described as follows: Magnolia Road Expansion Magnolia Rd.fromVeterans Drive to SH 35& John Lizer Rd.from SH 35 to Pearland Parkway City of Pearland,Texas COP PN:T70041 BID NO.: 1109-10 which Contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully correct all such work not in accordance with the Contract Documents discovered within the one-year period from the date of substantial completion,then this obligation shall be void;otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this bond,and it does hereby waive notice of any such change,extension of time,alteration or addition to the terms of the contract,or to the work to be performed thereunder. 07/2006 00612.1 of 2 * Twelve Million Five Hundred Two Thousand Nine Hundred Forty One Dollars and Thirteen Cents $12,502,941 13 • CITY OF PEARLAND ONE-YEAR MAINTENANCE BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this 9th day of February, . ,20 09 Principal: Surety. Texas Sterling Construction Co XIV lers Casualty`and Surety Company of America 1,17/476CDBy: B , " `')rialif- . erry Wi amson -Vice President Title: Title: Kathleen M Irelan, Attorney-in-Fact Address: Address: 20810 Fernbush 1175 W. Long Lake Rd. Ste. 200 Houston TX 77073 Troy MI 48098 Telephone: 281-821-9091 Telephone: 248,828-3377 Fax: 281-821-2995 Fax: 248-828-4290 NOTICE: THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-FREE TELEPHONE NUMBER; I-800-252-3439. END OF SECTION 0712006 00612-2of2 ° WARNING:THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER TRAVELERS J k POWER OF ATTORNEY Farmington Casualty Company St.Paul Guardian Insurance Company Fidelity and Guaranty Insurance Company St.Paul Mercury Insurance Company Fidelity and Guaranty Insurance Underwriters,Inc. Travelers Casualty and Surety Company Seaboard Surety Company Travelers Casualty and Surety Company of America St.Paul Fire and Marine Insurance Company United States Fidelity and Guaranty Company Attorney-In Fact No. 220435 Certificate No.0 02613861 KNOW ALL MEN BY THESE PRESENTS.That Seaboard Surety Company is a corporation duly organized under the laws of the State of New York,that St.Paul Fire and Marine Insurance Company,St.Paul Guardian Insurance Company and St.Paul Mercury Insurance Company are corporations duly organized under the laws of the State of Minnesota,that Farmington Casualty Company,Travelers Casualty and Surety Company,and Travelers Casualty and Surety Company of America are corporations duly organized under the laws of the State of Connecticut,that United States Fidelity and Guaranty Company is a corporation duly organized under the laws of the State of Maryland,that Fidelity and Guaranty Insurance Company is a corporation duly organized under the laws of the State of Iowa,and that Fidelity and Guaranty Insurance Underwriters,Inc.is a corporation duly organized under the laws of the State of Wisconsin(herein collectively called the"Companies"),and that the Companies do hereby make,constitute and appoint r Ian J Donald,Jeffrey A.Chandler, Kathleen M.Irelan,Robert Trobec,and Alan P Chandler of the City of Troy ,State of Michigan ,their true and lawful Attomey(s)-in-Fact, each in their separate capacity if more than one is named above,to sign,execute,seal and acknowledge any and all bonds,recognizances,conditional undertakings and other writings obligatory in the nature thereof on behalf of the Companies in their business potzuaranteeing the fidelity of persons,guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or pe itiedSin anyaetions or-proceedings allowed by law \Ly' pIP IN WITNESS WHEREOF,the Companies have caused this ins Ito besgne end t eil;corrppo seals to be hereto affixed,this 15th da of September 2007 4 W'` Farmington Casualty Cglnpalny .0 St.Paul Guardian Insurance Company Fidelity and Guaranty Insurancp Company43„, St.Paul Mercury Insurance Company Fidelity and Guaranty nsura4ice�Underwiit'ers,Inc. Travelers Casualty and Surety Company Seaboard Surety Company Travelers Casualty and Surety Company of America St.Paul Fire and Marine Insurance Company United States Fidelity and Guaranty Company . rkl•. GASUA `. I. S rj• FIRE 4 4y pN INf q%N$L w V(ANQ �S�yR Y t� ¢_ o� a of..•..,09 �a e9 ,o s er< o o �`'°P.Pat�r 9 ' 83' �F Two , �y T• y o r- y, P �� 4\ itD ~ • W �J rEO-,!.1" , ? pPORAT �1 o 9r^,, 1982 o carftRAIED:h 927 $ y z g( a u,•co t s h.r:u' m: I - °' ¢ NAciTFORD, t H4HiFOgO'�� I N 1896 N >r ' 1951 - N, emir. ?LSE AL il'i ;.SEAL.X 1 CONN. , COM#' br �� MS 4. q� # .e ,ys� c°� �r• fa•Cf >: a" >d at '1 a I. ! 1• 4•r Of N£Nn ao,Nmcoaa' fs.��a is ra dt ,,at . `ry 4 AKA �'� State of Connecticut By City of Hartford ss. Georg Thompson,•ice President On this the 15th day of September 2007 before me personally appeared George W Thompson,who acknowledged himself to be the Senior Vice President of Farmington Casualty Company, Fidelity and Guaranty Insurance Company,Fidelity and Guaranty Insurance Underwriters,Inc., Seaboard Surety Company, St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company,Travelers Casualty and Surety Company,Travelers Casualty and Surety Company of America,and United States Fidelity and Guaranty Company, and that he,as such,being authorized so to do,executed the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. ft ,TrIn Witness Whereof,I hereunto set my hand and official seal. 'TAA `e(\ C . d. siLECUAL+ My Commission expires the 30th day of June,2011. *O Al8"p * Marie C.Tetreault,Notary Public 58440-5-07 Printed in U.S.A. WARNING:THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER WARNING:THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER ! _ This Power of Attorney is granted under and by the authority of the following resolutions adopted)by the Boards of Directors of Farmington Casualty Company,Fidelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters,Inc., Seaboard Surety Company, St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company,St.Paul Mercury Insurance Company,Travelers Casualty and Surety Company,Travelers Casualty and Surety Company of America,and United States Fidelity and Guaranty Company,which resolutions are now in full force and effect,reading as follows: RESOLVED,that the Chairman,the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice President, any Second Via. President;the Treasurer,any Assistant Treasurer,the Corporate Secretary or any Assistant Secretary may appoint Attorneys-in-Fact and Agents to act for and on behalr of the Company and may give such appointee such authority as his or her certificate of authority may prescribe to sign with the Company's name and seal with the Company's seal bonds,recognizances,contracts of indemnity,and other writings obligatory in the nature of a bond,recognizance,or conditional undertaking,and any of said officers or the Board of Directors at any time may remove any such appointee and revoke the power given him or her;and it is FURTHER RESOLVED,that the Chairman,the President,any Vice Chairman,any Executive Vice President,any Senior Vice President or any Vice President may delegate all or any part of the foregoing authority to one or more officers or employees of this Company,provided that each such delegation is in writing and a copy thereof is filed in the office of the Secretary;and it is FURTHER RESOLVED,that any bond,recognizance,contract of indemnity,or writing obligatory in the nature of a bond,recognizance,or conditional undertaking shall be valid and binding upon the Company when(a)signed by the President,any Vice Chairman,any Executive Vice President,any Senior Vice President or any Vice President,any Second Vice President,the Treasurer,any Assistant Treasurer,the Corporate Secretary or any Assistant Secretary and duly attested and sealed with the Company's seal by a Secretary or Assistant Secretary;or(b)duly executed(under seal,if required)by one or more Attorneys-in-Fact and Agents pursuant to the power prescribed in his or her certificate or their certificates of authority or by one or more Company officers pursuant to a written delegation of authority; and it is FURTHER RESOLVED that the signature of each of the following officers:President,any Executive Vice President,any Senior Vice President,any Vice President, any Assistant Vice President,any Secretary,any Assistant Secretary,and the seal of the Company may be affixed by facsimile to any power of attorney or to any certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secretaries or Attorneys-in-Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof,and any such power of attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding on the Company in the future with respect to any bond or understanding to which it is attached. I,Kori M.Johanson,the undersigned,Assistant Secretary,of Farmington Casualty Company,Fidelity and Guaranty Insurance Company,Fidelity and Guaranty Insurance Underwriters, Inc., Seaboard Surety Company, St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company,Travelers Casualty and Surety Company,Travelers Casualty and SuretyyCojnpaniy-oAmericac and United States Fidelity and Guaranty Company do hereby certify that the above and foregoing is a true and correct copy of the Powe.o � rney xecutted by sq ompanies,which is in full force and effect and has not been revoked. ( j ( * IN TESTIMONY WHEREOF,I have hereunto set my hand and-dffi�C the-seals of Said Copp�antes this 1 day of \( 20 V �� ® °1' car arc Kori M.Johan Assistant Secretary I,SU 1 l I!!, sA r F1AE 1 c ��r v Y �� s ��*W..MSG a+1•' +so q, ,P�tr Aroa s Nor o�STY 4yo 2 opv.A4 ♦ ri.�j •r Q: 9 }'fqJ q.•• c:,_ 4� p u 1982e'0 2 `1�977 'ca""ATrO1 192! C ,/0..M1 m �(voRV�RA>pSm I GOR?ORATf�5 ¢ NARfFORD, i tioaF ,),`�5 IR S #' 1951 N R • �`•SEALASV ��. �� CONN. n R N 1896 t Sy as 9 # o • �.S8AL.D o • g y. � /� * < 4'OF reer 414,";Cte fSA its r,Na >yd+ �a�a� • 0� `r! To verify the authenticity of this Power of Attorney,call 1-800-421-3880 or contact us at www.travelersbond.com.Please refer to the Attorney-In-Fact number,the above-named individuals and the details of the bond to which the power is attached. WARNING:THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER Section 00615 l � PARTIAL WAIVER OF LIEN AND PAYMENT AFFIDAVIT The undersigned contracted with City of Pearland to furnish in connection with certain improvements to real property located in the City of Pearland, TX and owned by the City of Pearland which improvements are described as follows:the re-construction and expansion of Magnolia Road to a 4-lane roadway and the addition of a bridge over the Burlington Northern Santa Fe Railroad,as well as John Lizer Rd from SH 35 to Pearland Parkway In consideration of Pay Estimate No. in the amount of$ the undersigned,on oath,states that all persons and firms who supplied labor and materials to the undersigned in connection with said Project have been fully paid by the undersigned for such work through In consideration of the payment herewith made,the Undersigned does fully and finally release and hold harmless the City of Pearland and its surety, if any,through the above date from any and all claims, liens,or right to claim or lien,arising out of this Project under any applicable bond, law or statue. It_is understood that this affidavit is submitted to induce payment of the above sum and for use by the City of Pearland in assuring the Owner and others that all liens and claims relating to the said Project furnished by the undersigned are paid. Signature Printed Name&Title Company Name State of County of Subscribed and sworn to,before me,this day of ,20 My Commission Expires: Notary Public Revised 12/31/07 CITY OF PEARLAND GENERAL.CONDITIONS OF AGREEMENT Section 00700 GENERAL CONDITIONS OF AGREEMENT TABLE OF CONTENTS Page No. 1.0 DEFINITIONS AND INTERPRETATIONS 1 1.01 Owner,Contractor and Engineer 1 1.02 Contract Documents 1 1.03 Subcontractor 2 1.04 Written Notice 2 1.05 Work 2 1.06 Extra Work 2 1.07 Work Day 1.07-1 Rain Day 1.07-2 Weather Day 1.08 Calendar Day 2 1.09 Substantially Completed 3 1 10 Interpretation of Words and Phrases 3 1 11 Referenced Standards 1.12 Contract Time 3 2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER 3 2.01 Adequacy of Design 3 2.02 Right of Entry 4 2.03 Ownership of Drawings 4 2.04 Changes and Alterations 4 2.05 Damages 4 05/2007 00700-i t• CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 5 3.01 Owner-Engineer Relationship 5 3.02 Keeping of Plans and Specifications Accessible 5 3.03 Preliminary Approval 5 3.04 Inspection by Engineer 6 3.05 Determination of Questions and Disputes 6 3.06 Recommendation of Payment 6 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 7 4.01 Independent Contractor 7 4.02 Contractor's Understanding 7 4.03 Laws and Ordinances 7 4.04 Assignment and Subletting 8 .4.05 Performance and Payment Bonds 8 4.06 Insurance 8 4.07 Permits and Fees 8 4.08 Texas State Sales Tax 9 4.09 Contractor's Duty and Superintendence 9 4 10 Character of Workers 9 4 11 Labor,Equipment,Materials,Construction Plant and Buildings 9 412 Sanitation 10 4 13 Cleaning and Maintenance 10 4 14 Performance of Work 10 4,15 Right of Owner to Accelerate the Work 10 416 Layout of Work 10 417 Shop Drawings 10 05/2007 00700-ii CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4 18 Engineer-Contractor Relationship;Observations 11 4 19 Observation and Testing 11 4.20 Defects and Their Remedies 12 4.21 Liability for Proper Performance 12 4.22 Protection Against Accident To Employees and the Public 13 4.23 Protection of Adjoining Property 14 4.24, Protection against Claims of Subcontractors,Laborers,Materialmen, and Furnishers of Machinery and Supplies 14 4.25 Protection Against Royalties or Patented Invention 15 4.26 Indemnification 15 4.27 Losses From Natural Causes 16 4.28 Guarantee 16 5.0 PROSECUTION AND PROGRESS 17 5.01 Time and Order of Completion 17 5.02 Extension of Time 17 5.03 Hindrances and Delays 18 5.04 Suspension of Work 18 5.05 Liquidated Damages for Delay 5.06 Change of Contract Time 5.07 Delays Beyond Owner's and Contractor's Control 18 6.0 MEASUREMENT AND PAYMENT 19 6.01 Discrepancies and Omissions 19 6.02 Quantities and Measurements 19 6.03 Estimated Quantities 19 6.04 Price of Work 19 05/2007 00700-iii CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6.05 Payments 20 6.06 Partial Payments 20 6.07 Use of Completed Portions&Punchlist ' 21 6.08 Final Payment 22 6.09 Correction of Work Before Final Payment 23 6.10 Correction,of Work After Final Payment 23 6.1.1 Payments Withheld 23 6.12 Delayed Payments 24. 7.0 EXTRA WORK AND CLAIMS 24 7.01 Change Orders 24 7.02 Minor Changes 25 7.03 Extra Work 25 7.04 Time of Filing Claims 26 8.0 DEFAULT 27 8.01 Default by Contractor 27 8.02 Supplementation of Contractor Forces 29 8.03 Cumulative Remedies&Specific Performance 29 8.04 Cross-Default 29 8.05 Insolvency 29 8.06 Contingent Assignment 30 8.07 Waiver of Consequential Damages 30 8.08 Termination for Convenience 30 8.09 Default by Owner 31 9.0 DISPUTE RESOLUTION 31 ATTACF1M NT NO 1:,WORKERS' COMPENSATION INSURANCE COVERAGE Al 05/2007 00700-iv CITY OF PEARLAND GENERAL CONDITIONS.OF AGREEMENT rl . ATTACHMENT NO.2. AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR'S SWORN RELEASE B 1 ATTACHMENT NO 3 OWNER'S INSURANCE REQUIREMENTS OF CONTRACTOR Cl 05/2007 00700-v CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT ATTACHMENT NO. 1 TO GENERAL CONDITIONS • WORKERS' COMPENSATION INSURANCE COVERAGE A. DEFINITIONS: Certificate of coverage ("certificate") A copy of a certificate of insurance, a certificate of authority to self:insure issued by the commission, or a coverage agreement (TWCC81, TWCC-82, TWCC-83 or TWCC-84), showing statutory workers' compensation insurance coverage for the person's or entity's employees providing services on a project for the duration of the Project. Duration of the Project includes the time from the beginning of the Work on the Project until the contractor's/person's work on the Project has been completed and the Project warranty period has expired. i Persons providing services on the project includes persons or entities performing all or part of the services the contractor has undertaken to perform on the project, regardless of whether that person contracted directly with due contractor and regardless of whether that person has employees. This includes, without limitation, independent contractors, subcontractors, motor carriers and owner- operators, (as defined at Section 406.121 of the Texas Labor Code), leasing companies, and employees of any such entity, or employees of any entity which furnishes persons to provide services on the project. "Services" include, without f } limitation, providing, hauling, or delivering equipment or materials, or providing labor, transportation, or other service related to a project. "Services" does not include activities unrelated to the project, such as food/beverage vendors, office supply deliveries,and delivery of portable toilets. B. The CONTRACTOR shall provide coverage, based on proper reporting of classification codes and payroll :amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Title 5 Workers' Compensation, Subtitle A Texas Workers' Compensation Act, for employees of the contractor providing services on the project,for the duration of the project. C. The CONTRACTOR must provide a certificate of coverage to the OWNER prior to being awarded the Contract. D. If the coverage period shown on the CONTRACTOR's current certificate of coverage ends during the duration of the project, the CONTRACTOR must, prior to the end of the coverage period, file a new certificate of coverage with the OWNER showing that coverage has been extended. E. The CONTRACTOR shall obtain from each subcontractor or other person providing services on a project,and provide to the OWNER. (I) a certificate of coverage, prior to that person beginning work on the Project, so the OWNER will have on file certificates of coverage showing coverage for all } persons providing services on the Project;and 05/2007 00700-Al .Y ' CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (2). no later than seven days after receipt by the CONTRACTOR and prior to the end of the coverage period, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the Project. F. The CONTRACTOR shall retain all required certificates of coverage for the duration of the Project and for one year thereafter G. The CONTRACTOR shall notify the OWNER in writing by certified mail or personal delivery, within 10 days after the CONTRACTOR knew or should have known, of any changes that materially affect the provision of coverage of any person providing services on the Project. H. The CONTRACTOR shall post on each Project site a notice, in the text, form and manner prescribed by the Texas Workers' Compensation Commission, informing all persons providing services on the Project that they are required to be covered, and stating how a person may verify coverage and report lack of coverage. NOTICE REQUIRED WORKERS'COMPENSATION COVERAGE "The law requires that each person working on this site or providing services related to this constructiOn.project must be covered by workers' compensation insurance. This includes,persons providing, hauling, or delivering equipment or materials, or providing labor or transportation or other service related to the project, regardless of the identity of their employer or status as an employee." "Call the Texas Workers' Compensation Commission at(512) 440- 3789 to receive information on the legal requirements for coverage, to verify whether your employer has provided the required coverage, or to report an employer's failure to provide coverage." The CONTRACTOR shall contractually require each person with whom it contracts to provide services on a project,too: (1) provide coverage, based on proper re rtin of classification codes and payroll g � P P Po g PN amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code,'Title 5 Workers' Compensation, Subtitle A Texas Workers' Compensation Act, for all of its employees providing services on the Project,for the duration of the Project; provide to the CONTRACTOR, rior to that(2) p ' person beginning work on the Project,a certificate of coverage showing that coverage is being provided for all employees of the person providing services on the project, for the duration of the Project: ti 05/2007 00700-A2 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (3) provide the CONTRACTOR,prior to the end of the coverage period,a new certificate of coverage,showing extension of coverage,if the coverage period shown on the current certificate of coverage ends during the duration of the Project; (4) obtain from each other person with whom it contracts,and provide to the CONTRACTOR. (a). a certificate of coverage,prior to the other person beginning work on the Project;and (b) a new certificate of coverage showing extension of coverage,priot to the end of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the Project; (5) retain all required certificates of coverage on file for the duration of the Project and for one year thereafter; (6) notify the OWNER in writing by certified mail or personal delivery,within 10 days after the person knew or should have known,of any change that materially affects the provision of coverage of any person providing services on the Project;and (7) contractually require each person with whom it contracts,to perform as required by paragraphs(1)-(7),with the certificates of coverage to be provided to the person for whom they are providing services. J By signing this Contract or providing or causing to be provided a certificate of coverage, the CONTRACTOR is representing to the OWNER that all employees of the CONTRACTOR who will provide services on the Project will be covered by workers' compensation coverage for the duration of the Project, that the coverage agreements will be based on proper reporting of classification codes and payroll amounts, and that all coverage agreements will be filed with the appropriate insurance carrier or, in the case of a self-insured,with the commission's Division of Self-Insurance Regulation.Providing false or misleading information may subject the CONTRACTOR to administrative penalties, criminal penalties,civil penalties,or other civil actions. K. The CONTRACTOR's failure to comply with any of these provisions is a breach of contract by the CONTRACTOR, which entitles the OWNER to pursue all rights and remedies available to it under the Contract, at law or in equity, if the CONTRACTOR does not remedy the breach within ten days after receipt of notice of breach from the OWNER. 05/2007 00700-A3 ACORD CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDDIYY) 02/19/09 PRODUCER 1-248-828-3377 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Valenti Trobec Chandler Inc ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 1175 West Long Lake Road ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Suite 200 Troy, MI 48098 INSURERS AFFORDING COVERAGE Jill Oberlee x218 INSURED INSURER A Twin City Fire Insurance Co Texas Sterling Construction Co INSURER B:Twin City Fire Insurance Co 20810 Fernbush INSURERC:Natioanl Union Fire Insurance Co Houston, TX 77073 INSURER D:Hart f ord Ins Co Of The Midwest INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR POLICY EFFECTIVE POLICY EXPIRATION LTR TYPE OF INSURANCE POLICY NUMBER DATE IMMIDD/YY1_ DATE IMM/DD/YYI LIMITS A GENERAL LIABILITY 3502170580 03/01/08 03/01/09 EACH OCCURRENCE $1,000,000 X COMMERCIAL GENERAL LIABILITY FIRE DAMAGE(My one fire) $300,000 CLAIMS MADE n OCCUR MED EXP(Any one person) $10,000 X Including X, C & II PERSONAL BADVINJURY $1,000,000 GENERAL AGGREGATE $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $2,000,000 7 POLICY' x 1 gtgi T1 LOC 8 AUTOMOBILELIABILITY 3577E8070581 03/01/08 03/01/09 COMBINED SINGLE LIMIT $1,000,000 X ANY AUTO (Ea accident) ALL OWNED AUTOS BODILY INJURY SCHEDULED AUTOS (Per person) X HIRED AUTOS BODILY INJURY $ X NON-OWNED AUTOS (Per accident) PROPERTY DAMAGE $ (Per accident) GARAGE LIABILITY AUTO ONLY-EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTO ONLY' AGG $ C EXCESS LIABILITY 8E7251529 03/01/08 03/01/09 EACH OCCURRENCE $25,000,000 X OCCUR n CLAIMS MADE AGGREGATE $25,000,000 DEDUCTIBLE $ RETENTION $10000 $ D WORKERS COMPENSATION AND 35WNQU0582 :03/01/08 03/01/09 x WCSTA ir- ER EMPLOYERS'LIABILITY E.L.EACH ACCIDENT $1,000,000 E.L.DISEASE EA EMPLOYEE $1,000,000 E.L.DISEASE-POLICY LIMIT $1,000,000 OTHER DESCRIPTION OF OPERATIONSILOCATIONSNEHICLESIEXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS The City of Pearland, its officers, agents and employees are Additional Insureds under the liability policies above with a Waiver of Subrogation granted, in the additional insureds, favor, per written agreement The polices above are primary and non-contributory to any other insurances available to the additional insureds The Cancellation clause is amended to include 30 day notice of any material reduction to these policy coverages Project: Magnolia Road Expansion, COP Project No T70041 CERTIFICATE HOLDER ADDmONAL INSURED;INSURER LETTER: CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION Pearland, City of DATE THEREOF THE ISSUING INSURER WILL EREILIMEMMAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, Director, DPW IOC 3501 Orange St xatiRNMUMWARME Pearland, TX 77581 AUTHORDED REPRESENTATIVE � USA ACORD 25-S(7/97) kmanning O ACORD CORPORATION 1988 11148883 POUCY-NUMBER:,,3,5„c Q13058p THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY ADDITIONAL INSURED BY CONTRACT OR AGREEMENT - OPTION II This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART SCHEDULE Name Of Additional Insured Person(s) Designated Project(s)or Location(s) Or Organization(s): Of Covered Operations ALL ALL / Information required to complete this Schedule,if not shown above,will be shown in the Declarations. A. Section II- Who Is An Insured is amended to and included within the"products-completed include as an additional insured the person(s)or operations hazard:,but only if: organization(s) shown in the Schedule above with whom you agreed in a written contract or written (1) The written contract or agreement agreement to provide insurance such as is requires you to provide such coverage afforded under this policy,but only to the extent to such additional insured at the that such person or organization is liable for project(s)or location(s)designated in "bodily injury", "property damage" or"personal the Schedule;and and advertising Injury"caused by (2) This Coverage Part provides 1. Your acts or omissions or the acts or coverage for "bodily injury" or omissions of those acting on your behalf: "property damage"included within the operations a. In the performance of your ongoing hazard eted operations for such additional insured at the project(s)or location(s)designated In 2. The acts or omissions of the additional the Schedule; insured in connection with their general projects b. in connection with your premises owned supervision of youroperations at the or by or rented to you and shown in the locations designated in the Schedule. Schedule;or B. The insurance afbrdsd to these additional c. In connection with "your wart" for the insureds appNes only: additional insured at the project(s) or 1. If the "aoourrance" or offense takes place iocetion(s) designated In the Schedule subsequent to the execution of such written contract or wrttlsn agreement;and Form HS 24 0100 05 Page 1 of (c) 2005,The Hartford (Includes copyrighted material of insurance Services Office,Inc.with Its permission.) 2 While such written contract or written b. Notify us as soon as practicable. agreement is,inforce, or until-'the end of the. .- -- The additional insured must see to it that we "pollai period,"whichever is earlier receive written notice of the claim or "suit"as C. With respect to the insurance afforded to these soon as practicable. additional Insureds under this endorsement, the 3. Assistance And Cooperation Of The following additional exclusion applies: Insured This insurance does not apply to "bodily injury", The additional insured must: "property damage" or "personal and advertising injury"arising out of the rendering of or the failure a. Immediately send us copies of any to render any professional architectural, demands, notices, summonses or legal engineering or surveying services by or for you, papers received in connection with the including' claim or"suit"; 1. The preparing, approving, or failing to b. Authorize us to obtain records and other prepare or approve maps, shop drawings, information; opinions, reports, surveys, field orders, c. Cooperate with us in the investigation or change orders,designs or specifications;and settlement of the claim or defense against 2. Supervisory, inspection, architectural or the"suit";and engineering activities. d. Assist us, upon our request, in the D. How Limits Apply To Additional Insureds enforcement of any right against any person The most we willon behalf of the additional or organization which may be liable to the pay Insured because of injury or damage to insured shown in the Schedule is the lesser of: which this insurance may also apply 1. The limits of insurance specified in the written 4. Obligations At The Additional Insureds contract or written agreement;or Own Cost 2. The Limits of insurance shown 1n the No additional insured will, except at that Declarations. Insured's own cost, voluntarily make a Such amount shall be a part of and not in addition payment,assume any obligation,or incur any to Limits of Insurance shown in the Declarations expense, other than for first aid, without our and described In this Section. consent. E. Duties Of Additional Insureds in The Event Of 5. Additional Insureds Other Insurance Occurrence,Offense,Claim Or Suit if we cover a claim or "suit" under this The Duties Condition In Section IV- Conditions Coverage Part that may also be covered by is replaced by the following and applies to the other insurance available to the additional additional insured shown in the Schedule: insured, such additional insured must submit 1 Notice Of Occurrence Or Offense such claim or "suit" to the other insurer for defense and indemnity The additional insured must see to it that we However, this provision does not apply to the are notified as soon as practicable of an "occurrence"or an offense which may result in extent that you have agreed in a written a claim. To the extent possible, notice should contract or written agreement that this insurance is primary and non-contributory include: with the additional insured's own insurance. a. How,when and where the"occurrence"or 6. Knowledge Of An Occurrence, Offense, offense took place; Claim Or Suit b. The names and addresses of any Injured Paragraphs I.and 2.applies to the additional persons and witnesses;and Insured only when such "occurrence", c. The nature and location of any injury or offense,claim or"suit"is known to: damage arising out of the"occurrence"or a. The additional insured that is an offense. individual; 2. Notice Of Claim b. Any partner, if the additional insured is a If a claim is made or"suit" is brought against partnership; the additional insured, the additional insured must c. Any manager,if the additional insured Is a a. Immediately record the specifics of the limited liability company; claim or"suit"and the date received;and d. Any "executive officer or insurance manager, if the additional insured is a corporation; Page2of3 Form HS 24 81 06 05 1 e. Any trustee, if the additional insured is a the extent not subject to Exclusion g. of trust;or Section I —Coverage A —Bodily Injury f. Any elected or appointed official, If the And Property Damage Liability; additional insured is a political subdivision e. Property Damage to Borrowed or public entity Equipment Or Use Of Elevators F. Other Insurance If the loss arises out of"property damage" With respect to insurance provided to the to borrowed equipment or the use of additional insured shown in the Schedule, the elevators to the extent not subject to Other Insurance Condition Section IV - Exclusion j. of Section I - Coverage A - Conditions is replaced by the following: Bodily Injury And Property Damage Liability;or 1. Primary Insurance f. When You Are Added As An Additional a. Primary Insurance When Required By Insured To Other insurance Contract That is any other insurance available to This insurance is primary if you have you covering liability for damages arising agreed in a written contract or written out of the premises or operations, or agreement that this insurance be primary products and completed operations, for If other insurance Is also primary, we will which you have been added as an share with all that other insurance by the additional insured by that insurance. method described in 3.below b. Primary And Non-Contributory To When this insurance is excess, we will have Other Insurance When Required By no duty under Coverages A or B to defend Contract the Insured against any "suit" If any other insurer has a duty to defend the insured If you have agreed In a written contract or against that"suit". If no other insurer defends, written agreement that this insurance is we will undertake to do so, but we will be primary and non-contributory with the entitled to the Insured's rights against all additional insured's own insurance, this those other Insurers. Insurance Is primary and we will not seek When this insurance is excess over other contribution from that other insurance. insurance, we will pay only our share of the Paragraphs a. and b. do not apply to other amount of the loss, If any, that exceeds the insurance to which the additional insured has sum of: been added as an additional insured or to a. The total amount that all such other other insurance described in paragraph 2. insurance would pay for the loss in the below absence of this insurance;and 2. Excess Insurance b. The total of all deductible and self-insured This insurance is excess over any of the other amounts under all that other Insurance. Insurance, whether primary, excess, We will share the remaining loss, If any,with contingent or on any other basis: any other insurance that Is not described in a. Your Work I this Excess Insurance provision and was not That is Fire, Extended Coverage, bought specifically to apply in excess of the Builder's Risk, Installation Risk or similar Limits of insurance shown in the Declarations coverage for"your work"; I of this Coverage Part. b. Premises Rented To You 3. Method Of Sharing That is fire, lightning or explosion If all of the other insurance permits insurance for premises rented to you or contribution by equal shares, we will follow temporarily occupied by you with this method also. Under this approach each permission of the owner; insurer contributes equal amounts until it has c. Tenant Liability paid its applicable limit of insurance or none of the loss remains,whichever comes first. That is insurance purchased by you to If any of the other insurance does not permit cover your liability as a tenant for contribution by equal shares, we will "property damage" to premises rented to contribute by limits. Under this method, each you or temporarily occupied by you with insurer's share is based on the ratio of its permission of the owner; applicable limit of insurance to the total d. Aircraft,Auto Or Watercraft applicable limits of insurance of all Insurers. If the loss arises out of the maintenance or use of aircraft,"autos"or watercraft to Form HS 24 81 06 05 Page 3 of 3 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT ATTACHMENT NO.2 TO GENERAL CONDITIONS AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR'S SWORN RELEASE In consideration of the Final Payment under that certain contract between [Contractor's Company Name] (hereafter "CONTRACTOR") and the City of Pearland (hereafter "OWNER") for the Project known as Magnolia Road Expansion (the"Contract"),the CONTRACTOR makes the following representations to OWNER, either individually if a proprietorship, or jointly and severally by all general partners if a partnership,or if a corporation,by action of the president and secretary of said corporation,.as duly authorized by appropriate action of the stockholders and/or board of directors of said corporation, their signatures hereon constituting a representation under oath by said individuals that they have the authority to execute this Agreement for and on behalf of the said corporation: 1 The undersigned CONTRACTOR represents to OWNER that the Application for Payment for the Final Payment under the Contract, and the final Change Order issued under the Contract if any, whether or not modified, corrected or changed in some way by the ENGINEER, the CONTRACTOR or the OWNER, a copy of which are attached hereto and marked Exhibit"A", are true, correct and accurate, and that CONTRACTOR has received payment in full for all other Applications for Payment submitted under the Contract, and that CONTRACTOR has been fully compensated for all labor, materials, equipment and/or services furnished in connection with the Contract,except for the Final Payment. 2. It is agreed and stipulated by the undersigned CONTRACTOR that upon the receipt of Final Payment in the amount as set out on the attached Application for Payment, the CONTRACTOR, by execution of this instrument of release, does, therefore, RELEASE and FOREVER DISCHARGE OWNER of and from all manner of debts,claims,demands,obligations, suits, liabilities and causes of action of any nature whatsoever,at law or in equity, in contract or in tort, now existing or which may hereafter accrue, arising out of or related to the Contract, any Change Orders or Work Orders, the Work, or any labor, materials, equipment or services furnished by CONTRACTOR to OWNER. 3 The CONTRACTOR, acting by and through the person or persons whose names are subscribed hereto, does solemnly swear and affirm that all bills and claims have been paid to all materialmen, suppliers, laborers, subcontractors, or other entities performing services or supplying materials or equipment, and that OWNER shall not be subject to any bills, claims, demands, litigation or suits in connection therewith. 4. It is further specifically understood and agreed that this Agreement for Final Payment and Contractor's Sworn Release shall constitute a part of the Contract,and it is also specifically understood and agreed that this Agreement shall not act as a modification,waiver or renunciation by OWNER of any of its rights or remedies as set out in the Contract itself, but this Agreement for Final Payment and Contractor's Sworn Release shall constitute a supplement thereto for the additional fi protection of OWNER. 05/2007 00700-B 1 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT , SIGNED and EXECUTED this,the day of ,20_ CONTRACTOR. B . Signature Print Name: Title: [If CONTRACTOR is a proprietorship,owner must sgn, if a partnership,each general partner must sign,if a corporation,the following language should be used.] SIGNED and EXECUTED this,the day of 20_by ,a Texas corporation,under authority granted to the undersigned by said corporation as contained in the Charter,By-Laws or Minutes of a meeting of said corporation regularly called and he1;d. CONTRACTOR. By President ATTEST Corporate Secretary (Corporate Seal) [This form is for use by either a proprietorship or a partnership. In the event CONTRACTOR is a partnership or a joint proprietorship,additional signature lines should be added for each individual.] 05/2007 00700-B2 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT AFFIDAVIT STATE OF TEXAS § COUNTY OF §, BEFORE ME,the undersigned authority,on this day personally appeared the person or persons whose name(s)are subscribed to the above and foregoing Agreement for Final Payment and Contractor's Sworn Release,who each, after being by me duly sworn,on their oaths deposed and said: I(We)am(are)the person(s)who signed and executed the above and foregoing Agreement for Final Payment and Contractor's Sworn Release,and I(we)have read the facts and statements as therein set out and the representations as made therein,and I(we) state that the above and foregoing are true and correct. CONTRACTOR iant SWORN TO AND SUBSCRIBED TO before me,the day of20_ Notary Public,State of Texas My Commission Expires: [This form is for use in the event CONTRACTOR is a corporation.] 07/2006 00700-B3 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT AFFIDAVIT STATE OF TEXAS § COUNTY OF § BEFORE ME,the undersigned authority,on this day personally appeared the persons who signed_and executed the above and foregoing Agreement for Final Payment mid Contractor's Sworn Release,whose names are set out above,who each, after being by me duly sworn,on their oaths deposed and said: We each are the persons whose names are subscribed'.above,and hold respectively the offices in the corporation as set out above,and',each state under oath that we have the authority to execute this Agreement for Final Payment and Contractor's Sworn Release for and on behalf of said corporation,pursuant to authority granted to us in the Charter of said corporation,the By-Laws of said corporation and/or the Minutes of said corporation; and the facts,statements and representations as set out in the instrument to which this Affidavit is attached,are true and correct. I SWORN TO AND SUBSCRIBED TO before:me this,the day of 20_ Notary Public, State of Texas My Commission Expires: { 07/2006 00700-Ba CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT ATTACIIMENT NO.3 TO GENERAL CONDITIONS OWNER'S INSURANCE REQUIREMENTS OF CONTRACTOR 1 Definitions. For purposes of this Agreement: 1 1 Owner Parties. "Owner Parties"means(a)the City of Pearland, its successors and assigns, and the Engineer, (b)any officers,employees,or agents of such persons or entities,and(c)others as required by the Contract Documents,if any 1.2 Contractor "Contractor"shall mean the vendor providing the service or work to be performed under this Agreement. 1.3 Subcontractor "Subcontractor"shall include subcontractors of any tier 14 ISO. "ISO"means Insurance Services Office. 2. Contractor Insurance Representations to Owner Parties 2.1 It is expressly understood and agreed that the insurance coverages required herein: 2.1 1 represent Owner Parties' minimum requirements and are not to be construed to void or limit the Contractor's indemnity obligations as contained in this Agreement nor represent in any manner a determination of the insurance coverages the Contractor should or should not maintain for its own protection;and 2.1.2 are being, or have• been, obtained by the Contractor in support of the Contractor's liability and indemnity obligations under this Agreement. Neither the requirements as to insurance to be carried as provided for herein, the insolvency, bankruptcy or failure of any insurance company carrying insurance of the Contractor, nor the failure of any insurance company to pay claims accruing, shall be held to affect,negate or waive any of the provisions of this Agreement. 2.2 Failure to obtain and maintain the required insurance shall constitute a material breach of, and default under,this Agreement. If the Contractor shall fail to remedy such breach within five(5)business days after notice by the Owner,the Contractor will be liable for any and all costs, liabilities,damages and penalties resulting to the Owner Parties from such breach, unless a written waiver of the specific insurance requirement(s) is provided to the Contractor by the Owner In the event of any failure by the Contractor to comply with the provisions of this Agreement, the Owner may, without in any way compromising or waiving any right or remedy at law or in equity, on notice to the Contractor, purchase such insurance, at the Contractor's expense, provided that the Owner shall have no obligation to do so and if the Owner shall do so, the Contractor shall not be relieved of or excused from the obligation to obtain and maintain such insurance amounts and coverages. 05/2007 00700-CI CITY OF PFARLAND GENERAL CONDITIONS OF AGREEMENT 3 Conditions Affecting All Insurance Required Herein 3.1 Cost of Insurance. All insurance coverage shall be provided at the Contractor's sole expense. 3.2 Status and Rating of Insurance Company All insurance coverage shall be written through insurance companies authorized to do business in the state in which the work is to be performed and rated no less than A-. VII in the most current edition of A.M.Best's Key Rating Guide. 3.3 Restrictive, Limiting, or Exclusionary Endorsements. All insurance coverage shall be provided to the Owner Parties in compliance with the requirements herein and shall contain no endorsements that restrict, limit, or exclude coverage required herein in any manner without the prior express written approval of the Owner. 3 4 Limits of Liability The limits of liability may be provided by a single policy of insurance or by a combination of primary and umbrella policies; but in no event shall the total limits of liability available for any one occurrence or accident be less than the amount required herein. 3.5 Notice of Cancellation. Nonrenewal,' or Material Reduction in Coverage. All insurance coverage shall contain the following express provision. In the,event of cancellation, non-renewal, or material reduction in coverage affecting the certificate holder, thirty (30) days prior written notice shall be given to the certificate holder by certified mail or registered mail,return receipt requested. 3.6 Waiver of Subrogation. The Contractor hereby agrees to waive its rights of recovery from the Owner Parties with regard to all causes of property and/or liability loss and shall cause a waiver of subrogation endorsement to be provided in favor of the Owner Parties on all insurance coverage carried by the Contractor, whether required herein or not. 3 7 Deductible/Retention. Except as otherwise specified herein, no insurance required herein shall contain a deductible or self-insured retention in excess of $25,000 without prior written approval of the Owner All deductibles and/or retentions shall be paid by, assumed by, for the account of, and at the Contractor's sole risk. The Contractor shall not be reimbursed for same. 4 Maintenance of Insurance. The following insurance shall be maintained in effect with limits not less than those set forth below at all times during the term of this Agreement and thereafter as required: 05/2007 00700-C2 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 41 Commercial General Liability Insurance 4 1 1 Coverage. Such insurance shall cover liability arising out of all locations and operations of the Contractor, including but not limited to liability assumed under this contract (including the tort liability of another assumed in a business contract). Defense shall be provided as an additional benefit and not included within the limit of liability 41.2 Form. Commercial General Liability Occurrence form(at least as broad as an unmodified ISO CG 0001 0798 or its equivalent). 4 1.3 Amount of Insurance. Coverage shall be provided with limits. of not less than: Each Occurrence Limit $1,000,000 General Aggregate Limit $2,000,000 Product-Completed Operations Aggregate Limit $2,000,000 Personal and Advertising Injury Limit $1,000,000 4 1 4 Required Endorsements a. Additional Insured. Additional insured status shall be provided in favor of the Owner Parties on any of the following: i. ISO form CG 2010 11 85,or ii. ISO form CG 20 26 11 85,or iii. a combination Of ISO forms CG 20 33 10 01 and CG 20 37 10 01,or iv any form providing equivalent protection to Owner b. Designated Construction Project(s) Aggregate Limit. The aggregate limit shall apply separately to this Agreement through use of an ISO CG 25 03 03 97 endorsement or its equivalent. c. Notice of.Cancellation, Nonrenewal or Material Reduction in Coverage,as required in 3.5,above. d. Personal Injury Liability The personal injury contractual liability exclusion shall be deleted. e. Primary and Non-Contributing Liability It is the intent of the parties to this Agreement that all insurance required herein shall be primary to all insurance available to the Owner Parties. The obligations of the Contractor's insurance 'shall not be affected by any other insurance available to the Owner•Parties and shall seek no contribution from the Owner Parties' insurance, whether primary, excess contingent, or on any other basis.The Contractor's insurance coverage shall be endorsed to provide such primary and non- contributing liability f. Waiver of Subrogation,as required in 3.6,above. 05/2007 00700-C3 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4 1.5 Continuing Commercial General Liability Insurance. The Contractor shall maintain such insurance in identical coverage, form and amount, including required endorsements, for at least one (1) year following Date of Substantial Completion of the Work to be performed under this Agreement. The Contractor shall provide written representation to Owner stating Work completion date. 4.2 Auto Liability Insurance 4.2.1 Coverage. Such insurance shall cover Aliability arising out of any auto (including owned,hired,and nth-owned). 4.2.2 Form. Business Auto form (at least as broad as an unmodified ISO CA 0001 or its equivalent). 4.2.3 Amount of Insurance. Coverage shall be provided with a limit of not less than$1,000,000. 4.2.4 Required Endorsements a. Notice of Cancellation, Nonrenewal or Material Reduction in Coverage,as required in 3.5,above. b. Waiver of Subrogation,as required in 3.6,above. 4.3 Employer's Liability Insurance 4.3 1 Coverage. Employer's Liability Insurance shall be provided as follows: 4.3.2 Amount of Insurance. Coverage shall be provided with a limit of not less than: Employer's Liability. $1,000,000 each accident and each disease. 4.3.3 Required Endorsements a. Notice of Cancellation, Nonrenewal or Material Reduction in Coverage,as required in 3.5,above. b. Waiver of Subrogation,as required in 3.6,above. 4 4 Umbrella Liability Insurance 4 4 1 Coverage. Such insurance shall be excess over and be no less broad than all coverages described above and shall include a drop-down provision for exhaustion of underlying limits. 4 4.2 Form. This policy shall have the same inception and expiration dates as the commercial general liability insurance required above. 05/2007 00700-C4 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.4.3 Amount of Insurance. Coverage shall be provided with a limit of not less than$5,000,000. 4 4 4 Continuing Umbrella Liability Insurance. The Contractor shall maintain such insurance in identical coverage, form and amount, including required endorsements, for at least one (1) year following Date of Substantial Completion of the Work to be performed under this Agreement. The Contractor shall provide written representation to the Owner stating Work completion date. 4.5 Professional Liability Insurance 4.5 1 Coverage, The Contractor shall provide professional liability insurance for claims arising from the negligent performance of professional services of any type, including but not limited to design or design/build services as part of the Work to be performed. 4.5.2 Form. This insurance shall include prior acts coverage sufficient to cover all services rendered by the Contractor and by its consultants under this Agreement. It is recognized that this coverage may be provided on a Claims-Made basis. 4.5.3 Amount of Insurance. Coverage shall be provided with a limit of not less than$1,000,000. 4.5 4 Continuing Professional Liability Insurance. The Contractor shall maintain such insurance in identical coverage, form and amount for at least one (1) year following Date of Substantial Completion of the Work to be performed under this Agreement. The.Contractor shall provide written representation to the Owner stating Work completion date. 4.6 Builder's Risk 4.6.1 Insureds. Insureds shall include: a. Owner, General Contactor and all Loss Payees and Mortgagees as Named Insureds;and b. subcontractors of all tiers in the Work asAdditional Insureds. 4.6.2 Covered Property. Such insurance shall cover a. all structure(s) under construction, including retaining walls, paved surfaces and roadways, bridges, glass, foundation(s), footings, underground pipes and wiring, excavations, grading, backfilling or filling; b. all temporary structures (e.g., fencing, 'scaffolding, cribbing, false work, forms, site lighting,temporary utilities and buildings) located f at the site; 05/2007 00700-C5 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT c. all property including materials and supplies on site for installation, d. all property including materials and supplies at other locations but intended for use at the site; e. all property including materials and supplies in transit to the site for installation by all means of transportation other than ocean transit; and f. other Work at the site identified in the Agreement to which this Exhibit is attached. 05/2007 00700-C6 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.6.3 Form a. Coverage shall be at least as broad as an unmodified ISO Special form, shall be provided on a completed-value basis, and shall be primary to any other coverage insurance available to the insured parties, with that other insurance being excess, secondary and non- contributing. b. No protective safeguard warranty shall be permitted. c. Required coverage shall further include: i. Additional expenses due to delay in $TBD completion of project(where applicable) ii. Agreed value Included without sublimit iii. Damage arising from error,omission or Included without sublimit deficiency in construction methods, design,specifications,workmanship or materials, including collapse iv Debris removal additional limit 25%of direct damage loss v Earthquake(where applicable) $TBD vi. Earthquake sprinkler leakage(where $TBD applicable) vii. Expediting expenses $TBD viii. Flood(where applicable) $TBD ix. Freezing Included without sublimit x. Mechanical breakdown, including;hot& Included without sublimit cold testing(where applicable) xi. Notice of cancellation,non-renewal or Included material reduction—60 days prior written notice to each insured xii. Occupancy clause,as required in F, Included below xiii. Ordinance or law Included without sublimit xiv Pollutant clean-up and removal $TBD , xv Preservation of property Included without sublimit xvi. Replacement cost Included xvii. Theft Included without sublimit xviii. Waiver of subrogation as required in G, Included below. 4.6.4 Amount of.Insurance. Coverage shall be provided in an amount equal at all times to the full replacement value and cost Of debris removal for any single occurrence. 05/2007 00700-C7 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.6.5 Deductibles. Deductibles shall not exceed the following: a. All Risks of Direct Damage,Per $5,000 Occurrence,except b. ; Delayed Opening Waiting Period 5 Days c. Flood,Per Occurrence $25,000 or excess of NFIP if in Flood Zone A, B or V d. Earthquake and Earthquake Sprinkler $25,000 Leakage, Per Occurrence 4.6.6 Termination of Coverage. The termination of coverage provision shall be endorsed to permit occupancy of the covered property being constructed so long. as such occupancy does!not exceed 20% of the usable area of the property This insurance shall be maintained in effect, unless otherwise provided for in the Contract Documents, until the earliest of the following dates: a. the date on which all persons and organizations who are insureds under the policy agree that it shall be terminated, b. the date on which final'payment, as provided for in the Agreement to which this Exhibit is attached,has been made;or c. the date on which the insurable interests in the Covered Property of all insureds other than Contractor have ceased. 4.6.7 Waiver of Subrogation. The waiver of subrogation provision shall be endorsed as follows: { a. A waiver of subrogation shall be provided in favor of all insureds. b. The waiver of subrogation provisions shall be endorsed as follows: Should a covered loss be subrogated, either in whole or in part, your rights to any recovery will come first, and we will be'entitled to a recovery only after you have been fully compensated for the loss. 5 Intentionally left blank. 6. Evidence of Insurance 6.1 Provision of Evidence. Evidence 'of the insurance coverage required to be maintained by the Contractor, represented by certificates of insurance, evidence of insurance, and endorsements issued by the insurance company or its legal agent, and must be furnished to the Owner prior to commencement of Work and not later than fifteen (15) days after receipt of this Agreement. New certificates of insurance, evidence of insurance, and endorsements shall be provided to the Owner prior to the termination date of the current certificates of insurance, evidence of insurance, and endorsements. 05/2007 00700-C8 1 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6.2 Form 6.2.1 All property insurance required herein shall be evidenced by ACORD form 28,"Evidence of Property Insurance" 6.2.2 All liability insurance required herein shall be evidenced by ACORD form 25,"Certificate of Insurance" 6.3 Specifications. Such certificates of insurance, evidence of insurance, and endorsements shall specify: 6.3 1 The Owner as a certificate holder with correct mailing"address. 6.3.2 Insured's name,which must match that on this Agreement. 6.3.3 Insurance companies affording each coverage, policy number of each coverage, policy dates of each coverage, all coverages and limits described herein,and signature of authorized representative of insurance company 6.3 4 Producer of the certificate with correct address and phone number listed. 6.3.5 Additional insured status required herein. 6.3.6 Amount of any deductibles and/or retentions. 6.3 7 Cancellation, non-renewal and material reduction in coverage notification as required by this Agreement. Additionally, the words "endeavor to" and "but failure to mail such notice shall impose no obligation or liability of any kind upon Company, it agents or representatives" shall be deleted from the cancellation provision of the ACORD 25 certificate of insurance form. 6.3.8 Designated Construction Project Aggregate Limits required herein. 6.3.9 Personal Injury contractual liability required herein. 6.3 10 Primary and non-contributing status required herein. 6.3 11 \Waivers of subrogation required herein. 6.4 Required Endorsements. A copy of each of the required endorsements shall also be provided. 6.5 Failure to Obtain. Failure of any Owner Party to demand such certificate or other evidence of full compliance with these insurance requirements or failure of any Owner Party to identify a deficiency from evidence that is provided shall not be construed as a waiver of the Contractor's obligation to maintain such insurance. 6.6 Certified Copies. Upon request of any Owner Party,the Contractor shall provide to the Owner a certified copy of all insurance policies required herein within ten(10) days of any such request. Renewal policies, if necessary, shall be delivered to the Owner prior to the expiration of the previous policy. 6.7 Commencement of Work. Commencement of Work Without provision of the required certificate of insurance, evidence of insurance and/or required endorsements, or without compliance with any other provision of this Agreement, shall not constitute a waiver by any Owner Party of any rights, The Owner shall have the right, but not the obligation, of prohibiting the Contractor or any subcontractor from performing any Work until such certificate of insurance, 05/2007 00700-C9 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT evidence of insurance and/or required endorsements are received and approved by the Owner 7 Insurance Requirements of Contractor's Subcontractors 7.1 Insurance similar to that required of the Contractor shall be provided by all subcontractors(or provided by the Contractor on behalf of subcontractors)to cover operations performed under any subcontract agreement. The Contractor shall be held responsible for any modification in these insurance requirements as they apply to subcontractors. The Contractor shall maintain certificates of insurance from all subcontractors containing provisions similar to those listed herein (modified to recognize that the certificate is from! subcontractor) enumerating, among other things, the waivers of subrogation, additional insured status, and primary liability as required herein,and make them available to the Owner upon request. 7.2 The Contractor is fully responsible for loss and damage to its property on the site, including tools and equipment, and shall take necessary precautions to prevent damage to or vandalism, theft, burglary, pilferage and unexplained disappearance of property Any insurance covering the Contractor's or its subcontractor's property shall be the. Contractor's and its subcontractor's sole and complete means or recovery for any such loss.To the extent any loss is not covered by said insurance or subject to any deductible or co-insurance,the Contractor shall not be reimbursed for same. Should the Contractor or its subcontractors choose to self insure this risk, it is expressly agreed that the Contractor hereby waives, and shall cause its subcontractors to waive, any claim foil damage or loss to said property in favor of the Owner Parties. 8. Use of the Owner's Equipment. The Contractor, its agents,employees, subcontractors or suppliers shall use the Owner's equipment only with express written permission of the Owner's, designated representative and in 'accordance with the Owner's terms and condition for such use. If the Contractor or any of its agents,employees,subcontractors or suppliers utilize any of the Owner's equipment for any purpose, including machinery, tools, scaffolding, hoists, lifts or similar items owned, leased or under the control of the Owner, the Contractor shall defend, indemnify and be liable to the Owner Parties for any and all loss or damage which.may arise from such use. 9 Release and Waiver The Contractor hereby releases,and shall cause its subcontractors to release, the Owner Parties from any and all Maims or causes of action whatsoever which the Contractor and/or its subcontractors might otherwise now or hereafter possess resulting in or from or in any way connected with any!loss covered by insurance, whether required herein or not, or which should have been covered by insurance required herein, including the deductible and/or uninsured portion thereof, maintained and/or required to be maintained by the Contractor and/or its subcontractors pursuant to this Agreement. 05/2007 00700-C 10 CITY OF PEARLAND SPECIAL CONDITIONS OF AGREEMENT SECTION 00800 SPECIAL CONDITIONS OF AGREEMENT The following Special Conditions modify the General Conditions,Document 00700. Where a portion of the General Conditions is modified or deleted by these Special Conditions,the unaltered portions of the General Conditions shall remain in effect. ARTICLE 1 DEFINITIONS AND INTERPRETATIONS 1.01 Add the following Article 1.07- For this project only for work between Veterans Drive and State Highway 35 the"working day"is defined as any day not including Sundays or any legal holidays. The working period lean be from 7:00 am to 7:00 pm. For work on Veterans Drive, such as paving, drainage, signals,markings,etc."working hour"and"working day"shall be called out in Article 1.07 ARTICLE 4 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR ' 4.05 Add the following paragraph to Article 4.05 A Maintenance Bond in accordance with Document 00612 of the Project Manual is required for this Project. The cost of this bond shall be included in the CONTRACTOR'S Bid Proposal. 4.06 Add the following to Article 4.06 The CONTRACTOR shall provide the required insurance as dictated by BNSF Railroad Company. ARTICLE 5 PROSECUTION AND PROGRESS Add Article 4.06: The Contract Time as defined in the bid and other sections of the Contract Document includes a certain number of rain days. Based on the Alvin Weather Center Records,the average annual rain days from June 1898 to December 1996 is 40 days calculated from all precipitation days of record. The CONTRACTOR is required to keep a record of rain days at the site. The record of rain days must be accepted and signed by the City Inspector monthly,and shall be reported on the monthly pay estimate submittal. At the end of the contract,the CONTRACTOR will be credited only for the number of accepted rain days that exceed 40 rain days per year,proportionate to the original Contract Time. The following Special Conditions pertain to the project's Traffic Control Plan. 07/2006 00800-1 of 7 4 , CITY OF FEARLAND SPECIAL CONDITIONS OF AGREEMENT GENERAL NOTES 1 It is the intent of the owner that the contractor is to construct the drainage outfall to Veterans Detention Pond/Mary's Creek,detention ponds and drainage structures to the ponds(pipes that are not under proposed pavement)prior to the closing of Magnolia Rd.at the BN'SF railroad crossing. 2. The contractor should perform the reconstruction work at Old Alvin Road and John Lizer during the non school months(June 2009 to August 2009)to lessen the traffic impact to the school buses.This work may be performed,out of sequence in order to accomplish this task. 3 The overpass bridge construction. retaining walls and headers cannot be started until activities in General Traffic Control Plan Note,#1 are complete. Substructure and structure of bridge can be started at any time. 4 The City of Pearland has secured pipeline crossing licenses and the Overpass Agreement from the BNSF Railroad. The contractor must coordinate with BNSF at all times for any activity within the BNSF RR right of way , 5 Once the existing entrance to the City of Pearland Water Plant at Magnolia Rd is removed, the contractor must provide an all weather road to access the Water Plant. Prior to paving the entrance to the Water Plant the contractor must coordinate with the City of Pearland Public Works Department. 6. All.ofMagnolia Road Phase 1 construction activities(Steps 1 through 5)will be for the construction of the Magnolia Rd.Veterans Dr intersection. Magnolia Road is to remain open during this construction phase. Once construction starts on Phase 2,Magnolia Road will be closed to through traffic for the duration of construction: Access to local driveways and businesses must be maintained at all times. 7 The at-grade BNSF railroad crossing will be closed at the beginning of construction of Magnolia Rd.Phaseq. Access to driveways west of the railroad will be from Veterans Drive. Access to driveways east of the railroad will be from SH 35 8. Construct driveways in 2 stages maintaining 2-10' lanes at all times. Temporary pavement may be necessary in order to maintain access to all driveways. 9 Use cut and restore methods during off-peak hours to construct drainage structures in areas where traffic is present. 10.Plug the end of any drainage pipe that is not fully constructed. 11 Coordinate the construction of the water line with the construction of the roadway if possible. 07/2006 00800-2 of 7 CITY OF PEARLAND I SPECIAL CONDITIONS'OF AGREEMENT 12.Construction of pedestrian facilities need to be completed with the construction of the adjacent roadway. 13.The minimum width of temporary pavement is 2 feet. 14 The Traffic Control Plan sheets are primarily for reference and are not inclusive of all Traffic Control Plan elements. In the bid and execution of work,include all items shown in the applicable standard drawings TRAFFIC PLAN: I. PART I: 4 TRAFFIC HANDLING John Lizer Rd. • John Lizer Rd.from SH 35 to 50 ft.east of Old Alvin Rd.will be closed. • The east half of Pearland Parkway at John Lizer Rd.including the west end of Liberty Drive,will be closed and the northbound/southbound traffic will be detoured to the west half during this phase. • Maryfield Rd.and Huisache Rd.will have local traffic access to John Lizer Rd. Magnolia Rd.. • The west half of Veterans Rd. intersection at Magnolia Rd.will be closed and the ( northbound/southbound traffic will be detoured to the east half of intersection during this phase. • Existing traffic is to remain on Magnolia Rd.from Veterans Dr to SH 35 WORK SEQUENCE 1.a.Begin construction of waterline from Veterans Dr to Pearland Parkway l.b.Construct drainage outfall to Veterans Detention Pond/Mary's Creek,Ponds and all major drainage structures west of railroad. 1.c.Construct 12x4 RCB(Jack and Bore)and as much of the open cut work as possible without disturbing the existing roadways. Coordinate with property owners of driveways, as ingress and egress must be maintained at all times. 1.d.Construct John Lizer Rd. full width from SH 35 to 50 ft.east of the Old Alvin Rd. intersection. [I—B*] 1.e.Construct the east half of the intersection of Pearland Parkway and John Lizer Rd., including the John Lizer Rd.outfall at Independence Park Pond and outfall channel. [I— A*] 1.f.Construct the west half of the intersection of Veterans Rd. intersection at>Magnolia Rd. [PH 1 Step 1,PH 1 Step 3 &4*] 07/2006 00800-3 of 7 CITY OF FEARLAND SPECIAL CONDITIONS OF AGREEMENT *=John Lizer or Magnolia Rd.TCP cross reference. H. PART 2 PART 2,STAGE 1 TRAFFIC HANDLING, Magnolia Rd. • Switch traffic from the east side of Veterans Dr intersection to the west side for all northbound/southbound traffic. • Close Magnolia Rd.to all through traffic from Veterans Dr.to STA 35+00 • Close Magnolia Rd.at the BNSF RR to all through traffic. • All traffic on east side of BNSF RR must utilize SH 35 and all traffic on the west side of BNSF RR must utilize Veterans Rd. John Lizer Rd. • Open John Lizer Rd.from SH 35 to,01d Alvin Rd.and Old Alvin/John Lizer intersection. • Switch traffic from the west side of Pearland Parkway to the east side for all northbound/southbound traffic. • Open John Lizer Rd.from Pearland Parkway to Liberty Dr • Close John Lizer Rd.from Old Alvin Rd.to west half of Pearland Parkway intersection to all traffic for full width construction. • This will include the closing of Maryfield Blvd.at John Lizer Rd.and Huisache Rd. at John Lizer Rd.,local traffic will utilize Pearland Parkway WORK SEQUENCE 2.1.a.Construct temporary pavement as shown on the plans on the north side of existing Magnolia Rd. from Veterans Drive to the driveway located near STA 35+00 and along the west side of Veterans Drive. [PH 2] 2.1.b.Begin constructing the bridge over the BNSF RR. 2.1.c.Construct temporary pavement on the south side of the existing Magnolia Rd.from STA 47+25 to STA 55+00 as Shown on the plans. 2.l.d.Construct John Lizer Rd.full width from east of Old Alvin Rd.to west half of Pearland Parkway intersection. [2—A,2—B*] PART 2,STAGE 2 TRAFFIC HANDLING Magnolia Rd. 07/2006 00800-4 of 7 CITY OF PEARLAND SPECIAL CONDITIONS OF AGREEMENT • Switch traffic west Of the RR,from existing pavement to a combination of existing and newly constructed temporary pavement. Maintain 2-11 ft.lanes(one lane in each direction)at all times. • Switch traffic east of the RR,from existing pavement to a combination of existing and the newly constructed temporary pavement.Maintain 2-1 lft.lanes(one lane in each direction)at all times. WORK SEQUENCE 2.2.a.Construct storm sewer trunk line and laterals on the eastbound portion•of the roadway on the west side of the railroad. 2.2.b.Construct storm sewer trunk line and laterals on the westbound portion of the roadway on the east side of the railroad. 2.2.c.Construct the south side(eastbound)portion of Magnolia roadway from Veterans Dr to STA 35+50. This work will include the east half of Veterans Dr intersection at Magnolia Rd. [PH 1 ST 1,PH 1 ST 2,5, PH 3*] 2.2.d.Construct the north side(westbound)portion of Magnolia roadway'from SH 35 to STA 47+75 [PH 31 2.2.e.Construct driveways in sub-stages,along the eastbound lanes west of RR. [PH 3*] 2.2.f.Construct driveways in sub-stages,along the westbound lanes east of RR. [PH 3*] 2.2.g.Construct the access road with driveways.[PH 31 *=John Lizer or Magnolia Rd.TCP cross reference. III. PART 3 TRAFFIC HANDLING • Switch Magnolia traffic,west of the RR,to the proposed/new pavement built in Phase 2. • Maintain 2-11' lanes(one in each direction)at all times. • Place eastbound traffic in the proposed outside eastbound lane.Place westbound traffic in the proposed inside eastbound lane. • Switch Magnolia traffic,east of the RR,to the proposed pavement built in Phase 2. • Maintain 2-11' lanes(one in each direction)at all times.Place westbound traffic in the proposed outside westbound lane. • Place eastbound traffic in the proposed inside westbound lane. • Open the driveway Access Road to its final configuration for local traffic. WORK SEQUENCE 07/2006 00800-5 of 7 q, I CITY OF PEARLAND SPECIAL CONDITIONS OF AGREEMENT 3.a.Construct the storm sewer laterals under westbound lanes west of the RR.[PH 4] 3.b.Construct the storm sewer laterals under the eastbound lanes east of the RR. [PH 4] 3.c.Construct the westbound lanes and median)of Magnolia Road from Veterans Drive to station 35+60. [PH 4] 3.d.Construct the eastbound lanes and median from station 47+85 to SH 35. [PH 4] 3.e.Construct the driveways, in sub-stages,along the westbound lanes west of the RR. [PH 4] 3.f.Construct the driveways, in sub-stages,along the eastbound lanes east of the RR. [PH 4] 3.g.Complete all construction of the bridge. *=John Lizer or Magnolia Rd.TCP cross reference. IV. PART 4-FINAL CONFIGURATION TRAFFIC HANDLING TRAFFIC HANDLING Magnolia Rd.. Final Traffic Handling for west of SH 35 4.a.Time Signals at Veterans/Magnolia and at SH 35/Magnolia. 4.b.Complete all striping to final configuration. 4.c.Complete construction on any medians that were unfmished from previous phases due to maintaining driveway access. 4.d.Switch all traffic to final configuration. 4.e.Open Magnolia Road,from Veterans Drive to SH 35 to all traffic. 4.f.Remove detour signs. i John Lizer Rd. Final Traffic Handling for east of SH 35 4.g.Time signals at Pearland Parkway/John Lizer 4.h.Complete all striping to final configuration. 4.i.Switch all traffic to final configuration. I 4.j.Open John Lizer Road to traffic. 4.k.Remove detour signs. ALTERNATE BIDS The City of Pearland desires to accelerate the work for this project. In so doing,the City requests prices for alternate project durations for the work. 07/2006 00800-6 of 7 CITY OF PEARLAND SPECIAL CONDITIONS OF AGREEMENT The Contractor shall submit a price for each Alternate Bid Item as presented. The City will select the bid combination deemed most advantageous to the City,which may or may not include an Alternate Bid. Unit prices for items included in the Base Bid shall apply for all work performed regardless of which Alternate Bid(if any)is chosen. The total project duration AND contract time will be based on the Base Bid duration LESS the Alternate Bid duration(if applicable). In the event the City awards an Alternate Bid for the project,the Contract Time shall become equivalent to the corresponding Alternate Bid duration. Rain days will be calculated based on the Contract Time. ALTERNATE BID ITEMS: ALTERNATE DESCRIPTION ADD(DEDUCT) BASE BID+ OF DURATION PRICE ALTERNATE A Base Bid Time $ $ LESS 90 Days (450 days total) B V Base Bid Time $ LESS 120 Days (420 days total) C Base Bid Time $ $ LESS 150 Days (390 days total) , D Base Bid Time $ $ LESS 180 Days (360 days total) END OF SECTION 07/2006 00800-7 of 7 CITY OF PEARLAND WAGE SCALE FOR ENGINEERING.CONSTRUCTION: Section 00811 WAGE SCALE FOR ENGINEERING CONSTRUCTION 1.01 In accordance with the Prevailing Wage law on Public Works(Article 2258 of the Texas Government Code),the public body awarding the contract does hereby specify the rates shown in Table'00811-A following to be the general prevailing rates in the locality in which the work is being performed. 1.02 This prevailing wage rate does not prohibit the payment of more than the rates stated. 1.03 The wage scale for engineering construction is to be applied to all site work greater than five(5)feet from an exterior wall of new building under construction or from an exterior wall of an existing building. , 1, 07/2006 00811-1 of 2 CITY OF PEARI AND WAGE SCALE FOR ENGINEERING CONSTRUCTION Table 00811-A - ` PREVAILING WAGE RATES FOR ENGINEERING CONSTRUCTION CLASSIFICATION RATE CLASSIFICATION RATE ASPHALT RAKER 11 13 ASPHALT PAVING MACHINE 10.05 ASPHALT SHOVELER 9 14 BROOM OR SWEEPER OPERATOR 8.01 BATCHING PLANT WEIGHER 11 11 BULLDOZER 9.91 CARPENTER 10.35 CONCRETE CURING MACHINE 8.80 CONCRETE FINISHER-PAVING . 9.87 CONCRETE FINISHING MACHINE 11 79 CONCRETE FINISHER-STRUCTURES 9.86 CONCRETE JOINT SEALER 10.50. CONCRETE RUBBER 9.00 CONCRETE PAVING FLOAT 9.30 ELECTRICIAN 16.15 CONCRETE PAVING SAW 10.01 FLAGGER 6.66 CONCRETE PAVING SPREADER 932 FORM BUILDER(STRUCTURE$) 9.96 SLIPFORM MACHINE OPERATOR 9.20 FORM LINER-PAVING&CURB 9.03 CRANE,CLAMSHELL,BACKHOE, 11.35 DERRICK,DRAGLINE,SHOVEL FORMSETTER(PAVING/CURB) 8.86 CRUSHER/SCREENING PLAN 11.00 FORM SETTER-STRUCTURES 9.05 FOUNDATION DRILL OPERATOR, 12.59 CRAWLER MOUNTED LABORER-COMMON 7 45 FOUNDATION DRILL OPERATOR 12.73 TRUCK MOUNTED LABORER-UTILITY .8.53 FRONT END LOADER 9.29 LINEPERSON 7.50 • MILLING MACHINE OPERATOR 10.43 MANHOLE BUILDER(BRICK) 8.49 MIXER 7.94 MECHANIC 11.38 MOTOR GRADER(FINE GRADE) 11.11 OILER 9.56 MOTOR GRADER(OTHER) 10.67 SERVICER 9.51 PAVEMENT MARKING MACHINE 7.45 PAINTER-STRUCTURES 14.00 ROLLER.,STEEL WHEEL PLANT 9.25 MIX PAVEMENTS PILEDRIVER 10.96 ROLLER,STEEL WHEEL OTHER 7.61 FLATWHEEL OR TAMPING PIPE LAYER 8.49 ROLLER,PNEUMATIC,SELF PROPELLED 7.96 ASPHALT DISTRIBUTOR . 9 47 SCRAPER , 8.69 TRACTOR-CRAWLER TYPE 10.12 TRACTOR-PNEUMATIC 8.99 TRAVELING MIXER 9.35 TRENCHING MACHINE-LIGHT 10.50 TRENCHING MACHINE-HEAVY 13.56 WAGON-DRILL,BORING MACHINE 10.15 REINFORCING STEEL SETTER(PAVING) 12.50 REINFORCING STEEL SETTER 12.47 STRUCTURES STEEL WORKER-STRUCTURAL 10.35 SIGN ERECTOR • 10.06 SPREADER BOX OPERATOR 9.08 SIGN INSTALLER 7 45 WORK ZONE BARRICADE 7 45 TRUCK DRIVER-SINGLE AXLE LIGHT 8.15 TRUCK DRIVER-SINGLE AXLE HEAVY 8.76 TRUCK DRIVER-TANDEM AXLE SEMI 8.00 TRAILER TRUCK DRIVER-LOWBOY/FLOAT 11.29 WELDER 10.43 END OF SECTION 07/2006 00811 -2 of 2 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 1 I , TECHNICAL SPECIFICATIONS DIVISION 1 GENERAL REQUIREMENTS 04/2008 CITY OFFEARLAND SUMMARY OF WORK Section 01100 SUMMARY OF WORK 1.0 GENERAL 1.01 SECTION INCLUDES A A summary of the Work to be performed under this Contract,work by Owner,Owner furnished products, Work sequence,,future Work,Contractor's use of Premises,and Owner occupancy 1.02 WORK COVERED BY CONTRACT DOCUMENTS A Work of the Contract is for the construction of:Magnolia Road from Veterans Road to SH 35 and John Lizer Road from SH 35 to Pearland Parkway This work includes the construction of a 12"water line,storm sewer;concrete pavement,a bridge over the railroad tracts,detention ponds,landscaping,and signals. 1.03 OWNER FURNISHED PRODUCTS A Contractor's Responsibilities: 1 Arrange and pay for product delivery to site, 2. Receive and unload products at site;inspect for completeness or damage, 3. Handle,store,install,and finish products, 4. And repair or replace damaged items. 1.04 WORK SEQUENCE A Contractor to submit project schedule to Engineer&Owner for approval,as specified in Section 01300—Submittals. B Contractor shall coordinate the Work with the Engineer and Owner as specified in Section 01040-Coordination and Meetings. 1.05 CONTRACTOR'S USE OF PREMISES A Comply with procedures for access to the site and Contractor's use of rights-of-way as specified in Section 01140-Contractor's Use of Premises. B Contractor shall be responsible for all utilities required for construction. 1.06 OWNER OCCUPANCY A Cooperate with the Owner to minimize conflict, and to facilitate the Owner's operations. Coordinate Contractor's activities with Engineer. B Schedule Work to accommodate this requirement. 05/2008 01100-1.0f 2 CITY OF PEAR.LAND SUMMARY OF WORK 2.0 PRODUCTS-NotUsed 3.0 EXECUTION-NotUsed END OF SECTION 05/2008 01100-2 of 2 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES Section 01140 CONTRACTOR'S USE OF PREMISES 1.0 GENERAL 1.01 SECTION INCLUDES A General use of the Project Site including properties inside and outside of the limits of construction, work affecting roads,ramps, streets and driveways and notification to adjacent occupants. B References to Technical Specifications: 1 Section 01350—Submittals 2 Section 01730—Cutting&Patching 3 Section 01555—Traffic Control&Regulation 4 Section 01562—Waste Material Disposal 5 Section 01720—Field'Surveying 6 Section 02980—Pavement Repair 7 Section 02770—Curbs,Curb&Gutter,&Headers 8 Section 02255—Bedding,Backfill,&Embankment Materials 9 Section 02922—Sodding 10 Section 02921 —Hydromulch Seeding 1.02 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. 1.03 LIMITS OF CONSTRUCTION A Confine access,operations,and storage areas to limits of construction as shown on the Plans provided by Owner as stipulated in Section 00700 General Conditions of Agreement;trespassing on,abutting lands or other lands in the area is not allowed. B Contractor may make arrangements,at Contractor'.s cost,for temporary use of private properties,in which case Contractor and Contractor's surety shall indemnify and hold harmless the Owner against claims or demands arising,Jrom such'use of properties outside of the limits of construction. 1 Improvements to private properties made for the Contractor's use must be removed upon completion of the Work. a. No fill material may be placed in temporary work areas or on adjacent private properties without the written permission of the Engineer or the issuance of a Fill Permit by the City of Pearland or other governing entity. C Restrict total length which materials may be distributed along the route of the construction at any one time to 1,000 linear feet unless otherwise approved by Engineer 02/2008 01.140-1 of 4 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES 1.04 PROPERTIES OUTSIDE OF LIMITS OF CONSTRUCTION A Altering the condition of properties adjacent to and along the limits of construction will not be permitted unless authorized by the Engineer and property owner(s). B Means,methods,techniques,sequences,or procedures which will result in damage to properties or improvements in the vicinity outside of the limits of construction will not be permitted. C Any damage to properties outside of the limits of construction shall be repaired or replaced to the satisfaction of the'Engineer and at no cost to the Owner D Contractor shall protect or replace all property corners„monuments or other demarcations disturbed,damaged or lost as a result of his activities. The replacement of these devices shall be properly documented to the satisfaction of the City by a Registered Public Land Surveyor with copies delivered to the Owner or private property.owner. 1.05 USE OF SITE' A Obtain approvals of governing authorities prior to impeding or closing public roads or streets. Do not close consecutive intersections simultaneously B Notify Engineer 48 hours prior to closing a street or a street crossing. Permits for street closures are required in advance and are the responsibility of the Contractor. C Maintain access for emergency vehicles including access to fire hydrants. D Avoid obstructing drainage ditches or inlets;when obstruction is unavoidable due to requirements of the Work, provide grading and temporary drainage structures to maintain unimpeded flow E Locate and protect private lawn sprinkler systems which may exist on rights-of-ways within the Project Site. Repair or replace damaged systems to condition equal to or better than that existing at start of the Work. F When required by the Work, cutting, patching, and fitting of Work to existing facilities,accommodating installation or connection of Work with existing facilities,or uncovering Work for access,inspection,or testing shall be performed in accordance with Section 01730—Cutting&Patching. G Fires are not permitted on the Project Site. 1.06 NOTIFICATION TO ADJACENT OCCUPANTS A Notify individual occupants in areas to be affected by the Work of the proposed construction and time schedule. Notification shall be 24 hours,72 hours and 2 weeks prior to work being performed within 200 feet of the homes or businesses. 02/2008 01140-2 of 4 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES B Include in notification names and telephone numbers of two representatives for resident contact,who will be available on 24-hour call. Include precautions which will be taken to protect private property and identify potential access or utility inconvenience or disruption. C Submit proposed notification to Engineer for approval. Consideration shall be given to the ethnicity of the neighborhood where English is not the dominant language. Notice shall be in an understandable language. 1.07 EXCAVATION IN STREETS AND DRIVEWAYS A Avoid hindering or needlessly inconveniencing public travel on a street or any intersecting alley or street for more than two block's at any one time, except by permission of the Engineer B Obtain the Engineer's approval when the nature of the Work requires closing of an entire street. Permits required for street closure are the Contractor's.responsibility Avoid unnecessary inconvenience to abutting property owners. C Remove surplus materials and debris and open 1000 feet or less for public use as work in that block is complete. D Acceptance of any portion of the Work will not be based on return of street to public use. E, Avoid obstructing,driveways or entrances to private property F Provide temporary crossing or complete the excavation and backfill in one continuous operation to minimize the duration of obstruction when excavation is required across drives or entrances. G Provide barricades and signs in accordance with Section 01555—Traffic Control& Regulation. 1.08 CLEAN-UP A Maintain Project Site in a neat and orderly manner B Perform daily clean-up in and around construction zone of dirt,debris,scrap materials, other disposable items. C Leave streets, driveways, and sidewalks broom-clean or its equivalent at the end of each work day D Promptly remove barriers,signs,and components of other control systems that are no longer being utilized. E Dispose of waste and excess materials in accordance with requirements of Section 01562—Waste Material Disposal. 02/2008 01140-3 of 4 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES 1.09 RESTORATION A Restore damaged permanent facilities to pre-construction conditions unless replacement or abandonment of facilities is indicated on the Plans. B Repair/Replace removed or damaged pavement in accordance with Section 02980— Pavement Repair,and removed or damaged curbs,gutters,and headers in accordance with Section 02770—Curbs, Curb & Gutter, &Headers. Repair/Replace with like materials to match existing style, line's, grades, etc., unless otherwise directed by Engineer i C Repair turf areas which become damaged by Contractor's operations at no additional cost to Owner Level with bank sand or topsoil,conforming to Section 02255—Bedding,Backfill,& Embankment Materials,as approved by the Engineer Provide sodding in areas of residential land use over the surface of ground disturbed during construction and not paved;or not designated to be paved,in accordance with Section 02922—Sodding. Use only block sodding;do not use spot sodding Or sprigging Provide hydromulch seeding in areas of commercial,industrial or undeveloped'land use over the surface of ground disturbed during construction and not paved,or not designated to be paved,in accordance with Section 02921 —Hydromulch Seeding. Water and level newly sodded areas with adjoining turf using steel Wheel toilers appropriate for sodding. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01140-4 of 4 ' ' x CITY OF PEARLAND MEASUREMENT AND PAYMENT PROCEDURES Section 01200 MEASUREMENT AND PAYMENT PROCEDURES 1.0 GENERAL 1.01 SECTION INCLUDES A Procedures for measurement and payment of Work. B Conditions for nonconformance assessment and nonpayment for rejected products. C References to Technical Specifications: See Bid Proposal Sheet D Reference Standards: 1 Concrete Reinforcing Steel Institute(CRSI) 2. American Institute of Steel Construction(AISC) 1.02 AUTHORITY A Units and methods delineated in this Section are intended to complement the criteria of the Technical Specifications and Section 00300—Bid Proposal. B In the event of conflict, the Unit specified for Bid Items in Section 00300 — Bid Proposal shall govern. C Measurements and quantities submitted by the Contractor will be verified by the Engineer. D Contractor shall provide necessary equipment, workers, and survey personnel as required by Engineer to verify quantities. 1.03 UNIT QUANTITIES SPECIFIED A Quantity and measurement estimates stated in Section 00300—Bid Proposal are for contract purposes only Quantities and measurements supplied or placed in the Work, authorized and verified by Engineer shall determine payment as stated in Section 00700—General Conditions of Agreement. B If the actual Work requires greater or lesser quantities than those quantities indicated in Section 00300 — Bid Proposal, provide the required quantities at the unit prices contracted except as otherwise stated in Section 00700 — General Conditions of r Agreement or in executed Change Order. 1.04 MEASUREMENT OF QUANTITIES A Measurement by Weight: Reinforcing steel, rolled or formed steel or other metal shapes will be measured by CRSI or AISC Manual of Steel Construction weights. Welded assemblies will be measured by CRSI or AISC Manual of Steel Construction or scale weights. 0512007 01200-1 of 3 CITY OF PEARLAND MEASUREMENT AND PAYMENT PROCEDURES B Measurement by Volume: 1 Stockpiles: Measured by cubic dimension using mean length,width,and height or thickness. 2. Excavation and Embankment Materials. Measured by cubic dimension using the average end area method. C Measurement by Area: Measured by square dimension using mean length and width or radius. D Linear Measurement: Measured by linear dimension, at the item centerline or mean chord. E Stipulated Price Measurement: By unit designated in the agreement. F Other- Items measured by weight, volume, area,or lineal means or combination,as appropriate, as a completed item or unit of the Work. 1.05 PAYMENT A Payment includes full compensation for all required supervision,labor,products,tools, equipment,plant,transportation,services,and incidentals;and erection,application or installation of an item of the Work;and Contractor's overhead and profit. The price bid shall include the total cost for required Work. Claims for payment as Unit Price Work not specifically covered in Section 00300—Bid Proposal will not be accepted. B Progress Payments for Unit Price Work will be based on the Engineer's observations -- and evaluations of quantities incorporated in the Work multiplied by the unit price. C Progress Payments for Lump Sum Work will be based on the Engineer's observations and evaluations of the percentage of quantities included in the schedule of values incorporated in the Work. D Final Payment for Work governed by unit prices will be made on the basis of the actual measurements and quantities determined by Engineer multiplied by the unit price for Work which is incorporated in or made necessary by the Work. 1.06 NONCONFORMANCE ASSESSMENT A Remove and replace the Work, or portions of the Work, not conforming to the Contract Documents. B If,in the opinion of the Engineer,it is not practical to remove and replace the Work, the Engineer will direct one of the following remedies: 1 The nonconforming Work will remain as is,but the unit price will be adjusted to a lower price at the discretion of the Engineer 2. The nonconforming Work will be modified as authorized by the Engineer, and the unit price will be adjusted to a lower price at the discretion of the Engineer,if the modified Work is deemed to be less suitable than originally specified. 05/2007 01200-2 of 3 CITY OF PEARLAND MEASUREMENT AND PAYMENT PROCEDURES C Individual Technical Specifications may modify these options or may identify a specific formula or percentage price reduction. D The authority of the Engineer to assess the nonconforming Work and identify payment adjustment is final. 1.07 NONPAYMENT FOR REJECTED PRODUCTS A Payment will not be made for any of the following: 1 Products wasted or disposed of in a manner that is not acceptable to Engineer. 2. Products determined as nonconforming before or after placement. 3. Products not completely unloaded from transporting vehicle. 4 Products placed beyond the lines and levels of the required Work. 5. Products remaining on hand after completion of the Work,unless specified otherwise. 6. Loading,hauling,and disposing of rejected products. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION ) 05/2007 01200-3 of 3 CITY OF PEARLAND CHANGE ORDER'PROCEDURES Section 01290 CHANGE ORDER PROCEDURES 1.0 GENERAL 1.01 SECTION INCLUDES. A Procedures for processing Change Orders,including: 1 Assignment of a responsible individual for approval and communication of changes in the Work; 2. Documentation of change in Contract Price and Contract Time; 3 Change procedures,using,proposals and construction contract modifications,Work Change Directive,Stipulated Price Change Order,Unit Price Change Order,Time and Materials Change Order; 4 Execution of Change Orders; 5 Correlation of Contractor Submittals. B References to Technical Specifications: 1 Section 01350—Submittals 2. Section 01760—Project Record Documents C Other References: 1 Rental Rate Blue Book for Construction Equipment(Data Quest Blue Book). Rental Rate is defined as the full unadjusted base rental rate for the appropriate item of construction equipment. 1.02 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. 1.03 RESPONSIBLE INDIVIDUAL A Contractor shall provide a letter indicating the name and address of the individual authorized to execute change documents, and who shall also be responsible for informing others in Contractor's employ and Subcontractors of changes to the Work. The information shall be provided at the Preconstruction Conference. 1.04 DOCUMENTATION OF CHANGE IN CONTRACT PRICE AND CONTRACT TIME A Provide full information required for identification and evaluation of proposed changes,and to substantiate costs of proposed changes in the Work. B Contractor shall document each Proposal for Change in cost or time with sufficient data to allow for its evaluation. 0212008 01290- 1 of 4 I ' CITY OF PEARLAND CHANGE ORDER PROCEDURES C Proposal for Change shall include, as' a minimum, the following, information as applicable: 1 Original Quantities of items in Section 00300—Bid Proposal with additions, reductions,deletions,and substitutions. 2. When Work items were not included in Section 00300—Bid Proposal, Contractor shall provide unit prices for the new items,with supporting information as required by the Engineer 3. Justification for any change in Contract Time. 4 Additional data upon request. D For changes in.the Work performed on a time-and-material basis, the following additional information may be required: 1 Quantities and description of products and equipment. 2. Taxes,insurance and bonds. ' 3 Overhead and profit as noted in Section 00700—General Conditions of Agreement,7.03"Extra Work" 4 Dates and times work was performed, and by whom. 5 Time records and certified copies of applicable payrolls. 6. Invoices and receipts for products,rented equipment,and subcontracts, similarly documented. E Rented equipment will be paid to the Contractor by actual invoice cost for the duration of time required to complete the extra work. If the extra work comprises only a portion of the rental invoice where the equipment would otherwise be on the site,the Contractor shall compute the hourly equipment rate by dividing the actual monthly invoice by 176. (One day equals 8 hours and one week equals 40 hours.) Operating costs shall not exceed the estimated operating costs given for the item of equipment in the Blue Book. F For changes in the work performed on a time-and-materials basis using Contractor- owned equipment,compute rates with the Blue Book as follows: 1 Multiply the appropriate Rental Rate by,an adjustment factor of 70 percent plus the full rate shown for operating costs. The Rental Rate utilized shall be the lowest cost combination of hourly,daily,weekly or monthly rates. Use 150 percent of the Rental Rate for double shifts(one extra shift per day) and 200 percent of the Rental Rate for more than two shifts per day No other rate adjustments shall apply 2. Standby rates shall be 50 percent of the appropriate Rental Rate shown in the Blue Book. Operating costs will not be allowed. 1.05 CHANGE PROCEDURES A Changes to Contract Price or Contract Time can only be made by issuance of a Change Order Issuance of a Work Change Directive or written acceptance by the Engineer of changes will be formalized into Change Orders. All such changes will be in accordance with the requirements of Section 00700 — General Conditions of Agreement,7.01 "Change Orders" 02/2008 01290-2 of 4 CITY OF PEARL AND CHANGE ORDER PROCEDURES B The Engineer will advise Contractor of Minor Changes in the Work not involving an adjustment to Contract Price or Contract Time as authorized by Section 00700 — General Conditions of Agreement,7.02"Minor Changes", by issuing supplemental instructions. C Contractor may request clarification of Plans, Technical Specifications or Contract Documents or other information. Response by the Engineer to a Request for Information does not authorize the Contractor to perform tasks outside the scope of the Work. All changes must be authorized as described in this Section. 1.06 PROPOSALS FOR CHANGE AND CONTRACT MODIFICATION A The Engineer may issue a Request for Proposal,which includes a detailed description of a proposed change with supplementary or revised Plans and Technical Specifications.The Engineer.may also request a proposal in the response to a Request for Information. Contractor will prepare and submit its Proposal for Change within 7 days or as specified in the•request. B The Contractor may propose an unsolicited change by submitting a Proposal for Change Wile Engineer describing the proposed change and its full effect on the Work, with a statement describing the reason for the change and the effect on the Contract Price and Contract Time including full documentation. 1.07 WORK CHANGE DIRECTIVE A Engineer may issue a signed Work Change Directive instructing the Contractor to proceed with a change in the Work,for subsequent inclusion in a Change Order. B The document will describe changes in the Work and will designate a method of determining any change in Contract'Price or Contract Time. C Contractor shall proceed promptly to execute the changes in the Work in accordance with the Work Change Directive. 1.08 STIPULATED PRICE CHANGE ORDER A A Stipulated Price Change Order will be based on an accepted Proposal for Change including the Contractor's lump sum price quotation. 1.09 UNIT PRICE CHANGE ORDER A Where Unit Prices for the affected items of the Work are included in Section 00300- Bid Proposal.,the Unit Price Change Order will be based on unit prices as originally bid,subject to provisions of Section 00700—General Conditions of,Agreement. B Where unit prices of the Work are not pre-determined in Section 00300 — Bid Proposal,Work Change Directive or accepted Proposal for Chang a will specify the unit prices to be used. 02/2008 01290-3 of 4 CITY OF PEARLAND CHANGE ORDER PROCEDURES 1.10 TIME-AND-MATERIAL CHANGE ORDER A Contractor shall provide an itemized account and supporting data after completion of change,within time limits indicated for claims in Section 00700—General Conditions of Agreement. B Engineer will determine the change allowable in Contract Price and Contract Time as provided in Section 00700—General Conditions of Agreement. C Contractor shall maintain detailed records of work done on time-and-material basis as specified in this Section, 1.04 "Documentation of Change in Contract Price and Contract Time" D Contractor shall provide full information required for evaluation of changes,and shall substantiate costs for changes in the Work. 1.11 EXECUTION OF CHANGE DOCUMENTATION A Engineer will issue Change Orders,Work Change Directives,or accepted Proposals for Change for signatures of parties named in Section 00500 — Standard Form of Agreement. 1.12 CORRELATION OF CONTRACTOR SUBMITTALS A For Stipulated Price Contracts, Contractor shall promptly revise Schedule of Values and Application for Payment forms to record each authorized Change Order as a separate line item and adjust the Contract Price. B For Unit Price Contracts,the next monthly Application for Payment of the Work after acceptance of a Change Order will be revised to include any new items not previously included and the appropriate unit rates. C Contractor shall promptly revise progress schedules to reflect any change in Contract Time,and shall revise schedules to adjust time for other items of work affected by the change,and resubmit for review D Contractor shall promptly enter changes to the on-site and record copies of the Plans, Technical Specifications or Contract Documents as required in Section 01760 — Project Record Documents. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 0212008 01290-4 of 4 CITY OF PEARLAND COORDINATION AND MEETINGS ' 1 Section 01310 COORDINATION AND MEETINGS 1.0 GENERAL 1.01 SECTION INCLUDES A Section includes general coordination including Preconstruction Conference, Site Mobilization Conference,and Progress Meetings. B References to Technical Specifications: 1 Section 01100—Summary of Work 1.02 RELATED DOCUMENTS A Coordination is required throughout the documents. Refer to all of the Contract Documents and coordinate as necessary 1.03 ENGINEER AND REPRESENTATIVES A The Engineer may act directly or through designated representatives as defined in Section 00700 — General Conditions of Agreement, 1.01 "Owner, Contractor, and Engineer",and as identified by name at the Preconstruction Conference. 1.04 CONTRACTOR COORDINATION A Coordinate scheduling,submittals,and work of the various Technical Specifications to assure efficient and orderly sequence of installation of interdependent construction elements. B Coordinate completion and clean up of the Work for Substantial Completion and for portions of the Work designated for Owner's partial occupancy C Coordinate access to Project Site for correction of nonconforming work to minimize disruption of Owner's activities where Owner is in partial occupancy 1.05 PRECONSTRUCTION CONFERENCE A Engineer will schedule a Preconstruction Conference. . 13 Attendance Required: Engineer's representatives,Consultants,Contractor,and major Subcontractors. C Agenda: 1 Distribution of Contract Documents. 2. Designation of personnel representing the parties to the Contract,and the Consultant. 3. Review of insurance. 02/2008 01310-1 of 3 CITY OF PEARLAND COORDINATION AND MEETINGS 4 Discussion of formats proposed by the Contractor for Schedule of Values, and Construction Schedule. 5 Discussion of required Submittals,including,but not limited to,Work Plans,Traffic Control Plans,Safety Programs,Construction Photographs. 6. Procedures and processing of Shop Drawings and other submittals, substitutions,Applications for Payment,Requests for Information,Request for Proposal,Change Orders,and Contract Closeout. 7 Scheduling of the Work and coordination with other contractors. 8. Review of Subcontractors. 9 Appropriate agenda items listed in this Section, 1.06"Site Mobilization Conference",when Preconstruction Conference and Site Mobilization Conference are combined. 10: Procedures for testing. 11 Procedures for maintaining Project Record Documents. 12. Designation of the individual authorized to execute change documents and their responsibilities. 13. Discussion of requirements of a Trench Safety Program. 1.06 SITE MOBILIZATION CONFERENCE A When required by Section 01100—Summary of Work,Engineer will schedule a Site Mobilization Conference at the Project,Site prior to Contractor occupancy B Attendance Required: Engineer representatives, Consultants, Contractor's Superintendent,and major Subcontractors. C Agenda: 1 Use of premises by Owner and Contractor 2. Safety and first aid procedures' 3. Construction controls provided by Owner 4 Temporary utilities 5. Survey and layout 6. Security and housekeeping procedures 1.07 PROGRESS MEETINGS A Progress Meetings shall be held at Project Site or other location as-designated by the Engineer. Meeting shall be held at monthly intervals, or more frequent intervals if directed by Engineer. B Attendance Required: Job superintendent, major Subcontractors and suppliers, Engineer representatives, and Consultants as appropriate to agenda topics for each meeting. C Engineer or City's representative will make arrangements for meetings,and recording minutes. D Engineer or City's representative will prepare the agenda and preside at meetings. 02/2008 01310-2 of 3 CITY OF PEARLAND COORDINATION AND MEETINGS E Contractor shall provide required information and be prepared to discuss each agenda item. F Agenda: 1 Review minutes of previous meeting. 2. Review of Construction Schedule,Applications for Payment,payroll and compliance submittals. 3 Field observations,problems,and decisions. 4 Identification of problems which impede planned progress. 5. Review of Submittal Schedule and status of submittals. 6. Review status of Requests for Information,Requests for Proposal. q, q p 7 Review status of Change Orders. 8. Review of off-site fabrication and delivery schedules. 9 Maintenance of updates to Construction Schedule. 10. Corrective measures to regain projected schedules. 11 Planned progress during succeeding work period. 12. Coordination of projected progress. 13. Maintenance of quality and work standards. 14 Effect of proposed changes on Construction Schedule and coordination. 15 Other items relating to the Work. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - Not Used i. END OF SECTION 02/2008 01310-3 of 3 CITY OF PEARLAND ' SUBMITTALS Section 01350 SUBMITTALS 1.0 GENERAL This Section contains general lists of Submittals and Technical Specifications that may be required for the. Work. When Submittals are required elsewhere in these Technical' Specifications,refer to,this Section for Submittal requirements and,procedures. 1.01 SECTION INCLUDES A Submittal procedures for 1 Schedule of Values 2. Construction Schedules 3. Shop Drawings,Product Data,and Samples 4 Operations and Maintenance Data 5 Manufacturer's Certificates 6. Construction Photographs 7 Project Record'Documents 8. Design Mixes B References to the following Technical Specifications: 1 Section 01310—Coordination&Meetings 2. Section 01630—Product Options&Substitutions 3 Section 01100—Summary of Work 4 Section 01380—Construction Photographs 5. Section 01760—Project Record Documents 6. Section 02530—Gravity Sanitary Sewers 1.02 SUBMITTAL PROCEDURES A Scheduling and Handling 1 Schedule Submittals well in advance of the need for material or equipment for construction. Allow time to make delivery of material or equipment after Submittal is approved. 2. Develop a Submittal Schedule that allows sufficient time for initial review, correction,resubmission and final review of all submittals.The Engineer will review and return submittals to the Contractor as expeditiously as possible but the amount of time required for review will vary depending on the complexity and quantity of data submitted. In no case will a Submittal Schedule be acceptable which allows less than 30 days for initial review by the Engineer This time for review shall in no way be justification for delays,or additional compensation to the.Contractor. 3 The Engineer's review of submittals covers conformity to the Plans,Technical Specifications, and dimensions which affect the layout. The Contractor is responsible for quantity determination. The Contractor is responsible for any errors, omissions or deviations from the Contract requirements; review of 01/2008 01350-1 of 6 " CITY OF PEARLAND SUBMITTALS submittals in no way relieves the Contractor from his obligation to furnish required items according to the Plans and Technical Specifications. 4 Submit 5 copies of documents unless otherwise specified in this Section or by individual Technical Specifications. 5 Revise and resubmit submittals:as required. Identify all changes made since previous submittal. 6. The Contractor shall assume the risk for material Or equipment which is fabricated or delivered prior to approval. No material or equipment shall be incorporated into the Work or included in Applications for Payment until approval has been obtained in the specified manner. B Transmittal Form and Numbering 1 Transmit each submittal to the Engineer with a transmittal form. 2. Sequentially number each transmittal form beginning with the number 1 Re- Submittals shall use the original number with an alphabetic suffix(i.e.,2A for first Re-Submittal of Submittal 2 or 15C for third Re-Submittal of Submittal 15). Each submittal shall only contain one type of work, material, or equipment. Mixed submittals will not be accepted. 3. Identify variations from requirements of Contract Documents and identify product or system limitations. 4 For submittal numbering of video tapes,see this Section, 1 10"Video" C Contractor's Certification 1 Each submittal shall contain a statement or stamp signed by the Contractor, certifying that the items have been reviewed in detail and are correct and in accordance with Contract Documents, except as noted by any requested variance. 1.03 SCHEDULE OF VALUES A Submit a Schedule of Values at least 10 days prior to the first Application for Payment. A Schedule of Values shall be provided for each of the items indicated as Lump Sum (LS) in Section 00300—Bid Proposal for which the Contractor requests to receive Progress Payments. B Schedule of Values shall be typewritten on 8-1/2"x 11",plain bond,white paper Use the Table of Contents of this Project Manual as a format for listing costs of Work by Section. C Round off figures for each listed item to the nearest$100.00 except for the value of one item, if necessary,to make the total price for all items listed in the Schedule of Values equal to the applicable Lump Sum in Section 00300—Bid Proposal. D For Unit Price Contracts, items should include a proportional share of Contractor's overhead and profit,such that the total of all items listed in the Schedule of Values equals the Contract amount. For Stipulated Price Contracts,Mobilization,Bonds,and Insurance may be listed as separate items in the Schedule of Values. 01/2008 01350-2 of 6 CITY OF PEARLAND SUBMITTALS For Lump Sum equipment items, where Submittals for Testing, Adjusting,. and Balancing Reports in conjunction with Operation and Maintenance Data are required, include a separate item for equipment Operation and Maintenance Data Submittals and a separate item for Submittals of equipment Testing, Adjusting, and Balancing Reports,each valued at five(5)percent of the Lump Sum. F Revise the Schedule of Values and resubmit for items affected by contract modifications,Change Orders,and Work Change Directives. Submit revised Schedule of Values 10 days prior to the first Application for Payment after the changes are approved by the Engineer. 1.04 CONSTRUCTION SCHEDULES A Submit Construction Schedules for the Work in accordance with the requirements of this Section. The Construction Schedule Submittal shall be,at a minimum,a bar chart, (computer generated or prepared manually)and a narrative report. B During the Preconstruction Meeting, as noted in Section 01310- Coordination and Meetings, the Contractor shall provide a sample of the format to be used for the Construction Schedule Submittal.The format is subject to approval by the Engineer Review of the Submittal will be provided within 7 days of the Submittal of the sample. C Within 7 days of the receipt of approval of the Contractor's format,or 14 days of the Notice to Proceed, whichever is later, the Contractor shall submit a proposed Construction Schedule for review The Construction Schedule Submittal shall meet the following requirements: 1 The Construction Schedule shall usually include a total of at least 20 but not more than 50 activities. Fewer activities may be accepted,if approved by the Engineer. 2. For Projects with work at different physical locations,each location should be indicated separately within the Construction Schedule. 3 For projects with multiple crafts or significant subcontractor components,these elements should be indicated separately within the Construction Schedule. 4 For Projects with Multiple types of tasks within the scope,these types of work should be indicated separately within the Construction Schedule. 5 For Projects with significant major equipment items or materials worth over 25 percent of the Total Contract Price,the Construction Schedule shall indicate dates when these items are to be purchased,when they are to be delivered,and when installed. 6. For Projects where operating plants are involved,each period of work which will require the shut down of any process or operation shall be identified in the Construction Schedule and must be agreed to by the Engineer prior to starting work in the area. 7 A Billing Schedule(tabulation of the estimated monthly billings)for the Work shall be prepared and submitted by the Contractor with the first Construction Schedule. This information is not required in the monthly updates, unless significant changes in Work require re-submittal of the Construction Schedule for review The total for each month and a cumulative total will be indicated. 01/2008 01350-3of6 CITY OF PEARLAND SUBMITTALS These monthly forecasts are only for planning purposes of the Engineer. Monthly payments for actual work completed will be made by the Engineer in accordance with Section 00700-General Conditions of Agreement. D The Contractor must receive approval of the Engineer for the Construction Schedule and Billing Schedule prior to the first monthly Application for Payment. No payment will be made until these are accepted. E Upon written request from the Engineer, the Contractor shall revise and submit for approval all or any part of the Construction Schedule to reflect changed conditions in the Work or deviations made from the original plan and schedule. F The Contractor's Construction Schedule shall thereafter be updated with the Actual Start and Actual Finish Dates, Percent'Complete, and Remaining Duration of each Activity and submitted monthly The date to be used in updating the monthly Construction Schedule shall be the same Date as is used in the monthly Application for Payment. This monthiy'update of the Construction Schedule shall be required before the monthly Application for Payment will be processed for payment. G The narrative Construction Schedule Report shall include a description of changes made to the Construction Schedule; Activities Added to the Construction Schedule; Activities Deleted from the Construction Schedule; any other changes made to the Construction Schedule other than the addition of Actual Start Dates and Actual Finish Dates and Remaining Durations. 1.05 SHOP DRAWINGS,PRODUCT DATA,AND SAMPLES A Shop Drawings 1, Submit Shop Drawings for review as required by the Technical Specifications. 2. Contractor's Certification, as described in this Section, 1.02 "Submittal Procedures"shall be placed on each Shop Drawing. 3. The Shop Drawing shall accurately and distinctly present the following: a. Field and erection dimensions clearly identified as such. b. Arrangement and section views. c. Relation to adjacent materials or structure including complete information for making connections between work under this Contract and work ender other contracts. d. Kinds of materials and finishes, e, Parts list and descriptions. f. Assembly Shop Drawings of equipment components and accessories showing their respective positions and relationships to the complete equipment package. g. Where necessary for clarity, identify details by reference to sheet numbers and detail numbers,schedule or room numbers as shown on the Plans. 4 Shop Drawing Drawings shall be to scale,and shall be a true representation of the specific equipment or item'to be furnished. 01/2008 01350-4 of 6 CITY OF PEARLAND SUBMITTALS B Product Data 1. Submit Product Data for review when required in individual Technical Specifications. 2. Contractor's Certification, as described in this Section, 1.02 "Submittal Procedures"shall be placed on each data item submitted. 3 Mark each copy to identify applicable products,models,options to be used in this Project. Supplement manufacturers'standard data to provide information unique to this Project,where required by the Technical Specification. 4. For products specified only by reference standard,submit manufacturer,trade name,model or catalog designation,and,applicable reference standard. S. For Approved Products, those designated in the Technical Specifications followed by the words"or approved equal",submit manufacturer,trade name, model or catalog designation,and applicable reference standard. 6. For products proposed as alternates to Approved Products, refer to Section 01630-Product Options and Substitutions, 1.04"Selection Options"and 1.07 "Substitution Procedures" 7 For products that are neither Pre-Approved, Approved, specified only by reference standard, nor proposed as alternates, submit product description, trade name,manufacturer,and supplier. Contractor shall provide additional information upon written request by Engineer or Owner C Samples 1 Submit samples for review as required by the Technical Specification. 2. Contractor's Certification, as described in this Section, 1.02 "Submittal Procedures", shall be placed on each sample or a firmly attached sheet of paper. 3 Submit the number of samples specified in the Technical Specification,one of which will be retained by the Engineer 4 Reviewed samples which may be used in the Work are identified in the Technical Specifications. 1.06 OPERATIONS AND MAINTENANCE DATA A When specified in Technical Specification,submit manufacturers'printed instructions for delivery,storage, assembly,installation,start-up,operation,adjusting,finishing, and maintenance. B Contractor's Certification,,as described in this Section. 1.02"Submittal Procedures", shall be placed on front page of each document. C Identify conflicts between manufacturers'instructions and Contract Documents. 1.07 MANUFACTURER'S CERTIFICATES A When specified in Technical Specification, submit manufacturers' certificate of compliance for review by Engineer B Contractor's Certification,as described in this Section, 1.02"Submittal Procedures", shall be placed on front page of the certificate. 01/2008 01350-5 of 6 CITY,OF PEARLAND SUBMITTALS C Submit supporting reference data,affidavits,and certifications as appropriate. D Manufacturer's Certificates may be regent or previous test results on material or product,but must be acceptable to Engineer. 1.08 CONSTRUCTION PHOTOGRAPHS A Submit photographs in accordance with Section 01380—Construction Photographs. 1 Prints:Prepare 2 prints of each view and submit 1 print directy to the City's Representative Within 7 days of taking photographs. One print shall be retained by the Contrantor and made available at all times for reference on the job site. I B PRECONSTRUCTION PHOTOGRAPHS 1 Prior to the commencement of any construction,take digital color photographs on the entire route of the project 2. Photographs: Two prints,color,matte finish, 3 x 5 inch size,mounted on 81 x 11-inch soft card stock, with left edge binding margin for three hole punch,or in plastic pockets in three-ring notebook. 3. Th photographs shall show. a. Date photographs were taken b. Location of the photograph, house number and street name. (This information may be shown on a chalk board in the photograph of by a label on the mountings.) 4 Photographs should show the confition of the following a. Eslpanades and boulevards b. Yards (near,side and far side of street) c. Housewalk,sidewalk and driveway;curb d. Area between walk and curb 1) Particular features(yard lights,shrubs,fences,trees,etc.) 2) Landscaping and decorative features. C POST CONSTRUCTION PHOTOGRAPHS 1 On completion of construction)provide photographs of any public or private property which has been repaired or restored and any damage which is or may be the subject of complaints. 1.09 PROJECT RECORD DOCUMENTS A Submit Project Record Documents in accordance with Section 01760—Project Record Documents. 1.10 VIDEO A Submit television video in DVD format as required in individual Technical Specifications. B Transmittal forms for video disks shall be numbered sequentially beginning with TO1, T02,T03,etc. 01/2008 01350-6 of 6 CITY OF PEARLAND SUBMITTALS r - 1.11 DESIGN MIXES A When specified,submit design nixes for review B Contractor's Certification,as described in this Section, 1.02"Submittal Procedures", shall be placed on front page of each design mix. C Mark each design mix to identify proportions,gradations,and additives for each class and type of design mix submitted. Include applicable test results on.samples for each mix. D Maintain a copy of approved design mixes at mixing plant. 2.0 PRODUCTS - NotUsed 3i0 EXECUTION - Not Used END OF SECTION 01/2008 01350-7 of 6 CITY OF PEARLAND CONSTRUCTION PHOTOGRAAHS Section 01380 CONSTRUCTION PHOTOGRAPHS 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for construction photographs and submittals. B References Technical Specifications: 1 Section 01100—Summary of Work 2. Section 01350—Submittals 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Construction Photographs under this Section. Include cost in Bid Items for installed Work. 1.03 SUBMITTALS A When required by Section 01100 — Summary of Work, submit photographs in accordance applicable provisions of this Section. B Make Submittals required by this and related Sections under the provisions of Section 01350_Submittals. C Prepare three(3)prints of each view and submit two(2) prints directly to the Project Manager within seven(7)days of taking photographs. One(1)print shall be retained by the Contractor in the field office at the Project Site and available at all times for reference. D When requested by the Project Manager,the Contractor shall submit extra prints of photographs,for distribution directly to designated parties who will pay the costs for the extra prints directly to the photographer E When required by individual Sections,submit photographs taken prior to start of the Work to show original Project Site conditions. F When required by Contract Documents, submit photographs with Application for Payment. G When required by individual Sections,submit photographs taken following completion of the Work to show the condition in which the Project Site will be left. H With each submittal,include photographic negatives in protective envelopes,identified by Project Name,Contractor,and date photographs were taken. 01/2008 01380-1 of 3 CITY OF PEARLAND CONSTRUCTION PHOTOGRPAHS 1.04 QUALITY ASSURANCE A Contractor shall be responsible for the timely execution of the photographs, their vantage point,direction of shot,and quality 2.0 PRODUCTS 2.01 PHOTOGRAPHS A Photographs shall be digital quality andl shall be submitted on a CD B The photographs shall show on a non-elective chalkboard or white board,readable in the photograph: 1 Job number. 2. Date and time photographs were taken. 3 Location of the photograph,house number and street,along with the project number C Indicate the condition of the following: 1 Esplanades and boulevards. 2. Yards (near side and far side of street). 3 House-walk and sidewalk. 4 Curb. 5 Area between walk and curb. 6. Particular features (yard lights,shrubs,fence,trees,etc.). 7 Date shall be on negative. 8. Provide notation of vantage point marked for location and direction of shot on a key plan of the Project Site. D Sufficient number of photographs shall be taken to show the existence or non- existence of cracked concrete and the condition of trees,shrubs and grass. E Identify each photograph with an applied label or rubber stamp on the back with the following information. 1 Name of the Project. 2. Name and address of the photographer(if a professional photographer is used). 3 Name of the Contractor 4 Date the photograph was taken. 5. Photographs to be in plastic pockets and bound in three.-ring notebook for easy access and viewing. 3.0 EXECUTION 3.01 PRECONSTRUCTION PHOTOGRAPHS A Prior to the commencement of the Work,take photographs of the entire route of the Project Site. 01/2008 01380-2 of 3 CITY OF PEARLAND CONSTRUCTION PHOTOGRAAHS } 3.02. POST-CONSTRUCTION PHOTOGRAPHS A Following the completion of the Work,take photographs from corresponding vantage points and direction of shots. 3.03 PROGESS PHOTOGRAPHS A Take photographs at intervals,coinciding with the cutoff date associated with each -J Application for Payment and submit on CD with monthly Application for Payment. B Select the vantage points for each shot each month to best show the status of construction and progress since the last photographs were taken. Take not less than two(2)shots from the same vantage point creating a time-lapsed sequence. C Follow direction when given by the Project Manager in selecting vantage points. END OF SECTION F 01/2008 01380-3 of 3 CITY OF PEARLAND REFERENCED STANDARDS Section 01420 REFERENCED STANDARDS 1.0 GENERAL 1.01 SECTION INCLUDES A General quality assurance as related to Reference Standards and a list of references. B References to Technical Specifications: None 1.02 QUALITY ASSURANCE A For Products or workmanship specified by association, trade, or Federal Standards comply with requirements of the standard,except when more rigid requirements are specified or are required by applicable codes. B Conform to reference standard by date of issue current on the date as stated in Section 00700—General Conditions of Agreement. C Request clarification from Engineer before proceeding should specified reference standards conflict with Contract Documents. 1.03 SCHEDULE OF REFERENCES AASHTO American Association of State Highway and Transportation Officials 444 North Capitol Street,N W Washington,DC 20001 ACI American Concrete Institute P.O.Box 19150 Reford Station Detroit,MI 48219-0150 AGC Associated General Contractors of America 1957 E Street,N W Washington,DC 20006 AI Asphalt Institute Asphalt Institute Building College Park,MD 20740 AITC American Institute of Timber Construction 333 W Hampden Avenue Englewood,CO 80110 02/2008 01420-1 of 5 CITY OF PEARLAND I REFERENCED STANDARDS AISC American Institute of Steel Construction 400 North Michigan Avenue,Eighth Floor Chicago,JL 60611 AISI American Iron and Steel Institute 1000 16th Street,N W Washington,DC 20036 ASME American Society of Mechanical Engineers 345 East 47th Street New York,NY 10017 ANSI American National Standards Institute 1430 Broadway New York,NY 10018 APA American Plywood Association Box 11700 i Tacoma,WA 98411 API American Petroleum Institute 1220 L Street,N W Washington,DC 20005 AREA American Railway Engineering Association 50FStreet,NW Washington,DC 20001 ASTM American Society for Testing and Materials 1916 Race Street Philadelphia,PA 19103 AWPA American Wood-Preservers'Association 7735 Old Georgetown Road Bethesda,MD 20014 AWS American Welding Society PO Box 35104 Miami,FL 33135 AWWA American Water Works Association 6666 West Quincy Avenue Denver,CO 80235 02/2008 01420-2 of 5 CITY.OF PEARLAND REFERENCED STANDARDS CLFMI Chain Link Fence Manufacturers Institute 1101 Connecticut Avenue,N W Washington,DC 20036 CRD U.S.A.Corps of Engineers A ' Code of Ordinances City of Pearland 3519 Liberty Drive Pearland,TX 77581 CRSI Concrete Reinforcing Steel Institute 933 Plum Grove Road Schaumburg,IL 60173-4758 EJMA Expansion Joint Manufacturers Association 707 Westchester Avenue White Plains,.NY 10604 FDA U.S.Food and Drug Administration 5600 Fisher Lane Rockville,MD 20857-0001 FS Federal Standardization Documents General Services Administration,Specifications Unit(WFSIS) 7th and])Street S W Washington,DC 20406 ICEA Insulated Cable Engineer Association P.O Box 440 S Yarmouth,MA 02664 lEEE Institute of Electrical and Electronics Engineers 445 Hoes Lane P.O Box 1331 Piscataway,NJ 0855-1331 MIL Military Specifications General Services Administration,Specifications Unit(WFSIS) 7th and D Street S.W Washington,DC 20406 NACE National Association of Corrosion Engineers P 0 Box 986 Katy,TX 77450 02/2008 01420-3 of 5 CITY OF PEARLAND. REFERENCED STANDARDS NEMA National Electrical Manufacturers'Association 2101 L Street,N W.,Suite 300 Washington,DC 20037 NFPA National Fire Protection Association Batterymarch Park,P.O..Box 9101 Quincy,MA 02269-9101 OSHA Occupational Safety Health Administration U.S.Department of Labor,Government Printing Office Washington,DC 20402 PCA Portland Cement Association 5420 Old Orchard Road Skokie,IL 60077-1083 PCI Prestressed Concrete Institute 201 North Wacker Drive Chicago,IL 60606 SDI Steel Deck Institute Box 9506 Canton,OH 44711 SSPC Steel Structures Painting Council 4400 Fifth Avenue Pittsburgh,PA 15213 TAC Texas Administrative Code TCEQ Texas Commission on Environmental Quality P 0 Box 13087 Austin,TX 78711-3087 TxDOT Texas Department of Transportation 125 East 11th Street Austin,TX 78701-2483 Texas MUTCD Texas Manual on Uniform Traffic Control Devices(2003 Adoption) (published by Texas Department of Transportation) UL Underwriters'Laboratories,Inc. 333 Pfingston Road Northbrook,IL 60062 UNI-BELL UM-BELL Pipe Association 2655 Villa Creek Drive,Suite 15,5 02/2008 01420-4 of 5 CITY OF PEARLAND REFERENCED STANDARDS Dallas,TX 75234 WRI Wire Reinforcement Institute 942 Main Street—Suite 300 Hartford,CT 06103 WWD/PI Water Well Drillers and Pump Installers Advisory Council Texas Department of Licensing and Regulation P.O Box 12157 Austin,TX 78711 2.0 PRODUCTS - NotUsed' 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01420-5 of 5 CITY OF PEARLAND CONTRACTOR'S QUALITY CONTROL { Section 01430 CONTRACTOR'S QUALITY CONTROL 1.0 GENERAL 1.01 SECTION INCLUDES A Quality, assurance and control of installation and manufacturer's field services and reports. B References to Technical Specifications: 1 Section 01350—Submittals 1.02 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. 1.03 QUALITY ASSURANCE/CONTROL OF INSTALLATION A Monitor quality control over suppliers, manufacturers, products, services, site conditions, and workmanship, to produce the Work of specified quality at no additional cost to the Owner B Comply fully with manufacturers' installation instructions, including each step in sequence. C Request clarification from Project Manager before proceeding should manufacturers' instructions conflict with Contract Documents. D Comply with specified Standards as minimum requirements for the Work except when more stringent tolerances,codes,or specified requirements indicate higher standards or more precise workmanship. E Perform work by persons qualified to produce the specified level of workmanship. F Obtain copie's of Standards and maintain at Project Site when required by individual Technical Specifications. 1.04 MANUFACTURERS'FIELD SERVICES AND REPORTS A When specified in individual Technical Specifications,provide material or product suppliers' or manufacturers' technical representative to observe site conditions, conditions of surfaces and installation,quality of workmanship,start-up of equipment, operator training,test,adjust,and balance of equipment as applicable,and to initiate operation,as required. Conform to minimum time requirements for start-up operations and operator training if defined in Technical Specifications. 02/2008 01430-1 of 2 CITY OF PEARLAND CONTRACTOR'S QUALITY CONTROL B At the Project Manager's request, , submit qualifications of manufacturer's representative to Project Manager fifteen (15) days in advance of required representative's services. The representative shall be subject to approval of Project Manager C Manufacturer's representative shall report observations and site decisions or instructions given to applicators or installers that are supplemental or contrary to manufacturers'written instructions. Submit report within one(1)day of observation to Project Manager for review 2.0. PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01430-2 of 2 CITY OF PEARLAND OBSERVATION SERVICES Section 01440 OBSERVATION SERVICES 1.0 GENERAL 1.01 SECTION INCLUDES A Observation services and references. B References to Technical Specifications. 1 Section 01450—Testing Laboratory Services 1.02 INSPECTION A Project Manager will appoint an Observer as a representative of the Owner to oversee inspections,tests,and other services specified in individual Technical Specifications. B Alternately, Project Manager may appoint,employ, and pay an independent fitm to provide additional observation or construction management services as indicated in Section 01450—Testing Laboratory Services. C Reports will be submitted by the independent firm to Project Manager,Engineer,,and Contractor,indicating observations and results of tests and indicating compliance or non-compliance with Contract Documents. D Contractor shall assist and cooperate with the Observer;furnish samples of materials, design mix,equipment,tools,and storage. E COntractor shall notify Project Manager 24 hours prior to expected time for operations requiring services. Notify Engineer and independent firm when noted. F Contractor shall sign and acknowledge report for Observer. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 09/2007 01440-1 of 1 CITY OF PEARLAND TESTING LABORATORY SERVICES Section 01450 TESTING LABORATORY SERVICES 1.0 GENERAL 1.01 SECTION INCLUDES A Testing Laboratory Services and Contractor responsibilities related to those services. B References to Technical Specifications: 1 Section 01350—Submittals C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM D 3740, "Practice for Evaluation of Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction" b. ASTM E 329, `Recommended Practice for Inspection and Testing Agencies for Concrete, Steel, and Bituminous Materials as Used in Construction" 1.02 SELECTION AND PAYMENT A Owner will select,employ,and pay for services of an independent testing laboratory to perform inspection and testing identified in individual Technical Specifications. B Employment of testing laboratory shall not relieve Contractor of obligation to perforni work in accordance with requirements of Contract Documents. C Owner or designated representative shall schedule and monitor testing as required to provide timely results and to avoid delay to the Work. D Contractor shall be responsible for paying for services of commercial testing laboratory,with prior approval of Owner,to perform the following: 1 Pipe diameter deflection tests on all flexible and semi-rigid sanitary sewer collection system pipe installation 2. Laboratory services required to establish mix design proposed for use for Portland cement concrete,asphaltic concrete mixtures and other material mixes requiring control by testing laboratory when required because of change in source of materials or other conditions not caused by Owner 3. Tests required to establish optimum moisture of earth and base materials and to determine required compactive effort to meet density requirements. 4 Cores to test for thickness. 5 Testing and inspection performed for the Contractor's convenience. 6. Retesting and repetitions of laboratory services when initial tests indicate work does not comply with requirements of Contract Documents. 04/2008 01450-1 of 3 CITY OF PEARLAND i TESTING LABORATORY SERVICES 1.03 LABORATORY REPORTS A The Engineer will receive 1 copy,the Project Manager will receive 2 copies,and the Contractor will receive 2 copies of Laboratory Reports from the testing laboratory One of the Contractor's copies shall remain at the Project Site for duration of Project. Test results which indicate non-conformance shall be transmitted immediately via fax from the testing laboratory to the Contractor and Project Manager 1.04 LIMITS ON TESTING LABORATORY AUTHORITY A Laboratory may not release, revoke, alter, or enlarge on requirements of Contract Documents. B Laboratory may not approve or accept any portion of the Work. C Laboratory may not assume any duties of Contractor D Laboratory has no authority to stop the Work. 1.05 CONTRACTOR RESPONSIBILITIES , A Notify Project Manager and laboratory 24 hours prior to expected time for operations requiring inspection and testing services. Notify Engineer if specification section requires the presence of the Engineer B Cooperate with laboratory personnel in collecting samples to be tested or collected on Project Site. C Provide access to the Work and to manufacturer's facilities. D Provide samples to laboratory in advance of their intended use to allow thorough examination and testing. E Provide incidental labor and facilities for access to the Work to be tested;to obtain and handle samples at the site or at source of products to be tested,and to facilitate tests and inspections including storage and curing of test samples. F Arrange with laboratory and pay for- t Retesting required for failed tests. 2. Retesting for nonconforming Work. 3 Additional sampling and tests requested by Contractor for his own purposes. 2.0 PRODUCTS - Not Used 3.0 EXECUTION 04/2008 01450-2 of 3 CITY OF PEARLAND TESTING LABORATORY SERVICES 3.01 CONDUCTING TESTING A Laboratory sampling and testing shall conform to ASTM D 3740 and ASTM E 329,as well as other test standards specified in individual Technical Specifications. END OF SECTION' 04/2008 01450-3 of 3 • CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS Section 01500 TEMPORARY FACILITIES AND CONTROLS 1.0 GENERAL 1.01 SECTION INCLUDES A Temporary facilities and' the necessary controls for the Work including utilities, telephone, sanitary facilities, field office, storage sheds and building, safety requirements,first aid equipment,fire protection,security measures,protection of the Work and property, access roads and parking, environmental controls, disposal of trash,debris,and excavated material,pest and rodent control,water runoff and erosion control. B References to Technical Specifications: Section 01350—Submittals Section 01566—Source Controls for Erosion&Sedimentation Section 01100—Summary of Work Section 01600—Material&Equipment Section 01570—Trench Safety System Section 01555—Traffic Control&Regulation Section 01720—Field Surveying Section 01563—Tree&Plant Protection Section 01564—Control of Ground Water&Surface Water C Referenced Standards. Occupational Safety and Health Administration(OSHA) National Fire Protection Association(NFPA) Code of Ordinances,City of Pearland,Texas D Definitions: Underground Structures - sewer, water, gas, and other piping, and manholes, chambers, electrical and signal conduits, tunnels, and other existing subsurface installations located within or adjacent to the limits of the Work. Surface Structures-existing buildings,structures and other constructed installations above the ground surface. Included with such structures are their foundations or any extension below the surface. Surface structures include, but are not limited to buildings,tanks,walls,bridges,roads,dams,channels,open drainage,piping,poles, wires,posts, signs,markers,curbs, walks,guard cables,fencing,and other facilities that are visible above the ground surface. 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. r 02/2008 01500- 1 of 9 CITY OF PEARLAND TEMPORARY FACILITIES,AND CONTROLS 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. 1.04 CONTRACTOR'S RESPONSIBILITY A The facilities and controls specified in this Section are considered minimum for the Work. The Contractor may provide additional facilities and controls for the proper execution of the Work and to meet Contractor's responsibilities for protection of persons and property B Comply with applicable requirements specified in other Technical Specifications. Maintain and operate temporary facilities and systems to assure continuous service. Modify and extend systems as Work progress requires. Completely remove temporary materials and equipment when their use is no longer required. Restore existing facilities used for temporary services to specified or to original condition. 1.05 TEMPORARY UTILITIES A Temporary Service Make arrangements with utility service companies for temporary services. Abide by rules and regulations of the utility service companies or authorities having jurisdiction. Be responsible for utility service costs until the Work is.Substantially Complete. Included are fuel,power,light,heat,and other utility services necessary for execution, completion,testing,and initial operation of the Work. B Water Provide water required for and in connection with Work to be performed and for specified tests of piping,equipment, devices,or for other use as required for proper completion of the Work. For water to be drawn from public fire'hydrants,obtain special permit or license and meter from the proper City officials. A deposit based on rates established by latest ordinance will be required.Install backflow preventor on fire hydrant supply Provide and maintain an adequate supply of potable water for domestic consumption by Contractor personnel. C Electricity and Lighting Provide electric power service as required for the Work, including testing of Work. Provide power for lighting,operation Of the Contractor's equipment,or for any other use by Contractor Electric power service includes temporary power service or generator to maintain plant operations during any scheduled shutdown. Minimum lighting level shall be 5 foot-candles for open areas, 10 foot-candles for stairs and shops. 02/2008 01500-2 of 9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS D Temporary Heat and Ventilation Provide temporary heat as necessary for protection or completion of the Work. Provide temporary heat and ventilation to assure safe working conditions, maintain enclosed areas at a minimum of 50 degrees F E Telephone Provide emergency telephone service at the Project Site for use by Contractor personnel and others performing work or furnishing,services. F Sanitary Facilities Provide and maintain sanitary facilities for persons on the Project Site,in compliance with federal, state, and local regulations. Locate toilets on the Project Site near the work and secluded from view insofar as possible. Keep toilets clean and supplied throughout the course of the Work. Enforce the use of sanitary facilities by construction personnel at the Project Site. Such facilities shall be enclosed. Pit-type toilets will not be permitted. No discharge will be allowed from these facilities. Collect and store sewage and waste so as not to cause a nuisance or health problem, have sewage and waste hauled off-site and properly disposed in accordance with local regulations. Control areas where sanitary facilities are located in conformance with Section 01566 —Source Controls for Erosion&Sedimentation. 1.06 FIELD OFFICE A. Provision of a Field Office is required unless otherwise stated in Section 01100— Summary of Work. The Contractor shall confirm location of office and other temporary facilities with Owner's Representative at Pre-Construction Meeting prior to delivery and set up. B At a minimum the Contractor's field office shall provide for, contain or serve to: provide a secured space for project administrative operations, periodic progress meetings,on-site storage for project files and plans,office space for CONTRACTOR's field supervisory personnel and provide a separate securable office space for OWNER's Representative including: meeting table and chairs,a single two drawer filing cabinet,a built-in drawing table and plan holders. Provide electric lighting and HVAC to the mobile office. Provide for transportation,move-in,set-up,tie-down and, when project is complete,removal and move-out. 1.07 STORAGE OF MATERIALS A Provide for storage of materials under the provisions of Section 01600—Material& Equipment. 1.08 SAFETY REQUIREMENTS A Contractor shall prepare, submit and follow a Safety Program that complies with federal, state, and local safety codes, statutes, and practices. Include in the Safety Program documented response to excavation, embankment, and trench safety requirements as specified in Section 01570—Trench Safety System. 02/2008 01500-3 of 9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS B Conduct operations in strict accord with applicable federal,state and local safety codes and statutes and with good construction practice. The Contractor is fully responsible and obligated to establish and maintain procedures for safety of all work,personnel and equipment involved in the Work. • Observe and comply with Texas Occupational Safety Act (Art. 5182a, V.C.S.) and with all safety and health standards promulgated by Secretary of Labor under Section 107 of Contract Work Hours and Standards Act,published in OSHA Standards-29 CFR, Part 1926, and adopted by Secretary of Labor under the Williams-Steiger Occupational Safety and Health Act of 1970,and to any other legislation enacted for safety and health of Contractor employees. Such safety and health standards apply to subcontractors and their employees as well as to the Contractor'and its employees. • Observance of and compliance with the regulations shall be solely and without qualification the responsibility of the Contractor without reliance or superintendence of or direction by the Engineer or the Engineer's representative. Immediately advise the Engineer of investigation or inspection by Federal Safety and Health inspectors of the Contractor or subcontractor's work or place of work on the Project Site under this Contract,and after such investigation or inspection,advise the Engineer of the results. Submit one copy of accident reports to Engineer within ten(10)days of occurrence. iE Protect areas occupied by workmen using the best available devices for detection of lethal and combustible gases. Test such devices frequently to assure their functional capability Constantly observe infiltration of liquids into the Work area for visual or odor evidence of contamination. Take immediate and appropriate steps to seal off entry of contaminated liquids to the Work area. • Safety measures, including but not limited to safety personnel, first-aid equipment, ventilating equipment and safety equipment,in the Plans and Technical Specifications are obligations of the Contractor • Maintain required coordination with the local Police and Fire Departments during the entire period covered by the Contract. 1.07 FIRST AID EQUIPMENT A Provide a first aid kit throughout the construction period. List telephone numbers for physicians,hospitals, and ambulance services in each first aid kit. B Have at least one person thoroughly trained in first aid procedures present on the Project Site whenever work is in progress. 1.08 FIRE PROTECTION A Fire Protection Standards. Conform to specified fire protection and prevention requirements as well as those that may be established by Federal,State,or local•governmental agencies. C omply with all applicable provisions of NFPA Standard No. 241, Safeguarding Building Construction and Demolition Operations. 02/2008 01500-4 of 9 CITY OF PEARLAND. TEMPORARY FACILITIES AND CONTROLS Provide portable fire extinguishers,rated not less than 2A or 5B in accordance with NFPA Standard No.10,Portable Fire Extinguishers,for each temporary building,and for every 3000 square feet of floor area of facilities under construction. Locate portable fire extinguishers within 50 feet maximum from any point on the Project Site. B Fire Prevention and Safety Measures. Prohibit smoking in hazardous areas. Post suitable warning signs in areas that are continuously or intermittently hazardous. Use metal safety containers for storage and handling of flammable and combustible liquids. Do not store flammable or combustible liquids in or near stairways or exits. Maintain clear exits from all points within a structure. 1.09 SECURITY MEASURES A Protect all materials, equipment, and property associated with the Work from loss, theft,damage,and vandalism. Contractor's duty to protect property includes Owner's property B If existing fencing or barriers are breached or removed for purposes of construction, provide and maintain temporary security fencing equal to existing. 1.10 PROTECTION OF PUBLIC UTILITIES A Prevent damage to existing public utilities during construction. These utilities are shown on the Plans at their approximate locations. Give owners of these utilities at least 48 hours notice before commencing Work in the area, for locating the utilities during construction,and for making adjustments or relocation of the utilities when they conflict with the proposed Work. 1.11 PROTECTION OF PEOPLE AND PROPERTY A Preventive Actions. Take precautions,provide programs,and take actions necessary to protect the Work and public and private property from damage. Take action to prevent damage, injury or loss, including, but not limited to, the following: a. Store apparatus,materials,supplies,and equipment in an orderly,safe manner that will not unduly interfere with progress of the Work or the Work of any other contractor, any utility service company, or the Owner's operations. b. Provide.suitable storage for materials that are subject to damage by exposure to weather,theft,breakage,or otherwise. c; Place upon the Work or any part thereof only such loads as are consistent with the safety of that portion of the Work. d. Frequently clean up refuse,rubbish,scrap materials,and debris caused by construction operations,keeping the Work safe and orderly 02/2008 01500-5 of 9 CITY.OF PEARLAND TEMPORARY FACILITIES AND CONTROLS e. Provide safe barricades and guard rails around openings, for scaffolding, for temporary stairs and ramps, around excavations, elevated walkways,and other hazardous areas. Obtain written consent from proper parties before entering or occupying with workers, tools,materials or equipment,privately owned land except on easements provided for construction. Assume full responsibility for the preservation of public and private property_on or adjacent to the site. If any direct or indirect damage is done by or on account of any act,omission,neglect,or misconduct in execution of the Work by the Contractor,it shall be restored by the Contractor to a condition equal to or better than that existing before the damage was done. B Barricades and Warning Signals. Where Work is performed on or adjacent to any roadway, right-of-way, or public place,furnish and erect barricades,fences,lights,warning signs,and danger signals; provide watchmen,and take other precautionary measures for the protection of persons or property and protection of the Work.Conform to Section 01555—Traffic Control& Regulation. C Preserving Control Points Maintain permanent benchmarks,monumentation,and other reference points. Unless otherwise directed in writing,replace at no cost to the Owner those that are damaged or destroyed in accordance with Section 01720—Field Surveying. Tree and Plant Protection. Protect trees,shrubs,lawns,outside of grading limits and within the grading limits as designated on the Plans,and in accordance with requirements of Section 01563—Tree &Plant Protection. !E Protection of Underground and Surface Structures Known underground structures, including water, sewer, electric, and telephone services are shown on the Plans in accordance with the best information available,but is not guaranteed to be correct or complete. Contractor is responsible for making Locate Calls. Explore ahead of trenching and excavation work and uncover obstructing underground structures sufficiently to determine their location,to prevent damage to them and to prevent interruption of utility services. Restore to original condition damages to underground structure at no additional cost to the Owner Immediately notify the agency or company owning any existing utility which is damaged,broken,or disturbed. Obtain approval from the Engineer and agency for any repairs or relocations;either temporary or permanent. Necessary changes in,location of the Work may be made by the Engineer to avoid unanticipated underground structures. If permanent relocation of an underground structure or other subsurface installations is required and not otherwise provided for in the Contract Documents,the Engineer will it direct Contractor in writing to perform the Work, which shall be paid for under the provisions for changes in the Contract Price as described in Section 00700—General Conditions of Agreement. 02/2008 01500-6of9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS Support in place and protect from direct or indirect injury to underground and surface structures located within or adjacent to the limits of the Work. Install such supports carefully and as required by the party owning or controlling such structure. Before installing structure supports,Contractor shall satisfy the Engineer that the methods and procedures to be used have been approved by the owner of the structure. AvOid moving or in any way changing the property of public utilities or private service corporations without prior written consent of a responsible official of that service or public utility Representatives of these utilities reserve the right to enter within the 'limits of this project for the purpose of maintaining their properties,or of making such changes or repairs to their property that may be considered necessary by performance of this•Contract. Notify the owners and/or operators of utilities and pipelines of the nature of construction operations to be performed and the date or dates on which those operations will be performed. When construction operations are required in the immediate vicinity of existing structures,pipelines,or utilities,give a minimum of five (5)working days advance notice. Probe and flag the location of underground utilities prior to commencement of excavation. Keep flags in place until construction operations reach and uncover the utility Assume risks attending the presence or proximity of underground and surface structures within or adjacent to the limits to the Work including but not limited to damage and expense for direct or indirect injury caused by the Work to any structure. Immediately repair damage caused, to the satisfaction of the owner of the damaged structure. 1.12 PROTECTION OF THE WORK Provide protection'of installed products to prevent damage from subsequent operations. Remove protection facilities when no longer needed,prior to completion of the Work. Control traffic to prevent damage to equipment,materials,and surfaces. 1.13 ROADS AND PARKING A Prevent interference with traffic and Owner operations on existing roads. B Minimize use of existing streets and driveways by construction traffic. C Control traffic to prevent damage to equipment,materials,and surfaces. D Construct and maintain temporary detours,ramps, and roads to provide for normal public traffic flow when use of public roads or streets is closed by necessities of the Work. E Provide mats or other means to prevent overloading or damage to existing roadways from tracked equipment or exceptionally large or heavy trucks or equipment F Designate temporary parking areas to accommodate construction personnel. When site space is not adequate, provide additional off-site parking. Locate as approved by Engineer 02/2008 01500-7 of 9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS GDo not allow heavy vehicles or construction equipment unnecessarily in existing } parking areas. p 1.14 ENVIRONMENTAL CONTROLS AProvide and maintain methods,equipment,and temporary construction as necessary for controls over environmental conditions at the construction site and adjacent areas. ll • Comply with statutes,regulations,and ordinances which relate to the proposed Work for the prevention of environmental pollution and preservation of natural resources, including but not limited to the National Environmental Policy Act of 1969,PL 91- 190,Executive Order 11514 1 Provide, install and maintain storm water runoff control including but not limited to temporary entrance, silt fencing, etc. as specified in Contract Documents. • Recognize and adhere to the environmental requirements of the Project. Disturbed areas shall be strictly limited to boundaries established by the•Contract Documents. Burning of rubbish,debris or waste materials is not permitted. 1.15 POLLUTION CONTROL A Provide methods,means,and facilities required to prevent contamination of soil,water or atmosphere by discharge of noxious substances from construction operations. B Provide equipment and personnel to perform emergency measures required to contain any spillage,and to remove contaminated soils or liquids. Excavate and dispose of any contaminated earth off-site,and replace with suitable compacted fill and topsoil. • Take special measures to prevent harmful substances from entering receiving streams or storm water conveyance systems in conformance with TPDES requirements and Section 01566—Source Controls for Erosion&Sedimentation. D Provide systems for control of atmospheric pollutants. Prevent toxic concentrations of chemicals. Prevent harmful dispersal of pollutants into the atmosphere. • Use equipment during construction that conforms to current federal, state,and local laws and regulations. 1.16 PEST AND RODENT CONTROL IA Provide rodent and pest control as necessary to prevent infestation of Project Site. B Employ methods and use materials which will not adversely affect conditions at the Project Site or adjoining properties. 02/2008 01500-8of9 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 1.17 NOISE CONTROL A. Provide vehicles, equipment, and construction activities that minimize noise to the , greatest degree practicable. Noise levels shall conform to OSHA Standards- 29 CFR and in no case will noise levels be permitted which create a nuisance in the surrounding neighborhoods. B Conduct construction operations during daylight hours from 7.30 a.m. to 6:00 p.m. except as approved by Engineer. C Comply with Chapter 19 NOISE,Codes of Ordinances,City of Pearland,.Texas. 1.18 DUST CONTROL A Control objectionable dust caused by operation of vehicles and equipment under,the provisions of Section 01566—Source Controls for Erosion&Sedimentation. 1.19 WATER RUNOFF AND EROSION CONTROL A Provide methods to control surface water,runoff,subsurface water,and water pumped from excavations and structures to prevent damage to the Work,the Project Site,or adjoining properties in accordance with Section 01564—Control of Ground Water& Surface Water and Section 01566—Source Controls for Erosion&Sedimentation. B Inspect earthwork periodically to detect any evidence of the start of erosion. Apply corrective measures as required to control erosion. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01500-9 of 9 CITY OF PEARLAND MOBILIZATION Section 01505 MOBILIZATION 1.0 GENE:RAL 1.01 SECTION INCLUDES A Mobilization of construction equipment and facilities onto the Work. B Referenced Standards. 1 Texas Department of Transportation(TxDOT) 2. Texas Manual on Uniform Traffic Control Devices(Texas MUTCD) 1.02 MEASUREMENT AND PAYMENT A Measurement for Mobilization is On a Lump Sum basis. Include 50 percent of the cost of Mobilization in the first monthly Application for Payment. B Payment is subject to the receipt and approval by Engineer of the following items,as applicable: ,1 Schedule of Values(Section 01350—Submittals) 2. Trench Safety Program(Section 01570—Trench Safety System) 3. Construction Schedule(Section 01350—Submittals) 4 Pre-construction Photographs(Section 01380—Construction Photographs) - 5 Installation and acceptance of Project Identification Sign(s) 6. Installation and acceptance of Field Office'as defined in Section 01500, 1.06. C Payment of the remaining 50 percent of the Contract Price for Mobilization is subject to completion of Temporary Facilities as specified in Section 01500,inclusive. D Mobilization payments will be Subject to Retainage as stipulated in Section 00700- General Conditions of Agreement. 2.0 PRODUCTS 2.01 PROJECT IDENTIFICATION SIGNS A Provide specified number of project identification sign(s)per Section 01580 The name,address and contact information of the general contractor for the project shall be shown on the sign per Section 01580 and the attached exhibit. n 6 3.0 EXECUTION 3.01 PLACEMENT OF PROJECT IDENTIFICATION SIGNS A Place a Project Identification Sign as described in Section 01580,part 1.03,D visible to passing traffic or as directed by Engineer END OF SECTION 07/2006 01505- 1 of 1 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS Section 01550 STABILIZED CONSTRUCTION EXITS 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of erosion and sediment control for Stabilized Construction Exits used during construction and until final development of the Project site. B References to Technical Specifications: 1 Section 01350—Submittals 2. Section 01562—Waste Material Disposal 3 Section 01566—Source Controls for Erosion&Sedimentation C Referenced Standards: 1 American Society of Testing and Materials (ASTM) a. ASTM D 4632,"Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is.a component. 1.03 SUBMITTALS A Make Submittals required in this Section under the provisions of Section 01350— Submittals. B Manufacturer's catalog sheets and other product data on Geotextile fabric. C Sieve analysis of aggregates conforming to requirements in this Section,2.02"Course Aggregates" 2.0 PRODUCTS 2.01 GEOTEXTILE FABRIC A Provide woven or non-woven geotextile fabric made of either polypropylene, polyethylene,ethylene,or polyamide material. B By ASTM D 4632,geotextile fabric shall have a minimuni grab strength of 270 psi any •principal direction,and•the equivalent opening size between 50 and 140. C Both the geotextile and threads shall be resistant to chemical attack,mildew,and rot and shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of 6 months of expected usable life at a temperature range of 0°F to 120°F 02/2008 01550-1 of 4 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS DRepresentative Manufacturers: Mirafi,Inc.,Or-Equal. 2.02 COARSE AGGREGATES A Coarse aggregate shall consist of crushed stone,gravel,concrete,crushed blast furnace slag,or a combination of these materials. Aggregate shall be composed of clean,hard, durable materials free from adherent coatings,salt,alkali,dirt,clay,loam,shale,soft or flaky materials,or organic and injurious matter B Course aggregates shall conform to the following gradation requirements. Sieve Size Percent Retained (Square Mesh) (by Weight) 212" 0 2" 0-20 11/z" 15-50 3/" 60—80 No.4 95 - 100 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A If necessary to keep the street clean of mud carried by construction vehicles and equipment,Contractor shall provide stabilized construction exits at the construction, staging,parking,storage,and disposal areas. Such erosion and sediment controls shall be constructed in accordance with the requirements shown on the Plans and specified in this Section. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil,other than as specifically directed by the Engineer to allow soil testing and surveying. C Maintain existing erosion and sediment control systems located within the Project Site until acceptance of the Work or until directed by the Engineer to remove and discard the existing system. D Regularly inspect and repair or replace components of stabilized construction exits. Unless otherwise directed, maintain them until The Work is accepted by the Owner. Remove stabilized construction exits promptly when directed by the Engineer. Discard removed materials in accordance with'Section 01562—Waste Material Disposal. ;;E Equipment and vehicles shall be prohibited by the Contractor from maneuvering on areas outside of dedicated rights-of-way and easements for construction. Damage caused by construction traffic to erosion and sediment control systems shall be repaired immediately 02/2008. 01550-2 of 4 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS F Conduct all construction operations under this Contract in conformance with the erosion control practices described in the Section 01566-Source Controls for Erosion &Sedimentation. 3.02 CONSTRUCTION METHODS A Provide stabilized access roads, subdivision roads, parking areas, and other on-site vehicle transportation routes where shown on Plans. B Provide stabilized construction exits, and thick washing areas when approved by Engineer, of the sizes and locations where shown on Plans or as specified in this Section. C Vehicles leaving construction areas shall have their tires cleaned to remove sediment prior to entrance onto public right-of-way When washing is needed to remove sediment, Contractor shall construct a truck washing area. Truck washing shall be done on stabilized areas which drain into a drainage system protected by erosion and sediment control measures. D Details for Stabilized Construction Exits are shown on the Plans. Construction of all other stabilized areas shall be to the same requirements. Roadway width shall be at least 14 feet for one-way traffic and 20 feet for two-way traffic and shall be sufficient for all ingress and egress. Furnish and place geotextile fabric as a permeable separator to prevent mixing of coarse aggregate with,underlaying soil. Exposure of geotextile fabric to the elements between laydown and cover shall be a maximum of 14 days to minimize damage potential. E Roads and parking areas shall be graded to provide sufficient drainage away from stabilized areas. Use sandbags,gravel,boards,or similar methods to prevent sediment from entering public right-of-way,receiving stream or storm water conveyance system. • F The stabilized areas shall lie inspected and maintained daily Provide periodic top dressing with additional coarse aggregates to maintain the required depth. Repair and clean out damaged control measures used to trap sediment. All sediment spilled, dropped,washed,or tracked onto public right-of-way shall be removed immediately G The length of the stabilized area shall be as shown on the Plans,but not less than 50 feet. The thickness shall not be less than 8 inches. The width shall not be less than full width of all points of ingress or egress. H Stabilization for other areas shall have the same coarse aggregate,thickness,and width requirements as the stabilized construction exit,except where shown otherwise on the Plans. I Stabilized area may be widened or lengthened to accommodate truck washing area when authorized by Engineer 02/2008 01550-3 of 4 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS J i Alternative,methods of construction may be utilized when shown on Plans,or when approved by the Engineer. These methods include the following: 1 Cement-Stabilized Soil,Compacted cement-stabilized soil or other fill material in an application thickness of at least 8 inches. 2. Wood Mats/Mud Mats-Oak or other hardwood timbers placed edge-to- edge and across support wooden'beams which are placed on top of existing soil in an application thickness of at least 6 inches. ' 3 Steel Mats -Perforated mats placed across perpendicular support members. END OF SECTION 022008, 01550-4of4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION , Section 01555 TRAFFIC CONTROL AND REGULATION 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for traffic control plans,signs,signals,control devices,flares,lights and traffic signals, as well as construction parking control, designated haul routes and bridging of trenches and excavations. B Requirements for and qualifications of Flaggers. C References to Technical Specifications: 1 Section 01350—Submittals 2. Section 01140—Contractor's Use of Premises D Referenced Standards: 1 Texas Manual on Uniform Traffic Control Deices(Texas MUTCD) 1.02 MEASUREMENT AND PAYMENT A Traffic Control and Regulation. Measurement is on a Lump'Sum basis for Traffic Control and Regulation,including submittal of a traffic control plan if different from the one provided on the Plans,provision of traffic control devices,and provision of equipment and personnel as necessary to protect the Work and the public. The amount invoiced shall be determined based on the Schedule of Values submitted for traffic control and regulation. B Flaggers. Measurement is on a Lump Sum basis for Flaggers as required for the Work. The amount invoiced shall be determined based on the Schedule of Values submitted for Flaggers. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B A Traffic Control Plan responsive to the Texas MUTCD and sealed by a Registered Professional Engineer is incorporated into the Plans. If the Contractor proposes to implement traffic control different than the plan provided,he shall submit a Traffic Control Plan in conformance with Texas MUTCD for approval of the Engineer C For both the Traffic Control Plan and Flaggers' use, submit Schedules of Values within 30 days following the Notice to Proceed. D Each week submit a daily log for Flaggers listing name,badge number,time start,time finish, and hours worked. 03/2008 01555-1 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 1.04 FLAGGERS A Unless otherwise specified,use only Flaggers who are off-duty,regularly employed, uniformed Peace Officers. B Flaggers are required at the following locations: 1 Where multi-lane vehicular traffic must be diverted into single-lane vehicular traffic. 2. Where vehicular traffic must change lanes abruptly 3 Where construction equipment either enters or crosses vehicular traffic lanes and walks. 4 Where construction equipment may intermittently encroach on vehicular traffic lanes and unprotected walks and cross-walks. 5. Where construction activities might affect public safety and convenience. 6. Where traffic regulation is needed due to rerouting of vehicular traffic around the work site. 7 When requested by Owner CThe use of Flaggers is for the purpose of assisting in the regulation of traffic flow and movement, and does not in any way relieve the contractor of full responsibility for taking such other steps and provide such other Flaggers or personnel as the Contractor may deem necessary to protect the work and the public, and does not in any way relieve the Contractor of his responsibility for any damage for which he would otherwise be liable. Flaggers shall be used and maintained at such points for such periods of time as may be required to provide for the public safety and convenience of travel. 2.0 PRODUCTS 2.01 SIGNS,SIGNALS,AND DEVICES A Comply with Texas MUTCD regulations. •B Traffic Cones and Drums, Flares and Lights. As approved by agencies having jurisdiction. 3.0 EXECUTION 3.01 ! UBLIC ROADS Abide by laws and regulations of governing authorities when using public roads. If the Contractor's work requires that public roads be temporarily impeded or closed, approvals shall be obtained from governing authorities and permits paid for before starting any work. Coordinate activities with the Engineer. B Contractor shall maintain at all times a 10-foot-wide all-weather lane adjacent to work areas which shall be kept free of construction equipment and debris and shall be for the use of emergency vehicles,or as otherwise provided in the Traffic Control Plan. 03/2008 01555-2 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION C Contractor shall not obstruct the normal flow of traffic from 7:00 a.m.to 9:00 a.m.and 4:00 p.m.to 6:00 p.m.on designated major arterials or as directed by the Engineer. D Contractor shall maintain local driveway access to residential and commercial properties adjacent to work areas at all times. E Cleanliness of Surrounding Streets: 1 Keep streets used for entering or leaving the job area free of excavated material,debris,and any foreign material resulting from construction operations. Leave the area broom-clean or its equivalent at the end of the work day F Control vehicular parking to prevent interference with public traffic and parking,and access by emergency vehicles. G Monitor parking of construction personnel's vehicles in existing facilities. Maintain vehicular access to and through parking areas. H Prevent parking on or adjacent to access roads or in non-designated areas. 3.02 FLARES AND LIGHTS A Provide flares and lights during hours of low visibility to delineate traffic lanes and to guide traffic. 3.03 HAUL ROUTES A Utilize haul routes designated by Owner or shown on the Plans for construction traffic. B Confine construction traffic to designated haul routes. C Provide traffic control at critical areas of haul routes to regulate traffic and minimize interference with public traffic. D Contractor shall be responsible for any damage caused by vehicles utilizing haul routes. 3.04 TRAFFIC SIGNS AND SIGNALS A Install traffic control devices at approaches to the site and on site, at crossroads, detours, parking areas, and elsewhere as needed to direct construction and affected public traffic. B Relocate traffic signs and control devices as Work progresses to maintain effective traffic control. 3.05 BRIDGING TRENCHES AND EXCAVATIONS A Whenever necessary,bridge trenches and excavation to permit an unobstructed flow of ' traffic. 03/2008 01555-3 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 9 ` B Secure bridging against displacement by using adjustable cleats,angles,bolts or other devices whenever bridge is installed: 1 On an existing bus route; 2. When more than five percent of daily traffic is comprised of commercial or truck traffic; 3. When more than two separate plates are used for the bridge;or 4 When bridge is to be used for more than five consecutive days. C Install bridging to operate with minimum noise. D Adequately shore the trench or excavation to support bridge and traffic. E Extend steel plates used for bridging a minimum of one foot beyond edges of trench or excavation. Use temporary paving materials (premix) to feather edges of plates to minimize wheel impact on secured bridging. Use steel plates of sufficient thickness,:to support H-20 loading, truck or lane, that produces maximum stress. 3.06 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01 140—Contractor's Use of Premises. Remove equipment and devices when no longer required. C Repair damage caused by installation. D Remove post settings to a depth of 2 feet. END OF SECTION 03/2008{ 01555-4 of 4 CITY OF PEARLAND FILTER FABRIC FENCE Section 01560 FILTER FABRIC FENCE 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of filter fabric fence to control erosion and contain sediments and pollutants from overland flow Filter fabric fence is not for use in channelized flow areas.Filter fabric fence may be reinforced. B References to Technical Specifications: 1 Section 01200—Measurement&Payment Procedures 2. Section 01350_Submittals 3. Section 01562—Waste Material Disposal 4 Section 01566—Source Controls.for Erosion&Sedimentation C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM D 3786,"Standard Test Method for Hydraulic Bursting strength of Textile Fabrics" b. ASTM D 4632, "Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" r 1.02 MEASURMENT AND PAYMENT A Filter fabric fence will be measured by the linear foot between the limits of the beginning and ending of wooden stakes. B Payment for filter fabric fence will include and be full compensation for all labor, equipment,materials,supervision,and all incidental expenses for construction of these items,complete in place,including,but not limited to protection of trees,maintenance requirements, repair and replacement of damaged sections, removal of sediment deposits, and removal of erosion and sediment control systems at the end of construction. C Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Manufacturer's catalog sheets and other Product Data on geotextile fabric. 03/2008 01560-1 of 3 I ' { CITY OF PEARLAND FILTER FABRIC FENCE 2.0 jPRODUC'TS 2.01 FILTER FABRIC A Provide woven or nonwoven geotextile filter fabric made of either polypropylene, polyethylene,ethylene,or polyamide material. B By ASTM D 4632, geotextile fabric j shall have a grab strength of 100 psi in any principal direction,a Mullen burst strength exceeding 200psi by ASTM-D3786,and the equivalent opening size between 50 and 140. C Filter fabric shall contain ultraviolet inhibitors and stabilizers to provide a minimum of 6 months of expected usable construction life at a temperature range of 0 degrees F to 120 degrees F D Representative Manufacturer Mirafi,Inc.,or equal. 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A Provide erosion and sediment control systems at the locations shown on Plans. Such systems shall be of the type indicated and shall be constructed in accordance with the requirements shown on the Plans and specified in this Section. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil,other than as specifically directed by the Engineer to allow soil testing and surveying. C Regularly inspect and repair or replace damaged components of filter fabric fence as specified in this Section,3.02F Unless otherwise directed,maintain the erosion and sediment control systems until the Work is accepted by the Owner Remove erosion and sediment control systems promptly when directed by the Engineer Discard removed materials in accordance with Section 01562—Waste Material Disposal. D Conduct all construction operations'under this Contract in conformance with the erosion control practices described in Section 01566—Source Controls for Erosion& Sedimentation. 3.02 CONSTRUCTION METHODS A Provide filter fabric fence systems in,accordance with the Plan detail for Filter fabric fence. Filter fabric fence shall be installed in such a manner that surface runoff will percolate through the system in sheet flow fashion and allow sediment to be retained and accumulated. B Attach the filter fabric to 2-inch by 2-inch wooden stakes spaced a maximum of 3 feet apart and embedded a minimum of 8 inches. If filter fabric is factory preassembled 03/2008 01560-2 of 3 CITY OF PEARLAND , FILTER FABRIC FENCE with support netting,then maximum spacing allowable is 8 feet. Install wooden stakes at a slight angle toward the source of anticipated runoff. C Trench in the toe of the filter fabric fence with a spade or mechanical trencher as shown on the Plans. Lay filter fabric along the edges of the trench. Backfill and compact trench. D Filter fabric fence shall have a minimum height of 18 inches and a maximum height of 36 inches above natural ground. E Provide the filter fabric in continuous rolls and cut to the length of the fence to minimize the use of joints. When joints are necessary,splice the Fabric together only at a support post with a minimum 6-inch:overlap and seal securely F Inspect filter fabric fence systems after each rainfall,daily during periods of prolonged rainfall, and at a minimum once each week. Repair or replace damaged sections immediately Remove sediment deposits when silt reaches a depth one-third the height of the fence or 6 inches,whichever is less. END OF SECTION 03/2008 01560-3 of 3 7 CITY OF PEARL AND REINFORCED FILTER FABRIC BARRIER Section 01561 REINFORCED FILTER FABRIC BARRIER 1.0 ) GENERAL 1.01 SECTION INCLUDES A Installation of reinforced filter fabric barrier to control erosion and contain sediments and pollutants in channelized flow areas. B References to Technical Specifications: 1 Section 01200—Measurement&Payment Procedures 2. Section 01350•—Submittals 3. Section 01566—Source Controls for Erosion&Sedimentation C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM D 3786,"Standard Test Method for Hydraulic Bursting strength of Textile Fabrics" b. ASTM D 4632, Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" 1.02 MEASURMENT AND PAYMENT A Measurement for reinforced filter fabric barrier is on a linear foot basis between the limits of the beginning and ending fence posts,measured,accepted,and complete in place. B Payment for filter fabric barrier will include and be full compensation for all labor, equipment,materials, supervision, and incidental expenses for construction of these items,complete in place,including,but not limited to protection of trees,maintenance requirements, repair and replacement Of damaged sections, removal of sediment deposits, and removal of erosion and sediment control systems at the end of construction. C Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 Submittals. B Manufacturer's catalog sheets and other product data on geotextile fabric. a •, 05/2008 01561-1 of 3 CITY OF PEARLAND REINFORCED FILTER FABRIC BARRIER 2.0 PRODUCTS 2.01 FILTER FABRIC A Provide woven or nonwoven geotextile filter fabric made of either polypropylene, polyethylene,ethylene,or polyamide material. B By ASTM - D4632, geotextile fabric shall have a grab strength of 100 psi in any principal direction,a Mullen burst strength exceeding 200psi by ASTM-D3786,and the equivalent opening size between 50 and 140. ' I Filter fabric shall contain ultraviolet inhibitors and stabilizers to provide a minimum of 6 months of expected usable construction life at a temperature range of 0 degrees F to 120 degrees F D Representative Manufacturer Mirafi,Inc.,or equal. 2.02 FILTER FABRIC REINFORCEMENT AProvide woven galvanized steel wire fence with minimum thickness of 14 gauge and a maximum mesh spacing of 6 inches. i B Welded wire shall be galvanized,2-inch by 4-inch,welded wire fabric, 12 Y2 gauge. 2.03 EXECUTION 2.04 PREPARATION A Provide erosion and sediment control systems at the locations shown on Plans. Such systems shall be of the type indicated and shall be constructed in accordance with the requirements shown on the Plans and specified in this Section. Erosion and sediment control measures shall be in placepriorto theWork start of any that exposes the soil,other than as specifically directed by the Engineer to allow soil testing and surveying. C Regularly inspect and repair or replace damaged components of filter fabric barrier. Unless otherwise directed,maintain the erosion and sediment control systems until the Work is accepted by the Owner Remove erosion and sediment control systems promptly when directed by the Engineer. Discard removed materials in accordance with Section 1562—Waste Material Disposal. D Conduct all construction operations under this Contract in conformance with the erosion control practices described in Section 01566—Source Controls for Erosion& Sedimentation. 05/2008 01561-2 of 3 CITY OF PEARLAND REINFORCED FILTER FABRIC.BARRIER 2.05 INSTALLATION A Install reinforced filter fabric barriers for erosion and sediment control used during construction and until the final development of the Project Site. Reinforced filter fabric barriers are used to retain sedimentation in channelized flow areas. B Provide reinforced filter fabric barrier in accordance with the Plan detail for Reinforced Filter Fabric Barrier. Reinforced filter fabric barrier systems shall be installed in such a manner that runoff will percolate through the system and allow sediment to be retained and accumulated. C Trench in the toe of the reinforced filter fabric barrier with a spade or mechanical trencher as shown on the Plans. Lay filter fabric along the edges of the trench. Backfill and compact trench. D Reinforced filter fabric barrier shall have a height of 18 inches. E Securely fasten the filter fabric to the wire with tie wires. F Provide the filter fabric in continuous rolls and cut to the length of the fence to minimize the use of joints. When joints are necessary,splice the fabric together only at a support post with a minimum 6-inch overlap and seal securely G Inspect the reinforced filter fabric barrier systems after each rainfall, daily during periods of prolonged rainfall, and at a minimum once each week. Repair or replace damaged sections immediately Remove sediment deposits when silt reaches a depth one-third the height of the barrier or 6 inches,whichever is less. END OF SECTION 05/2008 01561-3 of 3 CITY OF PEARLAND WASTE MATERIAL DISPOSAL Section 01562 WASTE MATERIAL DISPOSAL 1.0 GENERAL 1.01 SECTION INCLUDES A Disposal of waste material and salvageable material. B References to Technical Specifications: 1 Section 01350—Submittals 2. Section 01566—Source Controls for Erosion&Sedimentation 3. Section 01600—Materials&Equipment 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which*this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Obtain•and submit applicable permits for proposed disposal sites. C Submit a Waste Material Disposal Plan. D Submit a copy of written permission from property owners,along with a description of the property,prior to disposal of excess material adjacent to the Project Site. Submit a written and signed release from property owner upon completion of disposal work. City of Pearland requires individual fill placement permits for all fill placed within the City limits. 1.04 WASTE MATERIAL DISPOSAL PLAN A Contractor shall formulate and implement a plan for the collection and disposal of waste materials on the Project Site which includes the following information. 1 Schedule for collection and inspection. 2. Location of trash and waste receptacles. 3 Provisions for liquid waste and potential water pollutants material. B The plan shall comply with applicable federal, state, and local health and safety regulations and Section 01566—Source Controls for Erosion&Sedimentation. 2.0 PRODUCTS - NotUsed 07/2006 01562- 1 of 3 CITY OF PEARLAND WASTE MATERIAL DISPOSAL I ' 3.0 EXECUTION 3.01 SALVAGEABLE MATERIAL A Excavated material. When indicated on Plans, load, haul, and deposit excavated material at a location or locations outside the limits of Project Site. B Base, surface, and bedding material: Deliver gravel, asphaltic, or other base and 'surfacing material designated for salvage to the location designated by the Engineer. C Pipe culvert: Deliver culverts designated for salvage to Owner's storage area. I D Other salvageable materials: Conform to requirements of individual Technical Specifications. • Coordinate delivery of salvageable material with Engineer When temporary, on-site storage of salvaged materials is required, comply with applicable provisions of Section 01600—Materials&Equipment. 3.02 SEDIMENT DISPOSAL A Remove sediment deposits and dispose of them at the designated spoil site for the Project. If a spoil site is not designated on the Plans,dispose of sediment off site at a location not in or adjacent to a stream of floodplain. • Off-site disposal is the responsibility of the Contractor • Sediment to be placed at the Project Site should be spread evenly throughout the designated area,compacted and stabilized. Sediment shall not be allowed to flush into a stream or drainage way D If sediment has been contaminated,it shall be disposed of in accordance with existing federal,state,and local rules and regulations. 3.03 EXCESS MATERIAL,WASTE,AND EQUIPMENT , Vegetation,rubble,broken concrete,debris,asphaltic concrete pavement,excess soil, and other materials not designated for salvage,shall become the property of Contractor and shall be removed from the Project Site and legally disposed of. B Dispose of removed equipment,materials,waste and debris in a manner conforming to applicable laws and regulations IC Excess soil may be deposited on private property adjacent to the Project Site when written permission is obtained from property owner under the provisions of this Section, 1.04D 07/2006, 01562-2 of 3 CITY OF PEARLAND WASTE MATERIAL DISPOSAL, 4 D Verify the flood plain status of any proposed disposal site. Do not dispose of excavated materials in an area designated as within the 100-year Flood Hazard Area. E Waste materials shall be removed from the site on a daily basis,such that the site is maintained in a neat and orderly condition. F No materials shall be disposed in a manner to damage the Owner in any way END OF SECTION 07/2006 01562-3 of 3 CITY OF PEARLAND ,TREE AND PLANT PROTECTION ��. Section 01563 TREE AND PLANT PROTECTION 1.0 GENERAL 1.01 SECTION INCLUDES A Tree and plant protection. B References to Technical Specifications: None 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is.a component. 1.03 PROJECT CONDITIONS. • A Preserve and protect existing trees and plants to remain from foliage,branch,trunk,or root damage that could result from construction operations. B Prevent following types of damage: 1 Compaction of root zone by foot ouvehicular traffic,or material storage. 2. Trunk damage from equipment operations,material storage,or from nailing or bolting. 3. Trunk and branch damage caused by ropes or guy wires or machine impacts. 4 Root poisoning from spilled solvents,gasoline,paint,and other noxious materials. 5 Branch damage due to improper pruning'or trimming. 6. Damage from lack of water due to: Cutting or altering natural water migration patterns near root zones. Failure to provide adequate watering. 7 Damage from alteration of soil pH factor caused by depositing lime, concrete,plaster,or other base materials near roots. 8. Cutting feeder of roots or roots larger than 1-1/2 inches in diameter C. Confine Work activities to the identified Work Zone,Right of Way or'Easement as described in SECTION 01140, CONTRACTOR'S USE OF PREMISES, Limits of Construction 1.04 DAMAGE ASSESSMENT A When trees,other than those designated for removal,are destroyed or badly damaged as a result of construction operations,remove and replace with same size,species,and variety up to and including 8 inches in trunk diameter Trees larger than 8 inches in diameter shall be replaced with an 8-inch diameter tree of the same species and variety and total contract amount will be reduced by an amount determined from the following 01/2008 01563-1 of 4 , I a ! CITY OF PEARLAND TREE AND PLANT PROTECTION International Shade Tree Conference formula: 0.7854 x D2 x $10.00 where D. is diameter in inches of tree or shrub trunk measured 12 inches above grade. B All necessary tree replacements shall be as approved by Engineer/Urban Forester 2.0 PRODUCTS 2.01 MATERIALS � I A Asphalt paint: Emulsified asphalt or other adhesive, elastic, antiseptic coating formulated for horticultural use on cut or injured plant tissue,free from kerosene and coal creosote. B Burlap: Suitable for-use as tree wrapping. C Fertilizer Liquid containing 20 percent nitrogen, 10 percent phosphorus, and 5 percent potash. 3.0 EXECUTION I ' 3.01 PROTECTION AND MAINTENANCE OF'EXISTING TREES AND SHRUBS A Except for bees and shrubs shown on Plans to be removed,all trees and shrubs within the Project Site area are to.remain and be protected from damage. B For designated trees to be removed,perform the-following: 1 Stake right-of-way limits and identify any tree of diameter greater than 4 inches which is to be removed. Mark trees prior to felling with an X in orange paint,clearly visible,on the trunk,and at eye level. 2. After marking trees give a minimum of 48-hours notice in writing to the ' Engineer of intent to begin felling operations. 3. Trees'whose trunks are only partially in the right-of-way shall be protected and preserved as described below For trees or shrubs to remain,perform the following: 1 Trim trees and shrubs only as necessary Trees and shrubs requiring pruning for construction should also be pruned for balance as well as to maintain proper form and branching habit. Cut limbs at branch collar No stubs should remain on trees. Branch cuts should not gouge outer layer of tree structure or trunk. 2. Use extreme care to prevent excessive damage to root systems. Roots in construction areas will be cut smoothly with a trencher before excavation begins. Do not allow ripping of roots with a backhoe or other equipment. Temporarily cover exposed roots with wet burlap to prevent roots from drying out. Cover exposed roots with soil as soon as possible. 3 Prevent damage or compaction of root zone(area inside dripline)by construction activities. 01/2008j 01563-2 of 4 } CITY OF PEARLAND TREE AND PLANT PROTECTION Do not allow scarring of trunks or limbs by equipment or other means. Do not store construction materials, vehicles, or excavated material inside dripline of trees. Do not pour liquid materials inside dripline. 4 Water and fertilize trees and shrubs that will remain to maintain their health during construction period. Supplemental watering of landscaping during construction should be done once a week in months receiving average rainfall and twice a week in months receiving below average rainfall. This watering shall consist of saturating soils at least 6 to 8 inches beneath 11 surface. 5 Water areas currently being served by private sprinkler`systems while systems are temporarily taken out of service to maintain health of existing landscapes. 6. At option of the Contractor and with the Engineer's permission,trees and shrubs to remain may be temporarily transplanted and returned to original positions under supervision of professional horticulturist. 3.02 PROTECTIVE CONTROLS A Protection of trees or shrubs in open area: 1 Install steel drive-in fence posts in protective circle,approximately 8 feet on center,not closer than 4 feet to trunk of trees or stems of shrubs. 2. Drive steel drive-in fence posts 3 feet minimum into ground,leaving 5 feet minimum above ground. 3. For trees or shrubs in paved areas,use moveable posts constructed from concrete-filled steel pipe 2-1/2 inches minimum in diameter mounted in rubber auto tires filled with concrete, 4 Mount steel hog-wire on posts. B Timber-wrap protection for trees in close proximity of moving or mechanical equipment and construction work: 1 Wrap trunk with layer of burlap. 2. Install 2 x 4's or 2 x 6's(5-foot to 6-foot lengths)vertically,spaced 3 inches to 5 inches apartaround circumference-of tree trunk. 3 Tie in place with 12 to 9 gage steel wire. 3.03 MAINTENANCE OF NEWLY PLANTED TREES A Water newly planted trees adequately to maintain and support healthy plants. B The Contractor guarantees that trees planted for this Work shall remain alive and healthy at least until the end of a one-year warranty period. 1 Within four weeks of notice from Owner, Contractor shall replace,at his expense,any dead trees or any trees that in the opinion of Owner,have become unhealthy or unsightly or have lost their natural shape as a result of additional growth,improper pruning or maintenance,or weather conditions. 01/2008 01563.-3 of 4 t � r CITY OF PEARLAND TREE AND PLANT PROTECTION 2. When tree must be replaced,the,guarantee period for that tree shall begin on date of replacement of tree,subject to the Owner's inspection,for no less than one year 3. Straighten leaning trees and bear entire cost. 4. , Dispose of trees rejected at any time by Engineer at Contractor's expense. END OF SECTION I ` • t , a 6 01/2008 i 01563-4 of 4 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER Section 01564 CONTROL OF GROUND WATER AND SURFACE WATER 1.0 GENERAL 1.01 SECTION INCLUDES A Dewatering,depressurizing,draining,and maintaining trench and structure excavations and foundation beds in dry and stable.condition. B Protecting work against surface runoff and rising flood waters. C' Disposing of removed water D References to Technical Specifications: 1 Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals 3. Section 01570—Trench Safety Systems 4 Section 01565—TPDES Requirements 5 Section 01566—Source Controls for Erosion&Sedimentation E Referenced Standards: 1 Occupational Safety and Health Administration(OSHA) 2. Texas Commission on Environmental Quality(TCEQ) 3. Code of Ordinances,City of Pearland,Texas 4 Water Well Drillers and Pump Installers Advisory Council(WWD/PI) F Definitions: 1 Ground Water Control Systems-installations;external to the excavation such as well points,eductors,or deep wells. Ground water control includes dewatering and depressurization. a. Dewatering-lowering the water table and intercepting seepage which would otherwise emerge from slopes or bottoms of excavations and disposing of removed water. The intent of dewatering is to increase stability of excavated slopes; prevent dislocation of material from slopes or bottoms of excavations;reduce lateral loads on sheeting and bracing;improve excavating and hauling characteristics of excavated material,prevent failure or heaving of the bottom of excavations;and to provide suitable conditions for placement of backfill materials and construction of structures and other installations. b. Depressurization-reduction in piezometric pressure within strata not controlled by dewatering alone, as required to prevent failure or heaving of excavation bottom. 2. Surface Water Control-diversion and drainage of surface water runoff and rain water away from the excavation. 3. Excavation Drainage-keeping excavations free of surface and seepage water 02/2008 01564-1 of 8 t CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 1.02 MEASUREMENT AND PAYMENT A Measurement for and control of ground water for open cut pipe excavations shall be on a linear foot basis and shall not exceed the length of open cut pipe installation in the afea requiring ground water control. B Unless indicated as a Bid Item,no separate payment will be made for control of ground water for any condition(s) other than those described in this Section, 1.02A. No separate payment will be made for control of surface water. Include the cost to control non-pipe excavation ground water and surface water in price for Work requiring such controls. C Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit a Ground Water and Surface Water Control Plan for review by the Engineer prior to start of any field work. The plan shall be signed by a Professional Engineer registered in the State of Texas. The plan shall include the following: 1 Results of subsurface investigation and description of the extent and characteristics of water bearing layers subject to ground water control. 2. Names of equipment suppliers and installation subcontractors. 3 A description of proposed ground water control systems indicating arrangement,location,depth and capacities of system components, installation details and criteria,and operation and maintenance procedures. 4 A description of proposed monitoring and control system indicating depths and locations of piezometers and monitoring wells,monitoring installation details and criteria,type of equipment and instrumentation with pertinent data and characteristics. 5 " A description of proposed filters including types, sizes,capacities and manufacturer's application recommendations. 6. Design calculations demonstrating adequacy of proposed systems for intended applications. Define potential area of influence of ground water control operation near contaminated areas. 7 Operating requirements,including piezometric control elevations for f_ dewatering and depressurization. 8. Excavation drainage methods including typical drainage layers,sump pump application and other necessary means. 9 Surface water control and drainage installations. 10. Proposed methods and locations for disposing of removed water C Submit the following records upon completed initial installation: 1 Installation and development reports for well points,eductors,and deep wells. 02/2008i 01564-2of8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 2. Installation reports and baseline readings for piezometers and monitoring wells. 3 Baseline analytical test data of water from monitoring wells. 4 Initial flow rates. D Submit the following records on a weekly basis during operations: 1 Records of flow rates and piezometric elevations obtained during monitoring of dewatering and depressurization. Refer to this Section,3.02 "Requirements for Eductor,Well Points,or Deep Wells". 2. Maintenance records for ground water control installations,piezometers, and monitoring wells. E :Submit the following records at end of the Work. Decommissioning(abandonment) reports for monitoring wells and piezometers installed by other during the design phase and left for Contractor's monitoring and use. 1.04 PERFORMANCE REQUIREMENTS A Conduct subsurface investigations to identify groundwater conditions and to provide parameters for design,installation,and operation of groundwater control systems. B Design a ground water control system, compatible with the requirements of OSHA Standards-29 CFR,Part 1926,and Section 01570-Trench Safety Systems of these Technical Specifications,to produce the following results: 1 Effectively reduce the hydrostatic pressure affecting excavations. 2. Develop a substantially dry and stable subgrade for subsequent construction operations. 3 Preclude damage to adjacent properties,buildings,structures,utilities, installed facilities,and other work. 4 Prevent the loss of fines,seepage,boils,quick condition,or softening of the foundation strata. 5 Maintain stability of sides and bottom of excavations. C Ground water control systems may include single-stage or multiple-stage well point systems, eductor and ejector-type systems, deep wells, or combinations of these equipment types. D Provide drainage of seepage water and surface water,as well as water from any other source entering the excavation. Excavation drainage may include placement of drainage materials, such as crushed stone and filter fabric, together with sump pumping. E Provide ditches,berms,pumps and other methods necessary to divert and-drain surface water from excavation and other work areas. F Locate ground water control and drainage systems so as not to interfere with utilities, construction operations,adjacent properties,or adjacent water wells. 02/2008 01564-3 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER G Assume sole responsibility for ground ,water control systems and for any loss or damage resulting from partial or complete failure of protective measures and any settlement or resultant damage caused by,the ground water control operations. Modify ground water control systems or operations if they cause or threaten to cause damage to new construction, existing site improvements, adjacent property, or adjacent water wells,or affect potentially contaminated areas. Repair damage caused by ground water Control systems or resulting from failure of the system to protect property as required. H Provide an adequate number of piezometers installed at the proper locations and depths as required to provide meaningful observations of the conditions affecting the excavation,adjacent structures,and water wells. I Provide environmental monitoring wells installed at the proper locations and depths as required to provide adequate observations of hydrostatic conditions and possible contaminant transport from contamination sources into the work area or into the ground water control system. J Decommission piezometers and monitoring wells installed during design phase studies and left for Contractors monitoring and use. 1.05 ENVIRONMENTAL REQUIREMENTS A Comply with requirements of agencies having jurisdiction. B Comply with TCEQ regulations and WWD/PI Advisory Council for development, drilling,and abandonment of wells used in dewatering system. C Obtain permit from TCEQ under the Texas Pollutant Discharge Elimination System (TPDES),for storm water discharge from construction sites. Refer to Section 01565— TPDES,3.02"Certification Requirements" D Obtain all necessary permits from agencies with control over the use of groundwater and matters affecting well installation, water discharge, and use of existing storm drains and natural water sources. Because the review and permitting process may be lengthy,take early action to pursue and,submit for the required approvals. E Monitor ground water discharge for contamination while performing pumping in the vicinity of potentially contaminated sites. F Implement control of ground and surface water under the provisions of Section 01566 —Source Controls for Erosion&Sedimentation. 2.0 PRODUCTS 2.01 EQUIPMENT AND MATERIALS A Equipment and materials are at the option of Contractor as necessary to achieve desired results for dewatering. Selected equipment and materials are subject to review 02/2008 01564-4 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND.SURFACE WATER of the Engineer through Submittals required in Section 01350 — Submittals, 1.06 "Operations and Maintenance Data" B Eductors, well points, or deep wells, where used,,must be furnished, installed and operated by an experienced contractor regularly engaged in ground water control system design,installation,and operation. C Equipment and instrumentation for monitoring and control of the ground water control system includes piezometers and monitoring wells,and devices,such as flow meters, for observing and recording flow rates. D All equipment must be in good repair and operating order. E Sufficient standby equipment and materials shall be kept available to ensure continuous operation,where required. 3.0 EXECUTION 3.01 GROUND WATER CONTROL A Perform a subsurface investigation by borings as necessary to identify water bearing layers,piezometric pressures,and soil parameters for design and installation of ground water control systems. Perform pump tests,if necessary to determine the drawdown characteristics of the water-bearing layers. The results shall be presented in the Ground Water and Surface Water Control Plan.Refer to this Section, 1.03B. B Provide labor, material, equipment, techniques and methods to lower, control and handle ground water in a manner compatible with construction methods and site conditions. Monitor effectiveness of the installed system and its effect on adjacent property C Install, operate, and maintain ground water control systems in accordance with the Plan. Notify Engineer in writing of any changes made to accommodate field conditions and changes to the Work. Provide revised drawings and calculations with such notification. D Provide for continuous system operation,including nights,weekends,and holidays. Arrange for appropriate backup if electrical power is primary energy source for dewatering system. E Monitor operations to verify that the system lowers ground water piezometric levels at a rate required to maintain a dry excavation resulting in a stable subgrade for prosecution of subsequent operations. F Where hydrostatic pressures in confined water bearing layers exist below excavation, depressurize those zones to eliminate risk of uplift or other instability of excavation or installed works. Allowable piezometric elevations shall be defined in the Plan. 02/2008 01564-5 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER G Maintain water level below subgrade elevation. Do not allow levels to rise until foundation concrete has achieved design strength. H During backfilling,dewatering may be reduced to maintain water level a minimum of 5 feet below prevailing level of backfill. However, do not allow that water level to result in uplift pressures in excess of 80 percent of downward pressure produced by weight of structure or backfill in place. Do not allow water levels to rise into cement stabilized sand until at least 48 hour after placement. I Provide a uniform diameter for each pipe drain run constructed for dewatering. Remove pipe drain when it has served its purpose. If removal.of pipe is impractical, provide grout connections at 50-foot intervals and fill pipe with cement-bentonite grout or cement-sand grout when pipe is removed from service. J Extent of construction ground water control for structures with a permanent perforated underground drainage system may be reduced,such as for units designed to withstand hydrostatic uplift pressure. Provide a means of draining the affected portion of underground system,including standby equipment. Maintain drainage system during operations and remove it when no longer required. K Remove system upon completion of construction or when dewatering and control of surface or ground water is no longer required. L Compact backfill as required by the Contract Documents. , 3.02 REQUIREMENTS FOR EDUCTOR,WELL POINTS,OR DEEP WELLS A For aboveground piping in ground water control system,include a 12-inch minimum. length of clear, transparent piping between every eductor well or well point and discharge header so that discharge from each installation can be visually monitored. B Install sufficient piezometers or monitoring wells to show that all trench or shaft excavations in water bearing materials are predrained prior to excavation. Provide separate piezometers for monitoring of dewatering and for monitoring of depressurization. Install piezometers and monitoring wells for tunneling as appropriate for Contractor's selected method of work. C Install piezometers or monitoring wells not less than one week in advance of beginning the associated excavation. D Dewatering may be omitted for portions of underdrains or other excavations,but only where auger borings and piezometers or monitoring wells show that soil is predrained by an existing system such that the criteria of the Ground Water and Surface Water Control Plan are satisfied. 02/2008 01564-6 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER E Replace installations that produce noticeable amounts of sediments after development. F Provide additional ground water control installations or change the methods in the event that the installations according to the Ground Water and Surface Water Control Plan do not provide satisfactory results based on the performance criteria defined by the Plan and by this Section. Submit a revised Plan according to this Section, 1.03A. G Mechanical dewatering equipment shall comply with Chapter 19 NOISE, Code of Ordinances,City of Pearland,Texas. 3.03 EXCAVATION DRAINAGE A Contractor may use excavation drainage methods if necessary to achieve well drained, stable trench conditions. The excavation drainage may consist of the following methods or combination of methods: 1 Sump pumping in combination with: a. Layer of crushed stone and filter fabric. b. Sand and gravel drains. 2. Wells for ground water control. B Use sump pumping and a drainage layer,as defined in ASTM D 2321,placed on the foundation beneath pipe bedding or thickened bedding layer of Class I material. ti 3.04 MAINTENANCE AND OBSERVATION A Conduct daily maintenance and observation of piezometers or monitoring wells while the ground water control installations or excavation drainage are operating in an area. Keep system in good operating condition. B Replace damaged and destroyed piezometers or monitoring wells with new piezometers or wells as necessary to meet observation schedule. C Cut off piezometers or monitoring wells in excavation areas where piping is exposed, only as necessary to perform observation as excavation proceeds. Continue to maintain and make observations,as specified. D Remove and grout piezometers inside or outside the excavation area when ground water control operations are complete. Remove and grout monitoring'wells when directed by the Engineer. 3.05 MONITORING AND RECORDING. A Monitor and record average flow rate of operation for each deep well, or for each weilpoint or eductor header used in dewatering system. Also monitor and record water level and ground water recovery These records shall be obtained daily until steady conditions are achieved,and twice weekly thereafter 02/2008 01564,7 of 8 CONTROL OF GROUND,WATER CITY OF PEARLAND AND SURFACE'WATER B Observe and record elevation of water level daily as long as ground water control system is in operation, and weekly thereafter until the Work is completed or piezometers or wells are removed, except when Engineer determines that more frequent monitoring and recording are required. Comply with Engineer's direction for increased monitoring and recording and take measures as necessary to ensure effective dewatering for intended purpose. 3.06 SURFACE WATER CONTROL A Intercept surface water and divert it away from excavations through use of dikes, ditches,curb walls,pipes,sumps or other approved means. The requirement includes temporary works required to protect adjoining properties from surface drainage caused by construction operations. B Divert surface water and seepage water into sumps and pump it into drainage channels or storm drains, when approved by agencies having jurisdiction. Provide settling basins when required by such agencies'. C Provide additional surface water control measures or change the methods in the event that the measures according to the Ground Water and Surface Water Control Plan do not provide satisfactory results based on the performance criteria defined by the Plan and by this Section. Submit a revised Plan according to this Section, 1.03B. END OF SECTION 02/2008 01564-8 of 8 CITY OF PEARLAND TPDES REQUIREMENTS Section 01565 TPDES REQUIREMENTS 1.0 GENERAL 1.01 SECTION INCLUDES A Description of the required documentation to be prepared and signed by the Contractor before conducting construction operations,in accordance with the terms and conditions of the Texas Pollutant Discharge Elimination System (TPDES) General Permit as issued March 5,2003 by the Texas Commission on Environmental Quality under the provisions of Section 402 of the Clean Water Act and.Section 26.040 of the Texas Water Code. B Contractor's responsibility for implementation,maintenance,and inspection of storm water pollution prevention control measures including,but not limited to,erosion and sediment controls,storm water management plans,waste collection and disposal,off- site vehicle tracking,and other practices shown on the Plans or specified elsewhere in this or other Technical Specification& C References to Technical Specifications: 1 Section 01350—Submittals 2. Section 01310—Coordination&Meetings 3. Section 01770—Contract Closeout D Referenced Standards: 1 Texas Commission on Environmental Quality(TCEQ) E Other References: 1 Storm Water Pollution Prevention Plan(SWPPP)found in Appendix A of these Technical Specifications. 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. 2.0 PRODUCTS - NotUsed 01/2008 01565-1 of 3 CITY OF PEA,Ri;AND TPDES REQUIREMENTS 3.0 EXECUTION 3.01 REQUIRED NOTICES A The Contractor shall complete,sign,and date the Contractor's Notice of Intent(NOI) attached in Appendix A. The signed copy of the Contractor's NOI shall be returned to the Owner The Owner will complete_the Owner's Notice of Intent attached in Appendix A and will submit both notices to the TCEQ Submission of the NOI is required by both the Owner and the Contractor before construction operations start. B Upon completion of construction and,acceptance of the Work by the Owner, the Contractor shall complete, sign, and date the Contractor's Notice of Termination (NOT)attached in Appendix A. 3.02 CERTIFICATION REQUIREMENTS A On the Operator's Information form attached in Appendix A, the Contractor shall complete name, address, and telephone number for the Contractor; the names of persons or firms responsible for maintenance and inspection of erosion and sediment control measures and all Subcontractors. B The Owner will complete and sign the Owner's Certification,shown in Appendix A and provide a copy to the Contractor for inclusion with other project certification forms. C The Contractor and Subcontractors named in the Contractor's Information form shall, read, sign, and date the Contractor's/Subcontractor's Certification form, attached in Appendix A. D The persons or firms responsible for maintenance and inspection of erosion and sediment control measures shall read,sign, and date the Contractor's Inspection and Maintenance Certification form,attached in Appendix A. E The Contractor's Information form and all certification forms shall be submitted to the Owner before beginning construction. , F Contractor shall review implementation of the SWPPP in a meeting with the Owner and Engineer prior to start of construction in accordance with Section 01310 — Coordination&Meetings. 3.03 RETENTION OF RECORDS A The Contractor shall keep a copy of the SWPPP at the Project Site or at the Contractor's office from the date that it became effective to the date the Work is accepted by the Owner B At Contract Closeout,the Contractor shall submit to the Owner all TPDES forms and certifications, as well as a copy of the SWPPP,in accordance with Section 01770— 01/2008 01565-2 of 3 CITY OF PEARLAND TPDES REQUIREMENTS Contract Closeout. The SWPPP records and data will be retained by Owner for a period of 3 years from the date the Work is accepted by the Owner. 3.04 POSTING OF NOTICES A The following notices shall be posted from the date that this SWPPP goes into effect until the date the Work is accepted by the Owner: 1 Copies of the Notices of Intent submitted by the Owner and Contractor and a brief Description of Construction Activity being conducted at the Project Site,as given in Article 1 of the SWPPP,shall be posted at the Project Site 'or at Contractor's office in a prominent place for public viewing. 2. Notice to drivers of equipment and vehicles,instructing them to stop,check, and clean tires of debris and mud before driving onto traffic lanes. Post such notices at every stabilized construction exit area. 3 In an easily visible location on Project Site,post a notice of waste disposal procedures. 4 Notice of hazardous material handling and emergency procedures shall be posted with the NOI on Project Site. Keep copies of Material Safety Data Sheets at a location on Project Site that is known to all personnel. 5 Keep a copy of each signed certification at the Project Site or at Contractor's office. END OF SECTION 01/2008 01565-3 of 3 CITY OF PEARLAND SOURCE CONTROLS FOR r EROSION AND SEDIMENTATION Section 01566 SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 1.0 GENERAL 1.01 SECTION INCLUDES A Descriptions of measures and practices,4n response to TPDES General Permit TXR 150000, which shall be used on the Work to eliminate or significantly minimize pollutants in discharges into Surface Water in the State by controlling erosion and sediments at their source. B References to Technical Specifications: 1 Section 01550—Stabilized Construction Exit 2. Section 01562—Waste Material Disposal 3. Section 01500—Temporary Facilities and Controls C Definitions. 1 Potential Water Pollutant-any substance that could potentially alter the physical,thermal,chemical,or biological quality of the Surface Water in the State,rendering the water harmful,detrimental,or injurious to humans, animal life,vegetation,or property,or to public health,safety or welfare,or impairs the usefulness or the public enjoyment of the water for any lawful or reasonable purpose. 1.02 MEAUSREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION 3.01 PREPARATION AND,INSTALLATION A Contractor shall cofiduct all construction operations under this Contract in conformance with the erosion control practices described in the Plans and this Technical Specification. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil,other than as specifically directed by the Engineer to allow soil testing and surveying. C The Contractor shall install, maintain, and inspect erosion and sediment control measures and practices that operate effectively and as specified in the Plans and in this or other Technical Specifications. { 07/2006 01566- 1 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR , EROSION AND SEDIMENTATION } D Equipment and vehicles shall be prohibited by the Contractor from maneuvering on -�- areas outside of the limits of construction or dedicated rights-of-way and easements. Damage caused by construction traffic to erosion and sediment control systems shall be repaired immediately by the Contractor E The Contractor shall be responsible for collecting,storing,hauling,and disposing of spoil, silt, waste materials, and contaminated material resulting from erosion and sediment control measures as specified in this or other Technical Specifications and in compliance with applicable federal,state,and local rules and regulations. 3.02 EXPOSED SOIL A When soil is exposed as a result of clearing,grading,excavating,stockpiling,or other soil disturbing activities, the Contractor shall implement measures to effectively control erosion and prevent the escape of sediments from the Project Site. B Control measures may include the following practices: 1 Preserve existing vegetation to the extent possible. 2. Construct drainage swales,berms,or sediment basins. 3 Maintain grades to minimize the velocity of sheet flow over disturbed areas and promote.evaporation and infiltration of storm water directly into the ground. 4 Install filter fabric fences or barriers,sediment traps,seepage basins, gabions,or storm drain inlet protection devices. 5 Utilize vegetative buffer strips,mulching,or riprap C When the placement of topsoil,bank sand,or other soil material is specified,after an area has been brought to grade and immediately prior to placement, loosen the subgrade discing or by scarifying to a depth of at least 2 inches to permit bonding to the subsoil. D When all soil disturbing activities have been completed, establish a perennial vegetative cover on all areas that are not paved,covered by permanent 'structures,or otherwise permanently stabilized. 3.03 DUST CONTROL A Implement control measures to minimize dust creation and movement on construction sites and roads and to prevent airborne sediment from reaching receiving streams or storm water conveyance systems, to reduce on-site and off-site damage, to prevent health hazards,and to improve traffic safety 13 Control blowing dust by using one or more of the following measures: 1 Mulches bound with chemical binders. 2. Temporary vegetative cover 3 Tillage to roughen surface and bring clods to the surface. 4 Irrigation by water sprinkling. 07/2006 01566-2 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 5 Barriers using solid board fences,burlap fences,crate walls,bales of hay,or similar materials. C Implement dust control measures immediately whenever dust can be observed blowing on the Project Site. 3.04 DEMOLITION AREAS A Demolition activities which create large amounts. of dust with significant concentrations of heavy metals or other potential water pollutants shall use methods described in this Section,3.03"Dust Control",to limit transport of airborne pollutants. However, water or slurry used to control dust contaminated with heavy metals or potential water pollutants shall be retained on the Project.Site and shall not be allowed to run directly into watercourses or storm water conveyance systems by the appropriate use of control measures described in this Section. Methods of ultimate disposal of these materials shall be carried out in accordance with applicable local, state, and federal health and safety regulations. 3.05 SEDIMENT TRACKING A Minimize off-site tracking of sediments and the generation of dust by construction vehicles,keeping the streets clean'or construction debris and mud,by implementing one or more of the following control measures: 1 Restrict all ingress and egress to stabilized construction exits. 2. Stabilize areas used for staging,parking,storage or disposal. 3 Stabilize on-site vehicle transportation routes. 4 Remove'mud and other debris,washing if necessary,from vehicles prior to entrance onto public roadways from the Project Site. 5 Maintain grade to minimize the occurrence of mud on the Project Site. B Construct stabilized construction areas under the provisions of Section 01550 — Stabilized Construction Exists. C In addition to Stabilized Construction Exits shovel or sweep the pavement to the extent necessary to keep the street clean. Water-hosing or sweeping of debris and mud off of the street into adjacent areas is not allowed. 3.06 EQUIPMENT MAINTENANCE AND REPAIR A Control equipment maintenance and repair so that oils,gasoline,grease,solvents,and other potential water pollutants cannot be washed directly into receiving streams or storm water conveyance systems. B Control measures may include the following practices: 1 Confine maintenance and repair of construction machinery and equipment to areas specifically designated for that purpose. 2. Provide these areas with adequate waste disposal receptacles for liquid as well as solid waste. 07/2006 01566-3 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 3. Clean and inspect maintenance and repair areas daily 4 Stabilize the area with coarse aggregate. 5 Maintain grade to prevent surface water from flowing over the area. 6. Place plastic matting,packed clay,tar paper,or other impervious material to prevent contamination of soil lithe area. 7 Isolate areas of contaminated soil or other materials to facilitate proper removal and disposal. C Where effective control measures are not feasible,equipment shall be taken off-site for maintenance and repair. 3.07 WASTE COLLECTION AND DISPOSAL A Conduct operations in conformance with the plan provided in Section 01562—Waste Material Disposal and utilize such control measures,described in this Section,as may be necessary to eliminate or significantly reduce the discharge of possible water pollutants from the Project Site as a result of waste collection and disposal. B Keep receptacles and waste collection areas neat and orderly to the extent possible. Waste shall not be allowed to overflow'its container or accumulate from day-to-day Locate trash collection points where they will least likely be affected by concentrated, storm water runoff. 3.08 WASHING AREAS A Vehicles such as concrete delivery trucks or dump trucks and other construction equipment shall not be washed at locations where the runoff will flow directly into a watercourse or storm water conveyance system. Preventative measures may include the following practices: 1 Designate special areas for washing vehicles. 2. Locate these areas where the wash water will spread out and evaporate or infiltrate directly into the ground,or where the runoff can be collected in a temporary holding or seepage basin. 3 Beneath wash areas construct a'gravel or rock base to minimize mud production. B Construct washing areas under the provisions of Section 01550 — Stabilized Construction Exists. 3.09 STORAGE AND USAGE OF POTENTIAL WATER POLLUTANTS A Store and use potential water pollutants such as pesticides,fertilizers,distillate fuels, lubricants, solvents, cements, paints, acids, caustics, and other toxic substances in accordance with manufacturers' guidelines, Material'Safety Data Sheets, and with local,state,and federal regulations. 07/2006 01566-4 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR ,., EROSION AND SEDIMENTATION Isolate these substances in areas where they are to be stored,opened or used such that they will not cause pollution of runoff from the Project Site. Preventative measures may include the following practices: 1 Stabilize the area with coarse aggregate. 2. Store containers on raised platforms. 3 Place plastic matting,packed clay,tar paper,or other impervious material to prevent contamination of soil in the area. 4 Provide protective cover or weather proof enclosure. 5 Minimize accidental spillage. 6. Keep containers tightly closed. 7 Periodically inspect containers for leakage. 8. Maintain grade to prevent surface water from flowing over the area. 9 Provide berms,filter fabric fences or barriers,or sediment basins. 10. Designate washing areas for containers and other items that have come in contact with potential water pollutants. C Avoid overuse of substances such as pesticides and fertilizers which could produce contaminated runoff. 3.10 SANITARY FACILITIES A Provide the Project Site with adequate portable toilets for workers in accordance with Section 01500—Temporary Facilities and Controls,and applicable health regulations. B Control areas where sanitary facilities are located so that sewage or chemicals will not be washed directly into receiving streams or storm water conveyance systems by using one,or more of the following measures. 1 Inspect the facilities daily 2. Service the facilities as often as necessary to maintain cleanliness and prevent overflows. 3. Stabilize the area with coarse aggregate 4 Maintain grade to prevent surface water from flowing over the area END OF SECTION 07/2006 01566-5 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM Section 01570 TRENCH SAFETY SYSTEM 1.0 GENERAL 1.01 SECTION INCLUDES A Trench safety system.for the construction of trench excavations. I ' B Trench safety system for excavation of utilities, excavation of structures, and embankment which.fall under provisions of federal, state, or local excavation safety laws._ 'C References to Technical Specifications: 1 Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals D Referenced Standards: 1 Occupational Safety and Health Administration(OSHA) E Definitions: 1 Trench. A narrow excavation,(in relation to its depth)made below the surface of the ground. In general,the depth is/greater than the width,but the width of a trench(measured at thebottom)is not greater than 15 feet. 2. Trench safety system requirements apply to larger open excavations if the erection of structures or other installations limits the space between the excavation slope and the installation to dimensions equivalent to a trench as defined. 3. Trench safety systems include both Protective Systems and Shoring Systems but are not limited to sloping,sheeting,trench boxes or trench shields,slide rail systems,sheet piling,cribbing,bracing,shoring,dewatering or diversion of water to provide adequate drainage. a. Protective System:A method of protecting employees from cave-ins, from material that could fall or roll from an excavation face or into an excavation,or from the collapse of an adjacent structure. b. Shoring System: A structure, which supports the sides of an excavation,to prevent cave-ins,maintain stable soil conditions,or to prevent movements of the ground affecting adjacent installations or improvements. c. Special Shoring: A shoring system meeting Special Shoring Requirements for locations identified on the Plans. 4 Competent Person-one who is capable of identifying existing and predictable hazards in the surroundings or working conditions which are unsanitary,hazardous,or dangerous to employees,and who has authorization to take prompt corrective measures to eliminate them, l 07/ 006 01570-1 of 4 CITY OF PEARLAND. TRENCH SAFETY SYSTEM 1.02 MEASUREMENT AND PAYMENT A Measurement for trench safety systems used on utility excavations is on a linear foot basis,measured along the centerline of the trench. Payment for trench safety systems includes payment for manholes and other line structures. B Unless indicated in as a Bid Item, no separate payment will be made for shoring systems under this Section. Include cost in Bid Items for trench safety systems. C If shown on the Plans and included in Section 00300—Bid Proposal as a separate Bide Item, Measurement and Payment for Special Shoring system installation for trench excavation is on a square foot basis,measured and completed in place. D Unless indicated as a Bid Item, no separate payment will be made for trench safety systems used on structural excavations under this Section. Include cost for trench safety system used on structural excavations in applicable structure installation. E Unless indicated as a Bid Item, no separate payment will be made for trench safety systems used on roadway excavation or embankment under this Section. Include cost in applicable Sections. F Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit a safety plan specifically for the construction of trench excavation,excavation of utilities,excavation of structures,and embankment which fall under provisions of federal,state,or local excavation safety laws. Design the Trench Safety Plan to be in accordance with OSHA Standards-29CFR governing the presence and activities of individuals working in and around trench excavations, and in accordance with any Special Shoring requirements at locations shown on the Plans. Include in the plan, submittal of the contact information for the Competent Person C Have Shop Drawings for trench safety systems sealed, as required by OSHA, by a Professional Engineer, licensed by the State of Texas, retained and paid by the Contractor 1.04 REGULATORY REQUIREMENTS A Install and maintain trench safety systems in accordance with the provision of Excavations,Trenching,and Shoring,OSHA Standards—29 CFR,Part 1926,Subpart P, as amended,including Final Rule,published in the Federal Register Vol.54,No. 209 on Tuesday, October 31, 1989 The sections that are incorporated into these Technical Specifications,by reference,include Standard 1926.650—652. 07/2006 01570-2 of 4 CITY OF PEARLAND. TRENCH SAFETY SYSTEM B A reproduction of the OSHA Standards — 29 CFR included in Subpart P — "Excavations"from the Federal Register Vol.54,No.209 is available upon request to Contractors bidding on the Work. The Owner assumes no responsibility for the accuracy of the reproduction. The Contractor is responsible for obtaining a copy of this section of the Federal Register C Include in the Trench Safety Program measures that establish compliance with the standard interpretation of the General Duty Clause, Section 5.(a)(1), of the Occupational Safety and Health Act of 1970—20 USC 654 which states,"Employers must shore or otherwise protect employees who walk/work at the base of an embankment from possible collapse." D Legislation that has been enacted by.the State of Texas with regard to Trench Safety Systems is hereby incorporated,by reference,into these specifications. Under Texas Statutes, refer to Chapter 756 of the Health and Safety Code, SUBCHAPTER C. TRENCH SAFETY E Reference materials,if developed for this Work,will be issued by the Engineer along with the Bid Documents,including the following: 1 Geotechnical information.obtained for use in design of the trench safety system. 2. Special Shoring Requirements. 1.05. INDEMNIFICATION A Contractor shall indemnify and hold harmless the Owner,its employees,and agents, from any and all damages,costs(including,without limitation,legal fees,court costs, and the cost of investigation),judgments or claims by anyone for injury or death of persons resulting from the collapse or failure of trenches constructed under this Contract. B Contractor acknowledges and agrees that this indemnity provision provides indemnity for the Owner in case the Owner is negligent either by act or omission in providing for trench safety, including, but not limited to safety program and design reviews, inspections,failures to issue stop work orders,and the hiring of the Contractor C Review of the safety program by the Engineer will only be in regard to compliance with the Contract Documents and will not constitute approval by the Engineer nor relieve Contractor of obligations under state and federal trench safety laws. 2.0 PRODUCTS - Not Used • 3.0 EXECUTION 3.01 INSTALLATION A Install and maintain trench safety systems in accordance with provisions of OSHA Standards—29 CFR. 07/2006 01570-3 of 4 CITY OF PEARLAND TRENCH SAFETY SYSTEM B Specially designed trench safety systems shall be installed in accordance with the Contractor's trench excavation safety program for the locations and conditions identified in the program. C Install Special Shoring at the locations'shown on the Plans. D Obtain verification from a Competent Person,defined in this Section and as identified in the Contractor's Trench Safety Program, that trench boxes and other pre- manufactured systems are certified for'the actual installation conditions. 3.02 INSPECTION A Conduct daily inspections by Contractor or Contractor's independently retained consultant, of the trench safety systems to ensure that the installed systems and operations meet OSHA Standards—29 CFR and other personnel protection regulations requirements. B If evidence of possible cave-ins or slides is apparent,immediately stop work in.the trench and move personnel to safe locations until necessary precautions have been taken to safeguard personnel. C Maintain a permanent record of daily inspections. 3.03 FIELD QUALITY CONTROL A Verify specific applicability of the selected or specially designed trench safety systems to each field condition encountered on the Work. END OF SECTION 07/2006 01570-4 of 4 CITY OPPEARLAND PROJECT IDENTIFICATION SIGNS Section 01580 PROJECT IDENTIFICATION SIGNS 1.0 GENERAL 1.01 SECTION INCLUDES A Project-identification sign description. B. Installation. C. Maintenance and removal. 1.02 UNIT PRICES A. No separate payment will be made for design, fabrication, installation, and maintenance of project identification signs under this Section. Include cost of work performed under this Section in the pay item for Section 01505 - Mobilization. B. If changes to project identification signs are requested by the City Engineer to keep them current,payment will be made by change order C. Skid-mounted signs shall be relocated as directed by the City Engineer at no additional cost to the City Post-mounted signs shall be relocated once,if directed in writing by the City Engineer, at no additional cost to the City If a post- mounted sign is relocated more than once at the written direction of the City Engineer,payment will be made by change order. 1.03 SYSTEM DESCRIPTION A. Sign Construction: Project identification signs shall be constructed of new materials and painted new for the project. Construct post-mounted signs as shown on Construction Sign Details. R. Appearance: Project identification signs shall.be maintained to present a clean and neat look throughout the project duration. C. Sign Manufacturer/Maker Experienced as a professional sign company D Sign Placement: Place signs at locations as directed by the City Engineer The City Engineer will provide, sign placement instructions at the Pre-construction Meeting. 1 A linear project is one involving paving,overlay, sewer lines,storm drainage,or water mains that run in the right-of-way over a distance. A linear project requires a project identification sign at each end of the construction site. 05/2007 01580-1 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS 2.Single Site or Building Projects. Provide one project identification sign. 3.Multiple Sites: Provide one project identification sign at each site. 4 Sign Relocation: As work progresses at each site,it may be necessary to move and relocate project identification signs. Relocate signs as directed in writing by the City Engine; E. Alternate Skid-mounted Sign Construction: Post-mounted signs ate preferred,but skid-mounted signs are allowed, especially; for projects with noncontiguous locations where work progresses from one location to another The skid structure shall be designed so that the sign will withstand a 60-mile-per-hour wind load directly to the face or back of the sign. Use stakes,straps, or ballast. Approval of the use of skid-mounted signs shall not release the Contractor from responsibility of maintaining a project identification sign on the project site and shall not make the City responsible for the security of such signs. 1.04 SUBMITTALS A. Submit shop drawings under provisions of Section 01350-Submittal Procedures. B. Show content, layout, lettering style, lettering size, and colors. Make sign and lettering to scale,clearly indicating condensed lettering,if used. 2.0 PRODUCTS 2.01 SIGN MATERIALS A. Structure and Framing: All sign materials shall be new 1 Sign Posts: Use 4-inch by 4-inch treated wood posts,sized to fix top of sign at 6 FEET ABOVE GROUND 2. Sign Supports and Skid Bracing: 2-inch by 4-inch wood framing material. 3. Skid Members: 2-inch by 6-inch wood framing material. 4 Fasteners: a. Use galvanized steel fasteners. , b. Use 3/8-inch by 5-1/2-inch button head carriage bolts to attach sign to posts. Secure with nuts and flat head washers at locations as recommended by Sign Manufacturer c. Cover button heads with white reflective film or paint to match sign background B Sign and Sign Header Use medium density overlaid marine plywood, minimum 1/2-inch thick. Use full-size 4-foot by 8-foot sheets for sign and a single piece for header to minimize joints;do not piece wood to fabricate a sign face. C. Paint and Primers: White paint used to prime surfaces and to resist weathering shall be an industrial grade, fast-drying, oil-based paint with gloss finish. Paint structural and framing members white on all sides and edges to resist weathering. 05/2007 01580-2 CITY OF PEARLAND PROJECT IDENTIFICATION'SIGNS Paint sign and sign header material white on all sides and edges to resist weathering. Paint all sign surfaces with this weather-protective paint prior to adding any sign paint or adhesive applications. D. Colors: Follow criteria established by attached Exhibit 3.0 EXECUTION 3.01 INSTALLATION A. Install project identification signs within 10 calendar days after Date of Commencement. B Erect signs where designated by the City Engineer at the Pre-construction Meeting or as described in part 1.03 of this Section. Position the sign in such a manner as to be fully visible and readable to the general public. C. Erect sign level and plumb. D. If mounted on posts, sink posts a minimum of 30 inches below grade in 10-inch diameter posthole. Stabilize posts with sharp sand or concrete to minimize lateral motion. Leave a minimum of 8 feet of post above existing grade for mounting of the sign and header. j E. Erect sign so that the top edge of the sign, is no higher than 6 feet above existing grade. 3.02 MAINTENANCE AND REMOVAL A. Keep signs and supports clean. Repair deterioration and damage., B Remove signs, framing, supports, and foundations to a depth of 2 feet upon completion of Project. Restore the area to a condition equal to or better than before construction. END OF SECTION 05/2007 01580-3 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS PROJECT IDENTIFICATION SIGN EXHIBIT First Impression SOUTHWEST ENVIRONMENTAL CENTER -- - ---- r . WASTEWATER TREATMENT PLANT EXPANSION No.1 ...,ta an...n. nun r ;, �n,,•u �y PROJECT SCHEDULE!JULY 2007 ENGINEER:CARTER&BURGESS,INC. 4 MOM. CONSTRUCTION COST UNKNOWN ."c aao Pugern CONTRACTOR:UNKNOWN slkol . � TLIIINI tintl2'NI S 'kale sNed sle sign.Instals ea tee 4"x4"a a'treated#2 S CA pests.Sot la sharp scud sr coaereb �"VOLTt..1II,x.,. hi s 1 r i24"pier allows: cu rry°AP o L. 05/2007 01580-4 CITY OF PEARLAND.. . MATERIAL AND EQUIPMENT Section 01600 MATERIAL AND EQUIPMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for transportation, delivery, handling, and storage of materials and equipment. B References to Technical Specifications: 1 Section 01566—Source Controls for Erosion&Sedimentation 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid.Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this work is a component. 1.03 PRODUCTS A Products: Means equipment,or systems forming the Work. Does not include machinery and equipment used for preparation,fabrication,conveying and erection of the Work. Products may also include existing Materials or components designated for reuse. B Do not reuse materials and equipment,designated to be removed,except as specified by the Contract Documents. C. Provide equipment and components from the fewest number of manufacturers as is practical, in order to simplify spare parts inventory and to allow for maximum interchangeability of components. For multiple components of the same size,type or application,use the same make and model of component throughout the Work. 1.04 TRANSPORTATION A Make arrangements for transportation, delivery, and handling of equipment and materials required for timely completion of the Work. B Transport and handle products in accordance with instructions. C Consign and address shipping documents to the proper party giving name of Project, street number,and City Shipments shall be delivered to the Contractor 1.05 DELIVERY A Arrange'deliveries of products to accommodate the Construction Schedule and in ample time to facilitate inspection prior to installation. Avoid deliveries that cause lengthy storage or overburden of limited storage space. ' 01/2006 01600-1 of 3 CITY OF PFARLAND , MATERIAL AND EQUIPMENT B Coordinate deliveries to avOid conflict with Work and conditions at the Project Site and to accommodate the following: 1 Work of other contractors or the Owner. 2. Limitations of storage space. 3. Availability of equipment and personnel for handling,products. 4 Owner's use of premises. C Have products delivered to the Project Site in manufacturer's original, unopened, labeled containers. D Immediately upon delivery,inspect shipment to assure: 1 Product complies with requirements of Contract Documents. 2. Quantities are correct. 3 Containers and packages are intact;labels are.legible. 4 Products are properly protected and undamaged. 1.06 PRODUCT HANDLING A Coordinate the off-loading of materials and equipment delivered to the Project Site. If necessary to move stored materials and equipment during construction, Contractor shall relocate materials and equipment at no additional cost to the Owner B Provide equipment and personnel necessary to handle products, including those provided by the Owner,by methods to prevent damage to products or packaging. C Provide additional protection during handling as necessary to prevent breaking scraping,marring,or otherwise damaging products or surrounding areas. D Handle products by methods to prevent over bending or overstressing. E Lift heavy components only at designated lifting points. F Handle materials and equipment in accordance with Manufacturer's recommendations. G Do not drop,roll;or skid products off delivery vehicles. Hand carry or use suitable materials handling equipment. 1.07 STORAGE OF MATERIAL A Store and protect materials in accordance with manufacturer's recommendations and requirements of these Technical Specifications. Control storage of potential water pollutants in conformance with Section 01566 — Source Controls for Erosion & Sedimentation. B Make necessary provisions for safe storage of materials and equipment. Place loose soil materials,and materials to be incorporated into the Work to prevent damage to any part of the Work or existing facilities and to maintain free access at all times to all parts of the Work and to utility service company installations in the vicinity of the Work. 07/2006 01600-2 of 3 'CITY OF PEARLAND MATERIAL AND.EQUIPMENT r C Keep materials and equipment neatly and compactly stored in locations that will cause a minimum of inconvenience to other contractors, public travel, adjoining owners, tenants, and occupants. Arrange storage in-a manner to provide easy access for inspection. D Provide adequately ventilated,watertight storage facilities with floor above ground level for materials and equipment susceptible to weather damage. E Restrict storage to areas available on the construction site for storage of material and equipment as shown on Plans or approved by the Project Manager. F Provide off-site storage and protection when on-site storage is not adequate. G Do not use lawns,grass plots,or other private property for storage purposes without written permission of the owner or other person in possession or control of such premises. Damage to lawns,sidewalks,streets or other improvements shall be repaired or replaced to the satisfaction of the Project Manager. H Protect stored materials and equipment against loss or damage. I Store materials in manufacturers'unopened containers. J Materials delivered and stored along the line of the Work shall be not closer than 3 feet to any fire hydrant. Public and private drives and street crossings shall be kept open. K The total length which materials may be distributed along the route of construction at -any one time is 1000 lineal feet,unless otherwise'approved in writing by the Project Manager. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01600-3 of 3 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS Section 01630 PRODUCT OPTIONS AND SUBSTITUTIONS 1.0 GENERAL 1:01 SECTION INCLUDES A Options for making product or process selections. B Procedures for proposing equivalent construction products or processes,including pre- approved,and approved products or,processes C References to Technical Specifications: 1 Section 01350—Submittals 1.02 SUBMITTALS A Make Submittals required by this and related Sections under the provisions of Section 01350—Submittals. 1.03 DEFINITIONS A Product: Means,materials,equipment,or systems incorporated into the Work.Product does not include machinery and equipment used for production,fabrication,conveying, and erection of the Work. Products may also include existing materials or components designated for re-use. L. B Process: Any proprietary system or method for installing system components resulting in an integral, functioning part of the Work. Por this Section, the word Product includes Processes. 1.04 SELECTION OPTIONS A Pre-approved Products: Products of certain manufacturers or suppliers are designated in the Technical Specifications as"pre-approved" Products of other manufacturers or suppliers will not be acceptable under this Contract and will not be considered under the submittal process for approving alternate products. B Approved Products: Products of certain manufacturers or suppliers designated in the Technical Specifications followed by the words "or approved equal" Approval of alternate products not listed in the Technical Specifications may be obtained through provisions of this Section and Section 01350—Submittals. The procedure for approval of alternate products,is not applicable to Pre-approved Products. C Product Compatibility. To the maximum extent possible,provide products that are of the same type or function from a single manufacturer,make,or source. Where more than one choice is available as a Contractor's option, select a product which is compatible with other products already selected, specified,or in use by the Owner 07/2006 01630-1 of 3 CITY OF PEARLAND „ PRODUCT OPTIONS AND SUBSTITUTIONS 1.05 CONTRACTOR'S RESPONSIBILITY A Furnish information the Engineer deems necessary to judge equivalency of the alternate product. B Pay for laboratory testing as well as any other review or examination cost needed to establish the equivalency between products which enables the Engineer to make such a judgment. C If the Engineer determines that an alternate product is not equivalent to that named in the Technical Specifications,the Contractor shall furnish one of the specified products. 1.06 ENGINEER'S REVIEW A Alternate products may be used only if approved in writing by the Engineer. The Engineer's determination regarding acceptance of a proposed alternate product is fmal. B Alternate products will be accepted if the product is judged by the Engineer to be equivalent to the specified product or to offer substantial benefit to the Owner. C The Owner retains the right to accept any product deemed advantageous to the Owner, and similarly,to reject any product deemed not beneficial to the Owner 1.07 SUBSTITUTION PROCEDURE A Collect and assemble technical information applicable to the proposed product to aid in determining equivalency as related to the Approved Product specified. B Submit a written request for a product to be considered as an alternate product along with the product information within fourteen(14)days after the Effective Date of the Agreement. C After the submittal period has expired, requests for alternate products will be •considered only when a specified product becomes unavailable because of conditions beyond the Contractor's control. D Submit 5 copies of each request for alternate product approval. Include the following information. 1 Complete data substantiating compliance of proposed substitution with Contract Documents. 2. For products. a. Product identification, including manufacturer's name and address. b. Manufacturer's literature with product description, performance and test data,and reference standards. c. Samples,as applicable. d. " Name and address of similar projects on which product was used and date of installation. Include the name of the Owner, Architect/Engineer,and,installing contractor 07/2006 01630-2 of 3 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 3. For construction methods: a. Detailed description of proposed method. b. Shop Drawings illustrating methods. 4. Itemized comparison of proposed substitution with product or method specified. 5 Data relating to changes in Construction Schedule 6. Relationship to separate contracts,if any 7 Accurate cost data on proposed substitution in comparison with product or method specified. 8. Other information requested by the Engineer E Approved alternate products will be subject to the same review process as the specified product would have been for Shop Drawings,Product Data, and Samples. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01630-3 of 3 CITY OF PEARLAND FIELD SURVEYING Section 01720 FIELD SURVEYING 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for surveyors and surveys. B Procedures pertaining to survey control points and reference points. C References to Technical Specifications: 1 Section 01350—Submittals 2. Section 01760—Project Record Documents 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1:03 QUALITY CONTROL A Conform to State of Texas laws for surveys requiring licensed surveyors. Employ a land surveyor acceptable to Engineer 1.04 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit to Engineer the name, address, and telephone number of Surveyor before starting survey work. C Submit documentation verifying accuracy of survey work on request. 1.05 PROJECT RECORD DOCUMENTS A Maintain a complete and accurate log of control and survey work as it progresses. B Submit Record Documents under provisions of Section 01760 — Project Record Documents. 1.06 EXAMINATION A Verify locations of survey control points prior to starting Work. B Notify Engineer immediately of any discrepancies discovered. 07/2006 01720.1 of 2 CITY OF PEARLAND FIELD SURVEYING 1.07 SURVEY REFERENCE POINTS A Control datum for survey is that established by Owner-provided survey and indicated on Plans. B Locate and protect survey control points,including property corners,prior to starting site work. Use caution to preserve permanent reference points during construction. C The Contractor shall not reset;.nor cause to be reset, lost, disturbed, or damaged, control points. Promptly notify Engineer of disturbance or damage to any control point(s). D Notify Engineer 48 hours in advance of need for relocation of reference points due to changes in grades or other reasons. ' E Report promptly to Engineer the loss or destruction of any reference point. F Any re-staking of control points lost,disturbed,or damaged by Contractor's operations will be provided by Owner at Contractor's expense. G Employ a Registered Public Land Surveyor to reset any missing,disturbed,or damaged monumentation. 1.08 SURVEY REQUIREMENTS A Utilize recognized engineering survey practices. B Establish a minimum of two permanent bench marks on Project Site,referenced to established control points. Record locations, with horizontal and vertical data, on Project Record Documents. C Establish and record in survey notes elevations,lines and levels to provide quantities required for Measurement and Payment and to provide appropriate controls for the Work. Locate and lay out by instrumentation and similar appropriate means: 1 Site'improvements including pavements; stakes for grading;fill and topsoil placement; utility locations,slopes,and invert elevations. 2. Grid or axis for structures. 3 Mounumented Baseline. D Verify.periodically layouts by same means. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION I _ 07/2006 01720-2 of 2 CITY OF PEARLAND CUTTING AND PATCHING Section 01730 CUTTING AND PATCHING 1.0 GENERAL 1.01 SECTION INCLUDES A Cutting, patching and fitting of Work to existing facilities, or to accommodate installation or connection of Work with existing facilities, or to uncover Work for access,inspection or testing. B References to Technical Specifications: 1 Section 01350—Submittals 2. Section 01630—Product Options&Substitutions r 1.02 MEASURMENT AND PAYMENT A, Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by. this Section under the provisions of Section 01350— Submittals. B Spbmit written notice to the Engineer requesting consent to proceed prior to cutting which may affect structural integrity or design function,Owner operations,or work of another contractor. C Include the following in submittal: 1 Identification of Project. 2. Description of affected Work. 3. Necessity for cutting. 4 Effect on other work and on structural integrity 5 Include description of proposed Work: a. Scope of cutting and patching. b. Contractor,subcontractor or trade to execute Work. c. Products proposed to be used. d. Extent of refinishing. e. Schedule of operations. 6. Alternatives to cutting and patching,if any. D Should conditions of Work or schedule indicate change of materials or methods, submit a written recommendation to the Engineer•.including: 1 Conditions indicating change. 2. Recommendations for alternative materials or methods. 3 Submittals as required for substitutions in Section 01630—Product Options &Substitutions. 07/2006 01730-1 of 3 CITY OF PEARLAND CUTTING AND PATCHING 1 4 E Submit written notice to the Engineer designating time Work will be uncovered for observation. Do not begin cutting or patching operations until authorized by the Engineer 1.04 CONNECTIONS TO EXISTING FACILITIES A Perform construction necessary to complete connections and tie-ins to existing facilities. Keep all existing facilities in continuous operation unless otherwise specifically permitted in these Technical Specifications or approved by the Engineer B Coordinate with the Engineer,interruption of service requiring connection into existing facilities. Bypassing of wastewater or sludge to waterways is not permitted. Provide temporary pumping facilities to handle wastewater if necessary Use temporary bulkheads (e.g., inflatable plugs)to minimize disruption. Provide temporary power supply and piping to facilitate construction where necessary C Submit a detailed schedule of proposed connections,including shut-downs and tie-ins. Include in the submittal the proposed time and date as well as the anticipated duration of the Work. Submit the detailed schedule coordinated with the construction schedule. 1 Provide specific time and date information to the Engineer 48 hours in advance of proposed'Work. D Procedures and Operations. 1 The Contractor may operate existing pumps, valves and gates required for sequencing procedures only as directed by the Engineer. Do not operate any valve,gate or other item of equipment without permission of the Owner and the knowledge of the Engineer 2. Insofar as possible,equipment shall be tested and in operating condition before final tie-ms are made to connect equipment to the existing facility 3. Carefully coordinate Work and schedules. Provide written notice to the Engineer at least 48 hours before shut-downs or by-passes are required. 2.0 PRODUCTS - Not Used. 3.0 EXECUTION A Perform activities to avoid interference with facility operations and the Work of others in accordance with Section 00700—General Conditions of the Agreement. B Execute cutting and patching,including excavation,backfill,and fitting to: 1 Remove and replace defective Work or Work not conforming to the Plans and Technical Specifications. 2. Take samples of installed Work as required for testing. 3. Remove(construction required to provide for specified alteration or addition to existing Work. 4 Uncover1 Work to provide for inspection or reinspection of covered Work by the Engineer or regulatory agencies having jurisdiction. 5 Connect any Work that was not accomplished in the proper sequence to completed Work. 07/2006 01730-2 of 3 I 1 CITY.OF PEARLAND CUTTING AND PATCHING 6. Remove or relocate existing utilities and pipes which obstruct Work to which connections must be made. 7 Make connections or alterations to existing or new facilities, 8. Provide openings,channels,chases and flues,if any,and do cutting,patching and finishing. C Restore existing Work to a state equal to or better than that prior to cutting and patching. Restore new Work to standards of these Technical Specifications. D Support,anchor,attach,match,trim and seal materials.to the Work of others. Unless otherwise specified, furnish and install sleeves, inserts, hangers, required for the execution of the Work. E Provide shoring,bracing and support as required to maintain structural integrity and protect adjacent Work from damage during cutting and patching. Before cutting beams or other structural members, anchors, lintels or other supports, request written instructions from the Engineer Follow such instructions, as applicable. END OF SECTION 07/2006 01730-3 of 3 CITY OF PEARLAND PROJECT RECORD DOCUMENTS Section 01760 PROJECT RECORD DOCUMENTS 1.0 GENERAL 1.01 SECTION INCLUDES ' A Maintenance and Submittal of Record Documents and Samples. B References to Technical Specifications: 1 Section 01350 r.Submittals 2. Section 01770—Contract Closeout 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Woik is a component. 1.03 SUBMITTALS A Make Submittals required by this and related Sections under the provisions of Section 01350—Submittals. 1.04 MAINTENANCE OF DOCUMENTS AND SAMPLES A Maintain one copy of Record Documents at the Project Site in accordance with Section 00700—General Conditions of Agreement,3.02 "Keeping Plans and Specifications Accessible" B Store Record Documents and Samples in field office if a field office is required by Contract Documents,or in a secure location. Provide files,racks,and secure storage for Record Documents and Samples. C Label each document"PROJECT RECORD"in neat,large,printed letters. D Maintain Record Documents hi a clean,dry,and legible condition. Do not use Record Documents for construction purposes. E Keep.Record Documents and Samples available for inspection by Engineer. 1.05 RECORDING A Record information concurrently with construction progress. Do not conceal any work until required information is recorded. B Plans, Change Orders, and Shop Drawings: Legibly mark each item to record all actual construction,or"as built"conditions,including: 1 Measured horizontal locations and elevations of underground utilities and appurtenances,referenced to permanent surface improvements. 07/2006 01760-1 of 2 • CITY OF PEARLAND PROJECT RECORD DOCUMENTS 2. Elevations of underground utilities referenced to bench marks utilized for the Work. 3 Field changes of dimension and detail. 4 Changes made by modifications. 5. Details not on original Plans. 6. Referencesl to related Shop Drawings and Modifications. C Record information with a red pen or pencil on a set of drawings indicated as the Record Document Set,provided by Engineer 2.0 PRODUCTS - Not Used 3.0 EXECUTION: I ' A Deliver Record Documents and Samples to Owner in accordance with Section 01770— Contract Closeout. END OF SECTION 07/2006 01760-2 of 2 CITY OF PEARLAND CONTRACT CLOSEOUT • Section 01770 CONTRACT CLOSEOUT 1.0 GENERAL 1.01 SECTION INCLUDES A Closeout procedures including final submittals such as operation and maintenance data, warranties,and spare parts and maintenance materials. B References to Technical Specifications: 1 Section 01350—Submittals 2. Section 01760—Project Record Documents 1.02 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. 1.03 CLOSEOUT PROCEDURES A Comply with Section 00700 —General Conditions of Agreement regarding Final Completion and Final Payment when Work is complete and ready for Engineer's final inspection. B Provide Record Documents under provisions of Section 01760 — Project Record Documents. C Complete or correct items on punch list,with no new items added. Any new items will be addressed during warranty period. D The Owner will occupy portions of the Work as specified in Section 00700—General Conditions of Agreement. E Contractor shall request Final Inspection at least two weeks prior to Final Acceptance. 1.04 FINAL CLEANING A Execute final cleaning prior to final inspection. B Clean debris from drainage systems. C Clean Project Site;sweep paved areas,rake clean landscaped surfaces. D Remove waste and surplus materials, rubbish, and temporary construction facilities from the Project Site following the final test of utilities and completion of the Work. 1A5 OPERATION AND MAINTENANCE DATA 02/2008 01770-1 of 2 CITY OF PEARLAND CONTRACT CLOSEOUT A Submit Operations and Maintenance data under provisions of Section 01350 — Submittals. a. 1.06 WARRANTIES A Provide one .original of each warranty from Subcontractors, Suppliers, and Manufacturers. B Provide Table of Contents and assemble warranties in 3-ring/D binder with durable plastic cover. C Submit warranties prior to Final Application for Payment. 1' Wanantiels shall commence in accordance with the requirements of Section 00700=General Conditions of Agreement, 1.09"Substantially Completed" 2.0 PRODUCTS - NoUsed 340 EXECUTION Contractor shall diligently pursue completion of the items and activities contained in the Contract Close Out and Project Record Document sections of the project manual. Notwithstanding any performance of warranty work,the work of Contract Closeout shall be complete within thirty(30) days of the date-of Final Completion and Acceptance of the work. END OF SECTION 02/2008 01770-2 of 2 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 2 II a TECHNICAL SPECIFICATIONS DIVISION 2 SITE WORK 07/2006 CITY OF PFARLAND SITE PREPARATION • Section 02200 SITE PREPARATION 1.0 GENERAL 1.01 SECTION INCLUDES A Removal of topsoil,stripping and stockpiling,clearing and grubbing. B Removal and disposal of waste materials,excess materials,debris and trash. C Removal of obstructions. D Excavation and fill. E Salvaging of designated item. F References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350_Submittals 3 Section 01450—Testing Laboratory Services 4 Section 01500—Temporary Facilities and Controls 5 Section 02255—Bedding,Backfill and Embankment Material 6. Section 02330—Embankment 7 Section 01140—Contractor's Use Of Premises G Referenced Standards: 1 American Society for Testing and Materials (ASTM) a. ASTM'D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. B If Site Preparation is included as a Bid Item,measurement will be based on the Units shown in Section 00300 — Bid Proposal and in accordance with Section 01200 — Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the,provisianss of Section 01350— Submittals. B Submit embankment material sources and product quality information in accordance this Section. - 0712066 02200_1 of 4 CITY OF PEARLAND. SITE PREPARATION 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the , provisions of Section 01450—Testing Laboratory Services and as.specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall provide materials used as embedment,backfill,back-dressing, and embankment identified'on the Plans in accordance with Section 02255 —Bedding, Backfill and Embankment Material. 3.0 EXECUTION 3.01 CLEARING AND GRUBBING. A Clear Project Site of trees,shrubs,and other vegetation,except for those designated by Owner to be left standing. B Use only hand methods for grubbing inside drip line of trees designated to remain. C Completely rem I.ve stumps,roots,and other debris protruding through ground surface. 1 On areas required for roadway, channel, or structural excavation, remove stumps,'2"diameter or larger limbs and roots,to depth of 2 feet below lower elevation of excavation. 2. On areas required for embankment construction, remove 2" diameter limbs, stumps and^roots to depth of 2 feet below ground surface 3 Trees and stumps may be cut off as close to natural ground as practicable on areas which are to be covered by at least 3 feet of embankment D 7 Fill depressions I aused by clearing and grubbing operations with satisfactory soil material,unless'further excavation or earthwork is indicated. l Place fill material in horizontal layers not exceeding 6 inches loose depth,and thoroughly compact to density equal to adjacent original ground. E Complete operations by bulldozing,blading,and grading so that prepared area is free of holes,unplanned ditches,abrupt changes in elevations and irregular contours,and preserve drainage of area. 1 Blade entire area to prevent ponding of water and to provide drainage,except in areas to be immediately excavated 07/2006 02200-2 of 4 CITY OF PEARLAND SITE PREPARATION 3.02 TOPSOIL STRIPPING AND STOCKPILING A Obtain approval of topsoil quality before excavating and stockpiling. B Excavate topsoil for esplanades and areas to receive grass or landscaping from areas to be further excavated. C Topsoil Stripping: 1 Remove growths of grass from areas before stripping. 2. Topsoil is defined as surface soil found of'depth of not less than 4 inches. 3. Strip topsoil to depths encountered. 4 Perform stripping in a manner to prevent intermingling of topsoil with underlying sterile subsoil and remove objectionable materials,including clay lumps,stones over 2 in.in diameter,weeds,roots,leaves,and debris. 5 Where trees are designated by,Owner to be left standing,stop topsoil stripping at extreme limits of tree drip line to prevent damage to main root system. D Topsoil Stockpiling: 1 Stockpile in areas designated on Plans. 2. Construct storage piles to freely drain surface water 3 Cover storage piles,if required to prevent wind-blown dust. 4 Stockpile topsoil to depth not exceeding 8 feet. Stockpile in a manner to } prevent erosion. 3.03 UNSUITABLE MATERIAL A Undercut,remove, and-replace material which Engineer designates as unsuitable for subsequent construction. B Material used to replace unsuitable material shall be suitable material from site excavation or as indicated on Plans. 3.04 EXCAVATION AND FILL A Depressed site areas shall be filled using material from high areas, insofar as practicable. B When fill obtained from high areas is exhausted, fill to indicated rough grade elevations under roadways with"Structural Fill"and open areas not under structures or roadways with"General Fill",or as indicated on Plans. C Place and compact fill in accordance with Section 02330—Embankment. 3.05 SALVAGEABLE ITEMS AND MATERIAL A Items designated by Engineer to be salvaged are to be carefully removed,so as to cause no damage to the salvaged items and delivered to Owner's storage yard. 07/2006 02200-3 of 4 CITY OF'PEARLAND r SITE PREPARATION 306 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. END OF SECTION • 07/2006 02200-4 of 4 CITY OF PEARLAND SITE DEMOLITION Section 02220 SITE DEMOLITION 1.0 GENERAL 1.01 SECTION INCLUDES A Demolishing and removing existing pavements,structures,equipment and materials only to the extent as indicated on the Plans. B Removing concrete paving,asphaltic concrete pavement,and base courses. C Removing concrete curbs,concrete curb and gutters, sidewalks and driveways. D Removing pipe culverts and sewers. E Removing miscellaneous structures of wood,plastics,metals,concrete,masonry,or combination of:concrete and masonry,etc. F Disposing of demolished materials and equipment. G References to Technical Specifications: l Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01500—Temporary Facilities and Control 4 Section 01100—Summary of Work 5 Section 01730—Cutting and Patching 6. Section 01140—Contractor's Use of Premises 7 Section 01562 Waste Material Disposal 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for removing and disposing of existing pavement and structures under this Section. Include cost for removing and disposing of existing pavement and structures in Bid Items for which this Work is a component. B If indicated as a Bid Item,measurement will be as follows: 1 Measurement for removing and disposing of concrete base and surfacing,and removing asphaltic surfacing,is on a square yard basis measured between lips of gutters. 2. Measurement for removing and disposing of cement stabilized shell base course,with or without asphalt surfacing,is on a square yard basis. 3 Measurement for removing and disposing of concrete base and surfacing with curbs,is on a square yard basis measured from back to back of curbs. Payment includes removal of all base,asphaltic surfacing,concrete pavement,esplanade curbs,curb and gutters;and paving headers. 04/2008 02220-1 of 5 CITY OF PEARLAND SITE DEMOLITION 4 Measurement for removing and disposing of concrete pavement is mica square yard basis measured from back to back of curbs. 5 Measurement for removing and disposing of monolithic curb and gutter, removing monolithic concrete curb,and removing concrete curb,is on a lineal foot basis measured along the face of the curb. 6. Measurement for removing and disposing of concrete sidewalk and driveway is on a square yard basis. 7 Measurement for removing and disposing of miscellaneous concrete and masonry removal is on a cubic yard basis of the structure in place. 8. Measurement for removing and disposing of pipe culverts and sewers is on a lineal foot basis for each diameter of type of pipe removed. 9 Measurement for removing and disposing of unlisted materials shall be on the lump sum basis. C No payment will be made for work outside maximum payment limits indicated on Plans,or in areas removed for Contractor's convenience. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit proposed methods, equipment, materials and sequence of operations for demolition. Describe coordination for shutting off,capping,and removing temporary utilities. Plan operations to minimize temporary disruption of utilities to existing facilities or adjacent property C Submit proposed demolition and removal schedule for approval. Notify Engineer in writing at least 48 hours before starting:demolition. D Submit an approved copy of demolition schedule to Engineer prior to commencement of demolition operations. E Obtain a permit for building demolition,as required. ' 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. B The Contractor shall be responsible for safety and integrity of adjacent structures and shall be liable for any damage due to movement or settlement. Provide proper framing and shoring necessary for support. Cease operations if an adjacent structure appears to be endangered. Resume demolition only after proper protective measures have been taken. 04/2008 02220-2 of 5 CITY OF PEARLAND SITE DEMOLITION 1.05 OWNERSHIP OF MATERIAL AND EQUIPMENT A Materials and equipment designated for reuse or salvage are listed in Section 01100— Summary of Work. Protect items designated for reuse or salvage from damage during demolition,handling and storage. Restore damaged items to satisfactory condition. B Materials and equipment not designated for reuse or salvage become the property of the Contractor 1.06 STORAGE AND HANDLING A Store and protect materials and equipment designated for reuse until time of installation. B Deliver and unload items to be salvaged to storage areas indicated on Plans. C Remove equipment and materials not designated for reuse or salvage and all waste and debris'resulting from demolition from site. Remove material as work progresses to avoid clutter. 2.0 PRODUCTS 2.01 EQUIPMENT AND MATERIALS FOR DEMOLITION A Use equipment and materials approved as prescribed in thi's Section,1.03"Submittals' $ Use of a"drop hammer"must have the Engineer's prior approval. 3.0 EXECUTION 3.01 , EXAMINATION A Prior to demolition,make an inspection with Engineer to determine the condition of existing structures and features adjacent to items designated for demolition. B Engineer will mark or list existing equipment to remain the property of the Owner C Do not proceed with demolition or removal operations until after the joint inspection and subsequent authorization by Engineer D Stop demolition and notify Engineer if underground fuel storage tanks, asbestos, PCB's,contaminated soils,or other hazardous materials are encountered. 3.02 UTILITY SERVICES A Follow rules and regulations of authorities or companies having jurisdiction over communications,pipelines, and electrical distribution services. B Notify and coordinate with utility company and adjacent building occupants when temporary interruption of utility service is necessary 04/2008 02220-3 of 5 CITY OF PEARLAND SITE DEMOLITION C When required by the Work, cutting, patching, and fitting of Work to existing facilities,accommodating installation or connection of Work with existing facilities,or uncovering Work for access,inspection,or testing shall be performed in accordance with Section 01730—Cutting and Patching 3.03 MECHANICAL WORK ITEMS A Mechanical removals consist of dismantling and removing existing piping, pumps, motors,water tanks,equipment and other appurtenances. It includes cutting,capping, and plugging required to restore use of existing utilities. B Remove existing process,water,chemical,gas,fuel oil and other piping not required for new work. Take out piping to the limits shown or to a point where it will not interfere with the new work. Piping not indicated to be removed or which does not interfere with new work shall be removed to the nearest solid support,capped,and the remainder left in place. Purge chemical and fuel lines and tanks. Verify that such lines are safe prior to removal or capping. C Where piping that is to be removed passes through existing walls,cut and cap piping on each side of the wall. Use cap appropriate for pipe material to be capped. Provide fire-rated sealant for walls classified as fire-rated. D When underground piping, which is not located in the public right-of-way, is to be altered or removed,cap the remaining piping. Abandoned underground piping maybe left in place unless it interferes with new work or is shown or specified to be removed. Piping less than 15 inches in diameter may be plugged and abandoned in place. For piping 15 inches in diameter and greater to be abandoned,fill with sand,pressure grout or other approved method and plug with concrete or brick masonry bulkhead. E Remove waste and vent piping to points shown. Plug pipe and cleanouts and plugs. Where vent stacks pass through an existing roof that is to remain,remove the stack and patch the hole in the roof,making it watertight. Comply with requirements of existing roof installer so as to maintain roof warranty F Conform to applicable codes when making any changes to plumbing and heating systems. 3.04 ELECTRICAL WORK ITEMS A Electrical removals consist of disconnecting and removing existing switchgear, distribution switchboards,control panels,bus duct,conduits and wires,panel boards, lighting fixtures,and miscellaneous electrical equipment. B. Remove existing electrical equipment and fixtures to prevent damage to allow continued operation of existing systems and to maintain the integrity of the grounding systems. 04/2008 02220-4 of 5 CITY OF PEARLAND SITE DEMOLITION C Remove poles and metering equipment, if designated for removal on the Plans. Coordinate electrical removals with the power company, as necessary Verify that power is properly de-energized and disconnected. D Where shown or otherwise required, remove wiring in underground duct systems. Verify function of wiring before disconnecting and removing. Plug ducts which are not to be reused at entry to buildings. E Changes to electrical systems shall conform to applicable codes. 3:05 CLEAN-VP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. B Remove from the site all items contained in or upon the structure not designated for reuse or salvagein accordance with this Section and Section 01562—Waste Material Disposal. C Follow method of disposal as required by regulatory agencies. END OF SECTION 1 I { 04/2008 02220-5 of 5 .f . CITY OF PRARLAND CEMENT STABILIZED SAND Section 02252 CEMENT STABILIZED SAND 1.0 GENERAL 1.01 SECTION INCLUDES A Cement stabilized sand for backfill and bedding. B References to Technical Specifications: 1 Section 01350—Submittals 2. Section 02255-Bedding,Backfill,and Embankment Materials 3 Section 01450—Testing Laboratory Services C Referenced Standards. 1 American Society for Testing and Materials(ASTM) , a. ASTM D 558, "Standard Test Methods for Moisture-Density (Unit Weight)Relations of Soil-Cement Mixtures" b. ASTM D 1632, "Practice for Making and Curing Soil-Cement Compression and Flexure Test Specimens in the Laboratory" c. ASTM D 1633, "Standard Test Method for Compressive Strength of Molded Soil-Cement Cylinders" d. ASTM C 150,"Standard Specification for Portland Cement" ) e. ASTM C 33,"Standard Specification for Concrete Aggregates" I f. ASTM D 2487, "Standard Classification of Soils for'Engineering Purposes(Unified Soil Classification System)" g. ASTM C 142, "Standard Test Method for Clay Lumps and Friable Particles in Aggregates" h. ASTM C 123, "Standard Test Method for Lightweight Particles in Aggregate" i. ASTM C 40, "Standard Test Method for Organic Impurities in Fine Aggregates for Concrete" j. ASTM C 4318, "Standard Test Methods for Liquid Limit, Plastic Limit,and Plasticity Index of Soils" k. ASTM C 94,"Standard Specification for Ready-Mixed Concrete" 1. ASTM C 31,"Standard Practice for Making and Curing Concrete Test Specimens in the Field" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as an Extra Item, no separate payment will be made for cement stabilized sand under this Section. Include cost in Bid Items for applicable utility or structure installation. B If use of cement stabilized sand is allowed, based on the Engineer's direction, and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be on a per ton basis. A conversion between 'volumes calculated based on theoretical limits and total weight will be made based on a ratio of 1:64 tons per cubic yard. 07/2007 02252-1 of 5 CITY OF PEARLAND . CEMENT STABILIZED SAND 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit material qualification and design mix tests to.include: 1 Three series of tests of sand or fine aggregate material from the proposed source. Tests shall include procedures defined in this Section, 2.01 "Materials". 2. Three moisture-density relationship tests prepared using the material qualified by the tests in this Section, 1.03B 1 Blends of fine aggregate from crushed concrete and bank run sand shall be tested at the ratio to be used for the design mix testing. 3. Design mix report to meet the specifications of this Section, 1.04 "Design Requirements" The design mix shall include compressive strength tests after 48-hours and 7 days curing. 1.04 DESIGN REQUIREMENTS A Design sand-cement mixture to produce a minimum unconfined compressive strength of 100 pounds per square inch in 48 hours when compacted to 95 percent in accordance with ASTM D 558 and when cured in accordance with ASTM D 1632,and tested in accordance with ASTM D 1633 Mix for general use shall contain a minimum of 1-1/2'sacks of cement per cubic yard. Compact mix with a moisture content on the dry side of optimum. 2.0 PRODUCTS 2.01 MATERIALS A Cement shall be Type 1 Portland cement conforming to ASTM C 150. B Sand shall be clean, durable, and meet grading requirements for fine aggregates of ASTM C 33 and the following requirements: 1 Classified as SW,SP or SM by the United Soil Classification System of ASTM D 2487 2. Deleterious material content: a. Clay lumps shall comprise less than 0.5 percent by ASTM C 142. b. Lightweight pieces shall comprise less than 5.0 percent by ASTM C 123 c. Organic impurities shall produce color no darker than the standard color by ASTM C 40 ASTM. 3. Plasticity index of 4 or less when tested in accordance with ASTM D 4318. C Fine aggregate,manufactured from crushed concrete meeting the quality requirements for crushed rock material in Section 02255 - Bedding, Backfill, and Embankment Materials, may be used as a complete or partial substitute for Bank Sand. The blending ratio of fine aggregate from crushed concrete and Bank Sand shall be defined in the mix design report. 07/2007 02252-2 of 5 CITY OF PEARLAND CEMENT STABILIZED SAND D Water shall be potable,free of oils,acids,alkalies,organic matter,or other deleterious substances,meeting requirements of ASTM C 94 2.02 MIXING MATERIALS A Thoroughly mix sand, cement and water in proportions of the mix design using a pugmill-type mixer. The plant shall be equipped with automatic weight controls to ensure correct mix proportions. B Stamp batch ticket at plant with time of loading directly after mixing. Material not placed and compacted within 4 hours after mixing shall be rejected. 3.0 EXECUTION 3.01 PLACEMENT AND COMPACTION A Place sand-cement mixture in 8-inch-thick loose lifts and compact to 95 percent of ASTM D 558, unless otherwise specified on Plans. The moisture content during compaction shall be on the dry side of optimum but sufficient for hydration. Perform and complete compaction of sand-cement mixture within 4 hours after addition of water to mix at the plant. B Do not place or compact sand-cement mixture in standing or free water 3.02 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B Mixing plant inspections will be performed periodically Material samples will be obtained and tested in accordance with this Section, 2.01 "Materials", if there is evidence of change in material characteristic. C One sample of cement stabilized sand shall be obtained for each 150 tons of material placed per day with no less than one sample per day of production.Random samples of delivered cement stabilized sand shall be taken in the field at point of delivery in accordance with ASTM 3665 Obtain three individual samples of approximately 12 to 15 lb each from the first,middle,and last third of the truck and composite them into one sample for test purpose. D Prepare and mold four specimens (for each sample obtained) in accordance with ASTM D558,Method A,without adjusting moisture content.Samples will be molded at approximately same time material is being used,but no later than 4 hours after water is added to mix. E After molding,specimens will be removed from molds and cured in accordance with ASTM D 1632. • 07/2007 02252-3 of 5 CITY OF PEARLAND CEMENT STABILIZED SAND F Specimens will be tested for compressive strength in accordance with ASTM D 1633, Method A.Two specimens will be tested at 48 hours plus or minus 2 hours and two specimens will be tested at 7 days plus or minus 4 hours. G A strength test will be average of strengths of two specimens molded from same sample of material and tested at same age.Average daily strength will be average of strengths of all specimens molded during one day's production and tested at same age. H Precision and Bias: Test results shall meet recommended guideline for precision in ASTM D 1633 Section 9 I Reporting:Test reports shall contain,as a minimum,the following information: 1 Supplier and plant number 2. Time material was batched 3 Time material was sampled 4 Test age(exact hours) 5 Average 48-hour strength .6. Average 7-day strength 7 Specification section number 8. Indication of compliance/non-compliance 9 Mixture identification 10. Truck and ticket numbers 11 The time of molding 12. Moisture content at time of molding 13. Required strength 14- Test method designations 15 Compressive strength data as required by ASTM D 1633 16. Supplier mixture identification 17. Specimen diameter and height,in. 18. Specimen cross-sectional area,sq in. J The cement content will be checked on samples obtained in'the field whenever there are apparent changes in the mix properties. 3.03 ACCEPTANCE A Strength level of material will be considered satisfactory if: 1 The average 48-hour strength is greater than 100 psi with no individual strength test below 70 psi. 2. All7-day individual strength tests(average of two specimens)are greater than or equal to100 psi. B Material will be considered deficient when 7-day individual strength test(average of two specimens) is less than 100 psi but greater than 70 psi. See Paragraph 3.04 Adjustment for Deficient Strength. C The material will be considered unacceptable and subject to removal and replacement at Contractors expense when individual strength test(average of two specimens)has 7- day strength less than 70 psi 07/2007 02252-4 of 5 CITY OF PEARLAND CEMENT_.STABILIZED SAND When moving average of three daily 48-hour averages falls below 100 psi,discontinue shipment to project until plant is capable of producing material,which exceeds 100 psi at 48 hours.Five 48-hour strength tests shall be made in this determination with no individual strength tests less than 100 psi. E Testing laboratory shall notify Contractor,Project Manager,and material supplier by facsimile of tests indicating,results falling below specified strength requirements within 24 hours. F If any strength test of laboratory cured specimens falls below the specified strength, Contractor may, at his own expense, request test of cores drilled from the area in question in accordance with ASTM C42.In such cases,three(3)cores shall be taken for each strength test that falls below the values given in 3.03.A. G Cement stabilized sand in an area represented by core tests shall be considered satisfactory if the average of three(3)cores is equal to at least 100 psi and if no single core is less that 70 psi.Additional testing of cores extracted from locations represented by erratic core strength results will be permitted. 3.04 ADJUSTMENT FOR DEFICIENT STRENGTH A When mixture produces 7-day compressive strength greater than or equal to 100 psi, then material will be considered satisfactory and bid price will be paid in full. B When mixture produces 7-day compressive strength less than 100 psi and greater than or equal to 70 psi,material shall be accepted contingent on credit in payment Compute credit by the following formula: Credit per Cubic Yard=$30.00 x 2(100 psi-Actual psi) 100 C When mixture produces 7-day compressive strength less than 70 pounds per square inch,then remove and replace cement-sand mixture and paving and other necessary work at no cost to City END OF SECTION 07/2007 02252-5 of 5 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS Section 02255 BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 1.0 GENERAL 1.01 SECTION INCLUDES A A reference source for materials used as embedment, backfill, back-dressing, and embankment,specified elsewhere in the Technical Specifications,and their associated material qualification testing requirements. B Source qualifications and handling of these materials. C Material use and application is specified on the Plans or in individual Technical Specifications referencing materials either by Material Classification or by Product Description. D References to Technical Specifications: 1 Section 03300—Cast-in-Place Concrete 2. Section 02910—Topsoil 3 Section 02252—Cement Stabilized Sand E Referenced Standards: 1 American Society for Testing and Materials (ASTM) a. ASTM D 2487, "Standard Classification of Soils for Engineering Purposes(Unified Soil Classification System)" b. ASTM C 142, "Standard Test Method for Clay Lumps and Friable Particles in Aggregates" c. ASTM C 123, "Standard Test Method for Lightweight Particles in Aggregate" d. ASTM C 40, "Standard Test Method for Organic Impurities in Fine Aggregates for Concrete" e. ASTM C 4318, "Standard Test Methods for Liquid Limit, Plastic Limit,and Plasticity Index of Soils" f. ASTM D 1140, "Standard Test Methods for Amount of Material in Soils Finer the No.200(70-urn)Sieve" g. ASTM C 33,"Standard Specification for Concrete Aggregates" h. ASTM C 136,"Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates" i. ASTM C 131,"Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine" 07/2007 02255-1 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANK ENT MATERIALS ' 2.0 PRODUCTS 2.01 MATERIAL CLASSIFICATIONS A Materials shall be classified for the purpose of quality control in accordance with the Unified Soil Classification Symbols as defined in ASTM D 2487 1 Class I. Well-graded gravels and sands,gravel-sand mixtures,crushed well- graded rock,little or no fines(GW,SW): a. Plasticity index. non-plastic. b. Gradation. D&Dio-greater than 4 percent;amount passing No.200 sieve-less than or equal to 5 percent. 2. Class II. Poorly graded gravels and sands, silty gravels and sands, little to moderate tines: a. Plasticity index. non-plastic to 4 b. Gradations: Gradation (GP,SP): amount passing No. 200 sieve- less than 5 percent. Gradation(GM,SM); amount passing No.200 sieve-between 12 percent and 50 percent. c. Borderline gradations with dual classifications(e.g.,SP-SM):amount passing No.200 sieve-between 5 percent and 12 percent. 3. Class III: Clayey gravels and sands,poorly graded mixtures of gravel, sand, silt,and clay(GC,SC,and dual classifications,e.g.,SP-SC): a. Plasticity index: greater than 7 b. Gradation. amount passing'No.200 sieve-between 12 percent and 50 percent. 4 Class NA. Lean clays(CL). a. Plasticity Indexes: Plasticity index. greater than 7,and above A line. Borderline plasticity with dual classifications (CL-ML): PI between 4 and 7 b. Liquid limit: less than 50. c. Gradation. amount passing No.200 sieve-greater than 50 percent. d. Inorganic. 5 Class IVB. Fat clays(CH) a. Plasticity index. above A line. b. Liquid limit: 50 or greater. c. Gradation: amount passing No. 200 sieve-greater than 50 percent. d. Inorganic. B Use soils with dual class designation according to ASTM D 2487,and which are not defined above,according to the more restrictive class. ,2.02 PRODUCT DESCRIPTIONS A Unsuitable Material. Unsuitable soil materials are the following: 07/2007 02255-2 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS ' 1 Materials that are classified as ML,CL-ML,MH,PT,OH and OL according to ASTM D 2487 2. Materials that cannot be compacted to the required density due to either gradation,plasticity,or moisture content. 3. Materials.that contain large clods,aggregates,stones greater than 3 inches in any dimension,debris,vegetation,waste or any other deleterious materials. 4 Materials that are contaminated with hydrocarbons or other chemical contaminants. B Suitable Material. Soil materials meeting specification•requirements. Unsuitable soils meeting specification requirements for suitable soils after treatment with,for example, , lithe or cement shall be considered suitable,unless otherwise indicated. C , General Fill. Material that is free of stones greater than'3 inches,free of roots,waste, debris,trash,organic material,unstable material,non-soil matter,hydrocarbon or other contamination,conforming to the following limits for deleterious materials. 1 Clay lumps: Less than 0.5 percent for Class I, and less than 2.0 percent for "Class II,when tested in accordance with ASTM C 142. 2. Lightweight pieces; Less than 5 percent when tested in accordance with ASTM C 123 3 Organic impurities: No color darker than standard color when tested in accordance with ASTM C 40. } D Random Fill.. Soils defined by ASTM D 2487 as Class I,II,III,IV,or fat clay(CH), sand,gravel,or a combination,from excavation or borrow,which can be compacted to form stable embankments,and conforming to: 1 Liquid Limit: 65 maximum,ASTM-D4318. 2. Plasticity Index.0 minimum,45 maximum,ASTM-D4318. 3 Free from trash,vegetation,organic matter,large stones,hard lumps of earth and frozen,corrosive or perishable material. 4 Well broken up, free of clods greater than 6 inches, hard earth, rocks, and stones greater than 2-inch dimension. E Structural Fill. Soils defined by ASTM D 2487 as Class I,II,III,or IV,sand,gravel,or a combination, from excavation or borrow, which can be compacted to form stable embankments and fills conforming to: 1 Liquid Limit:45 maximum,ASTM D 4318. 2. Plasticity Index. 12 minimum,20 maximum,ASTM D 4318. 3 Free from trash,vegetation,organic matter,large stones,hard lumps of earth and frozen,corrosive or perishable material. 4 Well broken up, free of clods greater than 6 inches, hard earth, rocks, and stones greater than 2-inch dimension. F Select Fill. Class III clayey gravel or sand or Class IV lean clay or clayey soils treated with lime or cement,and conforming to: 07/2007 02255-3 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 1 Plasticity Index:7 minimum,20 maximum,ASTM D 4318. 2. Free from trash,vegetation, organic matter,large stones,hard lumps of earth and frozen,corrosive or perishable material. 3 Well broken up, free of clods greater than 6 inches, hard earth, rocks, and stones greater than 2-inch dimension. G Concrete Fill. Conform to requirements for Class B concrete as specified in Section 03300-Cast-in-Place Concrete. H Topsoil. Conform to requirements specified in Section 02910-Topsoil. Bank Sand; Durable Bank Sand classified as SP, SW, or SM by the Unified Soil Classification System(ASTM D 2487)meeting the following requirements: 1 Less than 15 percent passing the number 200 sieve when tested in accordance with ASTM D 1140. The amount of clay lumps or balls not exceeding 2 percent. 2. Material passing the number 40'sieve shall meet the following requirements when.tested in accordance with ASTM D 4318. ' a. Liquid limit: not exceeding 25 percent. b. Plasticity index: not exceeding 7 J Cement Stabilized Sand. Conform to requirements of Section 02252 - Cement Stabilized Sand. K Concrete Sand. Natural sand, manufactured sand, or a combination of natural and manufactured sand conforming to the requirements of ASTM C 33 and graded within the following limits when tested in accordance with ASTM C 136: SIEVE PERCENTPASSING 3/8" 100 No.4 95 to 100 • No. 8 80 to 1.00 No. 16 50 to 85 No.30 25 to 60 No.50 10 to 30 No. 100 2 to 10 L Gem Sand. Sand conforming to the requirements of ASTM C 33 for course aggregates specified for number 8 size and graded within the following limits when tested in accordance with ASTM C 136: SIEVE PERCENT PASSING 3/8" 95 to 100 No.4 60 to 80 No. 8 15 to 40 07/2007 x 02255-4 of 7 CITY OF PEARIrAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS M Pea Gravel. Durable particles composed of small,smooth,rounded stones or pebbles and graded within the following limits when tested in accordance with ASTM C 136: SIEVE PERCENT PASSING 1/2" 100 3/8" . 85 to 100 No. 4 10 to 30 No. 8 0 to 10 No. 16. 0 to 5 N Crushed Aggregates.Crushed aggregates consist of durable:particles obtained from an approved source and meeting the following requirements: 1 Materials of one product delivered for the same construction activity from a single source. 2. Non-plastic fines. 3 Los Angeles Abrasion Test wear not exceeding 45 percent when tested in accordance with ASTM C 131 4 Crushed aggregate shall have a minimum of 90 percent of the particles retained on the No.4 sieve with 2 or more crushed faces as determined by TxDOT Tex- 460-A,Part I. 5 Crushed stone: Produced from oversize plant processed stone or gravel,sized 'by crushing to predominantly angular particles from a naturally occurring single source. Uncrushed gravel are not acceptable materials for embedment where crushed stone is shown on the applicable utility embedment drawing details. 6. Crushed Concrete: Crushed concrete is an acceptable substitute for crushed stone as utility backfill. Gradation and quality control test requirements are the same as crushed stone. Provide crushed concrete produced from normal weight concrete of uniform quality; containing particles of aggregate and cement material,free from other substances such as asphalt,reinforcing steel fragments,soil,waste gypsum(calcium sulfate),or debris. 7 Gradations,as determined in accordance with TxDOT Tex-110-E. PERCENT PASSING BY WEIGHT FOR PIPE SIEVE EMBEDMENT.BY RANGES OF NOMINAL PIPES SIZES >15" 15" -8" <8" 1" 95 -,100 100 - 3/4" 60- 90 90— 1.00 100 1/2" 25 60 - 90— 100 3/8" - 20—55 40- 70 No.4 0 - 5 0— 10 0 - 15 No. 8 - 0- 5 4 0. - 5 07/2007 02255-5 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 3.0 EXECUTION 3.01 SOURCE QUALIFICATIONS FOR BORROW MATERIAL A Use of material encountered in excavations is acceptable, provided applicable requirements are satisfied. If excavation material is not acceptable;provide from other approved source. B Identify off-site sources for materials at least 14 days ahead of intended use so that the Engineer may obtain samples for verification testing. C Obtain approval for each material source by the Engineer before delivery is started. If sources previously approved,do not produce uniform and satisfactory products,furnish materials from other approved sources., Materials may be subjected to inspection or additional verification testing after delivery Materials which do not meet the requirements will be rejected. Do not use material which,after approval,has become unsuitable for use due to segregation, mixing with other materials, or by contamination. Once a material is approved by the Engineer, a Change Order is required to change to.a different material. D Bank sand, select fill, and random fill,if available in the project excavation,may be obtained by selective excavation and acceptance testing. Obtain additional quantities of these materials and other materials required to complete the Work from off-site sources. E The Owner does not represent or guarantee that any soil found in the excavation work will be suitable and acceptable as backfill material. 3.02 MATERIAL HANDLING A When material is obtained from either a commercial or non-commercial borrow pit, open the pit to expose the vertical faces of the various strata for identification and selection of approved material to be used. Excavate the selected material by vertical cuts extending through the exposed strata to achieve uniformity in the product. B Establish temporary stockpile locations'for practical material handling and control,and verification testing by the Engineer in advance of final placement. Obtain approval from landowner for storage of backfill material on adjacent private property C When stockpiling material near the Project Site,use appropriate,methods to eliminate blowing of materials into adjacent areas and prevent runoff containing sediments from entering the drainage system. D Place material suitable for backfilling in stockpiles at a distance from the trench to prevent.slities or cave-ins. Do not place stockpiles of excavated materials on public streets. 07/2007 02255-6 of 7 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS E Place stockpiles in layers to avoid segregation of processed materials. Load material by making successive vertical cuts through entire depth of,stockpile. END OF SECTION r f; i 1 07/2007 02255-7 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS , Section 02316 EXCAVATION AND BACKFILL FOR ROADWAYS 1.0 GENERAL 1.01 SECTION INCLUDES A Excavation of materials for roadways. B Excavation of materials for roadside ditches. C References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 0135Q—Submittals 3 Section 01760_Project Record Documents 4 Section 01450—Testing Laboratory Services 5 Section 01500—Temporary Facilities and Controls 6. Section 02255—Bedding,Backfill and Embankment Material 7 Section 01570—Trench Safety Systems 8. Section 01564—Control of Ground Water and Surface Water 9 Section 01720—Field Surveying 10. Section 02220—Site Demolition 11 Section 02200—Site Preparation 12. Section 02330—Embankment 13 Section 01140—Contractor's Use of Premises D Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" b. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in place by the Sand-Cone Method" c. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods(Shallow Depth)" d. ASTM D 3017,"Standard Test Method forWater Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 1.02 MEASUREMENT AND PAYMENT A Measurement Shall be by the cubic yard measured in place. B Payment includes control of ground water and surface water,trench safety systems, removal of existing pavements and structures,repair and maintenance of excavated or backfilled areas, and other measures specified in this Section and not included in payment elsewhere. C Refer to Section 01200—Measurement and Payment Procedures. 04/2008 02316-1 of 4 CITY.OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit product quality,material sources,and field quality information in accordance with this Section. C Submit field,red lines documenting location of roadway excavation as installed, referenced to survey Control Points,under the provisions of Section 01760—Project Record Documents, 1.04C. Include location of utilities and structures encountered or rerouted.Give horizontal dimensions,elevations,inverts and gradients. 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450—Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall provide materials used as embedment,backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 — Bedding, Backfill and Embankment Material. 3.0 EXECUTION 3.01 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570—Trench Safety Systems. B Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 — Control of Ground Water and Surface Water C Identify required lines, levels, and datum. Coordinate with Section 01720—Field Surveying. D Identify existing structures and utilities above and below grade. Stake and flag their location. 04/2008 02316-2 of 4 CITY OF PEARLANI) • EXCAVATION.AND BACKFILL FOR ROADWAYS E Remove existing pavements and structures, including sidewalks and driveways;in conformance with requirements of Section 02220—Site Demolition,as applicable. F Area shall be cleared and grubbed under the provisions of Section 02200 - Site Preparation prior to excavation. G Strip and stockpile topsoil under the provisions of Section 02200—Site Preparation. H Upon discovery of unknown or badly deteriorated utilities,or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 3.02 EXCAVATION A Excavate to lines and,grades shown on Plans. B Areas of unsuitable material shall be removed,backfilled with embankment materials, and,compacted under the provisions of Section 02330—Embankment. C At intersections,grade back at minimum slope of one inch per foot. Produce a smooth riding junction with intersecting street. Maintain proper drainage. D Fill over-excavated areas in accordance with requirements of Section 02330 Embankment at no cost to the Owner 3.03 COMPACTION REQUIREMENTS A Maintain moisture content of embankment materials to attain required compaction density B Compact to minimum densities shown on the Plans a moisture content of optimum to 3 percent above optimum as determined by ASTM D 698. 3.04 TOLERANCES A Top of compacted surface:Plus or minus 1/2 inch in cross section,or in 16 foot length. 3.05 FIELD QUALITY CONTROL A Compaction Testing will be performed in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 under provisions of Section 01450 —Testing Laboratory Services. B Three or more tests,at Engineer's/Owner's option,will be taken for each 1,000 linear feet per lane Of roadway or 500 square yards of embankment per lift. C If tests indicate work does not meet specified compaction requirements,recondition, re-compact, and retest at Contractor's expense. 1 04/2008 02316-3 of 4 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 3.06 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140-Contractor's Use of Premises. B In unpaved areas, grade surface as a'uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 3.07 PROTECTION OF THE WORK A Maintain excavation and embankment areas until start of subsequent work. Repair and re-compact slides,washouts,settlements,or areas with loss of density at no cost to the Owner B Prevent erosion at all times. Maintain ditches and cut temporary swales to allow natural drainage in order to avoid damage to roadway Do not allow water to pond in excavations. C Distribute construction traffic evenly over compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION 04/2008 02316-4 of 4 CITY OF PEARLAND EXCAVATION AND BACI 'ILL FOR STRUCTURES Section 02317 EXCAVATION AND BACKFILL FOR STRUCTURES 1.0 GENERAL 1.01 SECTION INCLUDES A Excavation,backfilling,and compaction of backfill for structures. B References to:Technical Specifications: 1 Section 01200—Measurement and Payment Procedure's 2. Section 01350-Submittals 3 Section 01760—Project Record Documents 4 Section 01450-Testing Laboratory Services 5 Section 01$00—Temporary Facilities and Controls 6. Section 02255—Bedding,Backfill,and Embankment Materials 7 Section 01570-Trench Safety System '8. Section 01564-Control of Ground Water and Surface Water Section 02220-Site Demolition 10. Section 02200—Site Preparation 11 Section 02252-Cement Stabilized Sand 12. Section 01562-Waste Material Disposal C Referenced Standards. 1 American Society for Testing and Materials(ASTM) a. ASTM D 698,."Standard Test Methods for Laboratory Compaction Characteristics.of Soil Using Standard Effort" b. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit,and Plasticity Index of Soils" c. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" d. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods(Shallow Depth)" •e. ASTM D 3017,"Standard Test Method for Water Content of Soil and Rock in Place by NuclearMethods(Shallow Depth)" 2. Occupational Safety and Health Administration(OSHA) 3 Texas Department of Transportation(TxDOT) a. Tex-101-E,Preparing Soil and Flexible Base Materials for Testing b. Tex-110-E,Particle Size Analysis of Soils D Definitions. 1 Backfill - material meeting specified quality requirements, placed and compacted under controlled conditions around pavements, structures and utilities. 07/2006 02317-1 of 7 CITY OF PEARL-AND EXCAVATION AND BACICIFILL FOR STRUCTURES 2. Foundation Backfill-natural soil or manufactured aggregate meeting Class I requirements and Geotextile fabrics as required to control drainage and material separation placed and compacted where needed to provide stable support for the structure foundation base. Foundation backfill may include crushed aggregate with filter fabric as required, cement stabilized sand, or concrete seal slab. 3. Foundation Base - provides a smooth, level working surface for the construction of the concrete foundation. 4 Foundation Subgrade-the surface of the natural soil which has been excavated and prepared to support the foundation base or foundation backfill, where needed. 5. Over-Excavation - excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below the foundation as shown on the Plans. 1.02 MEASUREMENT AND PAYMENT UNIT PRICES A Unless indicated as a Bid Item,no separate payment will be made for Excavation and Backfill for Structures under this Section. Include cost in Bid Items for construction of structures. B If Excavation and Backfill for Structures is included as a Bid Item,measurement will be based on the Units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under The provisions of Section 01350— Submittals. B Submit for each structure a work plan for excavation and backfill with a complete written description which identifies details of the proposed method of construction and the sequence of operations for construction relative to excavation and backfill activities. The descriptions, with supporting illustrations, shall be sufficiently detailed to demonstrate to the Engineer that the procedures meet the requirements of the Plans and Technical Specifications. C Submit product quality,material sources,and field quality information in accordance with this Section. D Submit field red lines documenting location of structures as installed,referenced to survey Control Points, under the provisions of Section 01760 — Project Record Documents, 1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions,elevations,inverts and gradients. 07/2006 02317-2 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450-Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500-Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall provide materials used as embedment,backfill,back-dressing,and embankment identified on the Plans in accordance with Section 02255—Bedding, Backfill and Embankment Material. 2.02 EQUIPMENT A Perform excavation with equipment suitable for achieving the requirements of this Section. B Use equipment,which will prqduce the degree of compaction specified. Backfill within 3 feet of walls shall be compacted with hand operated equipment. Do not use equipment weighing more than 10,000 pounds closer to walls than a horizontal distance equal to the depth of the fill at that time. Use hand operated power compaction equipment where use of heavier equipment is impractical or restricted due to weight limitations. 3.0 EXECUTION 3.01 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570-Trench Safety Systems. B Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 - Control of Ground Water and Surface Water C Remove existing pavements and structures,including sidewalks and driveways,in accordance with requirements of Section 02220-Site Demolition,as applicable. D Area shall be cleared and grubbed under the provisions of Section 02200 - Site Preparation prior to excavation. 07/2006 02317-3 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR.STRUCTURES E Strip and stockpile topsoil under the provisions of Section 02200-Site Preparation F Upon discovery of unknown utilities,badly deteriorated utilities not designated for removal, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 3.02 EXCAVATION A Perform excavation work so that the underground structure can be installed to depths and alignments shown on Plans Drawings. Use caution during excavation Work to avoid disturbing surrounding ground and existing facilities and improvements. Keep excavation to the absolute minimum necessary No additional payment will be made for excess excavation not authorized by Engineer B Avoid settlement of surrounding soil due to equipment operations, excavation procedures, vibration,dewatering,or other construction methods. C Prevent voids from forming outside of sheeting. Immediately fill voids with grout, concrete°fill,cement stabilized sand,or other material approved by Engineer. D After completion of the structure, remove sheeting, shoring, and bracing unless Engineer has approved in writing that such temporary structures may remain. Remove sheeting,shoring,and bracing in such a manner as to maintain safety during backfilling operations and'to prevent damage to the Work and adjacent structures or improvements. E Immediately fill and compact voids left or caused by removal of sheeting with cement stabilized sand pr material approved by Engineer. 3.03 DEWATERING A Maintain ground water control as directed by Section 01564.- Control of Ground Water and Surface Water arid until the structure is sufficiently complete to provide the required weight to resist hydrostatic uplift with a minimum safety factor of 1.2. B Maintain the ground water surface a minimum of two feet below the bottom of the foundation base. 3.04 FOUNDATION EXCAVATION A Notify Engineer at least 48 hours prior to planned completion of foundation, excavations. Do not place the foundation base until the excavation is accepted by the Engineer. B Excavate to elevations shown on Plans Drawings,as needed to provide space for the foundation base,forming a level undisturbed surface,free of mud or soft material. Remove pockets of soft or otherwise unstable soils and replace with foundation backfill material or a material as directed by the Engineer. Prior to placing material 07/2006 02317-4 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES over it,re-compact the subgrade,scarifying as needed,to 95 percent of the maximum Standard Proctor Density according to ASTM D 698. If the specified level of compaction cannot be achieved, moisture condition the subgrade and re-compact until 95-percent is achieved,over-excavate to provide a minimum layer of 24 inches of foundation backfill material,or other means acceptable to the Engineer. C Fill unauthorized excessive excavation with foundation backfill material or other material as directed by the Engineer D Protect open excavations from rainfall,runoff,freezing,groundwater,or excessive drying so as to maintain foundation subgrade in a satisfactory,undisturbed condition. Keep excavations free of standing water and completely free of water during concrete placement. E Soils which become unsuitable due to inadequate dewatering or other causes,after initial excavation to the required subgrade, shall,be removed and replaced with foundation backfill material, as directed by Engineer, at no additional cost to the .Owner. F Place foundation base, or foundation backfill material where needed, over the subgrade on same day that excavation is completed to final grade. Where base of excavations are left open for longer periods,protect them with a seal slab or cement- stabilized sand. G Where-directed by the Plans.Drawings,all crushed aggregate,and other free draining Class I materials,shall have a Geo-textile filter fabric separating it from native soils or select material backfill. The fabric shall overlap a minimum of 12 inches beyond where another material stops contact with the soil. H Crushed aggregate, and other Class I materials,shall be placed in uniform layers of 8-inch maximum thickness. Compaction shall be by means of at least two passes of a vibratory compactor. 3:05 FOUNDATION BASE A After the subgrade is properly prepared, including the placement of foundation backfill where needed, the foundation base shall be placed. The foundation base shall consist of a 12-inch layer of crushed aggregate or cement stabilized sand. Alternately,a 4-inch minimum seal slab may be placed. The foundation base shall extend a minimum of 12 inches beyond the edge of the structure foundation. B Where the foundation base and foundation backfill are of the same material,both can be placed in one operation. 07/2006 02317-5 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 3.06 BACKFILL A Complete backfill to surface of natural ground or to lines and grades shown on Plans Drawings. Use existing material that qualifies as select material, unless indicated otherwise. Deposit backfill in uniform layers and compact each layer as specified. B Do not place backfill against concrete walls or similar structures until laboratory test breaks indicate that the concrete has reached a minimum of 85 percent of the specified compressive strength. Where walls are supported by slabs or intermediate walls,do not begin.backfill operations until the slab or intermediate walls have been placed and concrete has attained sufficient strength. C Remove concrete forms before starting backfill and remove shoring and bracing as work progresses. D Maintain fill material at no less than 2'percent below and no more than 2 percent above optimum moisture content. Place fill material in uniform 8-inch maximum loose layers. Compaction of fill shall.be to at least 95 percent of the maximum Standard Proctor Density according tO ASTM D 698 under paved areas. Compact to at least 90 percent around structures below unpaved areas. E Where backfill is placed against a sloped excavation surface; run compaction equipment across the boundary of the cut slope and backfill to form a compacted slope surface for placement of the next layer of backfill. F Place backfill using cement stabilized sand in accordance with Section 02252 - Cement Stabilized Sand. 3.07 FIELD QUALITY CONTROL A Tests will be performed initially on minimum of three different samples of each material type for plasticity characteristics,in accordance with ASTM D 4318,and for gradation characteristics, in accordance with TxDOT Tex-101-E and Tex-110-E. Additional classification tests will be,performed whenever there is a noticeable change in material gradation or plasticity B In-place density tests of compacted subgrade and backfill will be performed according to ASTM D 1556, or ASTM D 2922 and ASTM D 3017, and at the following frequencies and conditions: 1 A minimum of one test for every 100 cubic yards of compacted backfill material. 2. A minimum three density tests for each full work shift. 3 Density tests will be performed in all placement areas. 4 The number of tests will be increased if inspection determines that soil types or moisture contents are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density 07/2006 02317-6 of 7 CITY OF PEARLAND EXCAVATION AND BACKFiLL FOR STRUCTURES C At least three tests for moisture-density relationships will be initially performed for each type of backfill material in accordance with ASTM D 698. Additional moisture-density relationship tests will be performed whenever there is a noticeable change in material gradation or plasticity D If tests indicate work does not meet specified compaction requirements,recondition, re-compact,and retest at Contractor's expense. 3.08 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section'0l 140-Contr'actor's Use of Premises. B In unpaved areas,grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 3.09 PROTECTION OF THE WORK A Maintain excavation and embankment areas until start of subsequent work. Repair and re-compact slides,washouts,settlements,or areas with loss of density at no cost to the Owner B Prevent erosion at all times. Do not allow water to pond in excavations. C Distribute construction traffic evenly over compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION 07/2006 02317-7 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES Section 02318 EXCAVATION AND BACKFILL FOR UTILITIES 1.0 GENERAL 1.01 SECTION INCLUDES A Excavation, trenching, foundation, embedment, and backfill for installation of utilities, including manholes and other pipeline structures. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01570—Trench Safety System 4 Section 01564—Control of Ground Water and Surface Water 5 Section.01760—Project Record Documents 6. Section 01450—Testing Laboratory Services 7 Section 01500 .-Temporary Facilities and Controls 8. Section 02255—Bedding, Backfill,and Embankment Materials 9 Section 02370—Geotextile 10. Section 0222Q Site Demolition 11 Section 01140—Contractor's Use of Premises C Referenced Standards: 1 American Society for`'T'esting and°Materials(ASTM) a. ASTM D 2321,,"Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications" b. ASTM D 698, "Standard'Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" c. ASTM D 558, "Standard Test Methods for Moisture-Density (Unit Weight)Relations Of Soil-Cement Mixtures" d. .ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit,and Plasticity Index of Soils" e. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil:in Place by the Sand-Cone Method" f. ASTM D 2922,"Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods(Shallow Depth)" g. ASTM D 3017,"Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods(Shallow Depth)" 2. Texas Department of Transportation(TxDOT) a. Tex-101-E,Preparing Soil and Flexible Base Materials for Testing b. Tex-110-E,Particle Size Analysis of Soils D Definitions: 1 Excavation - Any man-made cut, cavity, trench, or depression in an earth surface,formed by removal of material. 07/2006 02318-1 of 13 CITY OF PEARLAND ' EXCAVATION AND BACKFILL FOR UTILITIES a. Extra Hand Excavation- excavation by manual labor at locations designated by the Engineer,which is not included in other Bid Items. b. Extra Machine Excavation- excavation by machine at locations designated by the Engineer,which is not included in other Bid Items. c. Special Excavation-excavation necessitated by obstruction of pipes, ducts, or other structures, not shown on Plans, which interfere with installation of utility piping by normal methods of excavation or augering. Contractor shall be responsible for locating such underground obstructions,sufficiently in advance of trench excavation or augering,to preclude damage to the obstructions. 2. Pipe Foundation-suitable and stable native soils that are exposed at the trench subgrade after excavation to depth of bottom of the bedding as shown on the Plans, or foundation backfill material placed and compacted in over- excavations. 3. Pipe Bedding-the portion of trench backfill that extends vertically from top of foundation up to a level line at bottom of pipe, and horizontally from one trench sidewall to opposite sidewall. 4 Haunching-the material placed on either side of pipe from top of bedding up to spring-line of pipe and horizontally from one trench sidewall to opposite sidewall. 5 Initial Backfill - the portion of trench backfill that extends vertically from spring-line of pipe(top of haunching)up to a level line 12 inches above top of pipe,and horizontally from one trench sidewall to opposite sidewall. 6. Pipe Embedment _ the portion of trench backfill that consists of bedding, haunching,and initial backfill. 7 Trench Zone-the portion of trench backfill that extends vertically from top of pipe embedment up to pavement subgrade or up to final grade when not beneath pavement. 8. Trench Conditions - description of the stability of trench bottom and trench walls of pipe embedment zone. Maintain trench conditions that provide for effective placement and compaction of embedment material directly on or against undisturbed soils or foundation backfill,except where structural trench support is necessary a. Dry Stable Trench. Stable and substantially dry trench conditions exist in pipe embedment zone'as a result of typically dry soils or achieved by ground water control (dewatering or depressurization) for trenches extending below ground water level. b. Stable Trench with Seepage: Stable trench in which ground water seepage is controlled by excavation drainage. 1) Stable Trench with Seepage in Clayey Soils. Excavation drainage is provided in lieu of or to supplement ground water control systems to control seepage and provide stable trench subgrade in predominately clayey soils prior to bedding placement. 07/2006 02318-2 of 13 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2) Stable Wet Trench in Sandy Soils: Excavation drainage is provided in the embedment zone in combination with ground water control in predominately sandy or silty soils. c. Unstable Trench. Unstable trench conditions exist d in the pipe embedment zone if ground water inflow or high water content causes soil disturbances,such as sloughing,sliding,boiling,heaving or loss of density 9 Sub-trench - a special case of benched excavation. Sub-trench excavation below trench shields or shoring installations may be used to allow placement and compaction of foundation or embedment materials directly against undisturbed soils. Depth of a sub-trench depends upon trench stability and safety as determined by the Contractor. 10. Trench Dam - a placement of low permeability material in pipe embedment zone or foundation to prohibit ground water flow along the trench. 11 Over-Excavation and Backfill - excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below top of foundation as shown on Plans, and backfilled with foundation backfill material. 12. Foundation Backfill Materials - natural soil or manufactured aggregate of controlled gradation, and geo-textile filter fabrics as required, to control drainage and material separation. Foundation backfill material is placed and compacted as backfill to provide stable support for bedding. Foundation } backfill materials may include concrete seal slabs. - 13 Trench Shield(Trench Box)-a portable worker safety structure moved along the trench as work proceeds, used as a Protective System and designed to withstand forces imposed on it by cave-in,thereby protecting persons within the trench. Trench shields may be stacked if so designed or placed in a series depending on depth and length of excavation to be protected. 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for trench excavation, embedment, and backfill under this Section. Include cost in Bid Items for installed underground piping,sewer,conduit,or duct work. B If Special Excavation is allowed, based on the Engineer's direction, and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be on a cubic yard basis, measured in place, without deduction for space occupied by portions of pipes, ducts, or other structures left in place across trenches excavated under this item. 1 Payment for Special Excavation shall include: a. Dewatering and surface water control. b. Protection of pipes, ducts, or other structures encountered including bracing, shoring,and sheeting necessary for support. c. Replacement of pipes, ducts, or structures damaged by special excavation operations, except where payment for replacement is authorized by Engineer due to deteriorated condition of pipes,ducts,or structure. 07/2006 02318-3 of 13 fi CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES d. Temporary disconnecting,plugging,and reconnecting of low volume water pipes,to allow machine excavation or angering,when approved by Engineer Pipe for replacement shall be new and conform to specification requirements for type of existing pipe removed. e. Placement of material from Special Excavation. f. Geo-textile material and concrete trench dams required to complete the placement of material from Special Excavation. g. Re-sodding required for surface restoration-within designated limits of Special.Excavation. h. ,Disposal: of excess' excavated material not suitable for bedding or backfill,or not required for the Work. 2. The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component: a. Trench safety system including sheeting and shoring. b. Utility piping installed in trenches excavated under this item. c. Removal and replacement of associated streets, driveways, and sidewalks. C. If Extra Band Excavation is allowed,based on the Engineer's direction, and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be on a cubic yard basis, measured in place. Payment for Extra Hand Excavation shall include: a. Dewatering and surface water control. b. Disposal of excess excavated material not suitable for bedding or backfill,or not required for the Work. c. Placement of material from Extra Hand Excavation. d. Re-sodding required for surface restoration within designated limits of Extra Hand Excavation. 2. The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component.. a. Trench safety system including sheeting and shoring. b. Removal and replacement of associated streets, driveways, and sidewalks. D If Extra Machine Excavation is allowed,based on the Engineer's direction,and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be on a cubic yard basis, measured in place. 1 Payment for Extra Machine Excavation shall include: a. Dewatering and surface water control. b. Disposal of excess excavated material not suitable for bedding or backfill,or narequired for the Work. c. Placement of material from extra machine excavation. d. Re-sodding required for surface restoration within designated limits of Extra Machine Excavation. 2. The items listed below will not be.included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component: a. Trench safety system including sheeting and shoring, 07/2006 02318-4 of 13 4 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES b. Removal and replacement of associated streets, driveways, and sidewalks. E Refer to Section 01200-Measurement and Payment Procedures. No payment will be made for delays in completion of Work resulting from Extra Item Work. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit a written description for information only of the planned typical method of excavation,backfill placement and compaction,including: 1 Sequence of work and coordination of activities.- 2. Selected trench widths. 3 Procedures for foundation and embedment placement,and.compaction. 4 Procedure for use of trench boxes and other pre-manufactured systems while assuring specified compaction against undisturbed soil. 5. Procedure for installation of Special Shoring at locations identified on the Plans. C Submit product quality,material sources,•and field quality information in accordance with this Section. D Submit field red lines documenting location of Utilities as installed,referenced to survey Control Points,under the provisions of Section 01760—Project Record Documents,1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions,elevations,inverts and gradients. 1,04 TESTING A Testing and analysis of product quality,material sources,or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450—Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 1.06 SPECIAL SHORING DESIGN REQUIREMENTS • A Special Shoring shall be, in accordance with Section 01570 .- Trench Safety System, designed by a Professional Engineer, licensed by the State of Texas, At Contractor's expense. B Special Shoring shall be designed to provide support for the sides of the excavations, including soils and'hydrostatic.ground water pressures as applicable,and to prevent ground 07/2006 02318'-5 of.13 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES movements affecting adjacent installations or improvements Such as structures,pavements and utilities. C Special Shoring may be a pre-manufactured'system or a field fabricated system that meets the requirements of the Work. 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall' provide materials used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255—Bedding,Backfill and Embankment Material. B Manufactured materials, such as crushed concrete, may be substituted for natural soil or rock products where indicated in the product specification,and approved by the Engineer, provided that the physical property criteria are determined to be satisfactory by testing. C Geotextile(Filter Fabric): Conform to requirements of Section 02370-Geotextile. D Concrete for Trench Dams: Concrete backfill or 3 sack premixed(bag)concrete. E Timber Shoring Left in Place: Untreated oak. 2.02, EQUIPMENT A Perform excavation with track mounted excavator or other equipment suitable for achieving the requirements of this Section. B Use only hand-operated tamping equipment until a minimum cover of 12 inches is obtained over pipes,conduits, and ducts. Do not use heavy compacting equipment until-adequate cover is attained to prevent damage to pipes,conduits,or ducts. C Use trench shields or other Protective Systems or Shoring Systems which are designed and operated'to achieve placement and compaction of backfill directly against undisturbed native soil. D Use Special Shoring systems where required which may consist of braced sheeting,braced soldier piles and lagging,slide rail systems,or other systems meeting the Special Shoring design requirements. 3,0 EXECUTION 3.01 PREPARATION A Employ a Trench Safety Program as specified in Section 01570—Trench Safety Systems. B Install and operate necessary dewatering and surface water control measures conform to Section 01564—Control of Ground Water and Surface Water. 07/2006. 02318-6 of 13 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES C Remove existing pavements and structures,including sidewalks and driveways,to conform with requirements of Section 02220—Site Demolition, as applicable. D Area shall be cleared and grubbed under the provisions of Section 02200—Site Preparation prior to excavation. E , Strip and stockpile topsoil under the provisions of Section 02200—Site Preparation F Schedule work so that pipe embedment can be completed on the same day that acceptable foundation has been achieved for each section of pipe installation, manhole, or other structures. 3.02 EXCAVATION A Except as otherwise specified or shown on the Plans,install underground utilities in open cut trenches with vertical sides. B Perform excavation work so that pipe, conduit, and ducts can be installed to depths and alignments shown on the Plans. Avoid disturbing surrounding ground and existing facilities and improvements. C Determine trench excavation widths using the following schedule as related to pipe outside diameter (O.D). Maximum trench width shall be the minimum trench width plus 24 inches. NOMINAL MINIMUM TRENCH PIPE SIZE,INCHES WIDTH,INCHES Less than 18 O.D.+ 18 18to30' O.D +24 Greater than 30 O.D.+36 D Use sufficient trench width or benches above the embedment zone for installation of well point headers or manifolds and pumps where depth of trench makes.it uneconomical or impractical to pump from the surface elevation. Provide sufficient space between shoring cross braces to permit equipment operations and handling of forms,pipe,embedment and backf ll,and other materials. E Upowdiscovery of unknown utilities,badly deteriorated utilities not designated for removal, or concealed conditions,discontinue work at that location. Notify the Engineer and obtain instructions before proceeding. F Shoring of Trench Walls. 1 Install Special Shoring in advance of trench excavation or simultaneously with the trench excavation, so that the soils within the full height of the trench excavation walls will remain fully laterally supported at all times. 07/2006 02318-7 of 13 b ' CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2. For all types of shoring, support trench walls in the pipe embedment zone throughout the installation.Provide trench wall supports sufficiently tight to prevent washing the trench wall soil out from behind the trench wall support. 3 Unless otherwise directed by the Engineer,leave sheeting driven into or below the pipe embedment zone in place to preclude loss of support of foundation and embedment materials. Leave rangers,walers,and braces in place as long as required to support sheeting,'which has been cut off,and the trench wall in the vicinity of the pipe zone. 4 Employ special methods for maintaining the integrity of embedment or .foundation.material. Before moving supports,place and compact embedment to sufficient depths to provide protection of pipe and stability of trench walls. As supports are moved,finish placing and compacting embedment. 5 If sheeting or other shoring is used below top of the pipe embedment zone,do not disturb pipe foundation and embedment materials by subsequent removal. Maximum thickness of removable sheeting extending into the embedment zone 1 inch. Fill voids left on removal of supports with compacted backfill material. •6 Use of Trench Shields. When a trench shield(trench box)is used as a worker safety device, the following requirements apply 1 Make trench excavations of sufficient width to allow shield to be lifted or pulled freely,without damage to the trench sidewalls. 2. Move trench shields so that pipe, and backfill materials,after placement and compaction, are not damaged nor disturbed, nor the degree of compaction reduced. 3. When required; place, spread, and compact pipe 'foundation and bedding materials beneath the shield. For backfill above bedding,move the shield as backfill is placed and ramped in. Place and compact backfill materials against undisturbed trench walls and foundation. 4 Maintain trench shield in position to allow sampling and testing to be performed in a safe manner. 3.03 TRENCH FOUNDATION A Excavate bottom of trench to uniform grade to achieve stable trench conditions and satisfactory compaction of foundation or bedding materials. B Place trench dams in Class Ifoundations in line segments longer than 100 feet between manholes,and not less than one in every 500,feet of pipe placed. Install additional dams as needed to achieve workable construction conditions, Do not place trench dams closer than 5 feet from manholes. 3.04 PIPE EMBEDMENT PLACEMENT AND COMPACTION A Immediately prior to placement of embedment materials, the bottoms and sidewalls of trenches shall be free of loose,sloughing,caving,or otherwise unsuitable soil. 07/2006 02318-8 of 13 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES B Place Geotextile, if specified, to prevent particle migration from the in-situ into open- graded(Class I)embedment materials or drainage layers. C Place embedment including bedding,haunching and initial backfill to meet requirements indicated on Plans. PVC&HDPE require cement stabilized sand bedding and backfill to one foot below subgrade or below grade if under pavement,or one foot above top of pipe if not under pavement. D For pipe installation, manually spread embedment materials around the pipe to provide uniform bearing and side support when compacted. Do not allow materials to free-fall from heights greater.than 24 inches above top of pipe. Perform placement and compaction directly against the undisturbed soils in the trench sidewalls,or against sheeting which is to remain in place. { E Do not place trench shields or shoring within height of the embedment zone unless means to maintain the density of compacted embedment material are used. If moveable supports are used in embedment zone, lift the supports incrementally to allow placement and compaction of the material against undisturbed soil. F Do not damage coatings or wrappings of pipes during backfilling and compacting operations. When embedding coated or wrapped pipes,do not use crushed stone or other sharp,angular aggregates. G Place haunching material manually around the pipe and compact it to provide uniform bearing and side support. If necessary,hold small-diameter or lightweight pipe in place during compaction of haunch areas and placement beside the pipe with sand bags or other suitable means. H Place electrical conduit directly on foundation without bedding. Shovel pipe embedment material in place and compact it using pneumatic tampers in restricted spaces, and vibratory-plate compactors or engine-powered jumping jacks in unrestricted spaces. Compact each lift before proceeding with placement of the next lift. 1 Class I embedment materials. a. Maximum 6-inches compacted,lift thickness. b. Systematic compaction by at least two passes of vibrating equipment. Increase compaction effort as necessary to effectively embed the pipe to meet the deflection test criteria. c. Moisture content as determined by Contractor for effective compaction without softening the soil of trench bottom,foundation or trench walls. 2. Class II embedment and cement stabilized sand. a. Maximum 6-inches compacted thickness. b. Compaction by methods determined by Contractor to achieve a minimum of 95 percent of the maximum dry density as determined according to ASTM D 698 for Class II materials and according to ASTM D 558 for cement stabilized materials. 07/2006 02318-9 of 13 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES c. Moisture content of Class II materials within 3 percent of optimum as determined according to ASTM D 698. Moisture content of cement stabilized sands on the dry side of optimum as determined according to ASTM D 558 but sufficient for effective hydration. J Place trench dams in Class I embedments in line segments longer.than 100 feet between manholes,and not less than one in every 500 feet of pipe placed. Install additional dams as needed to achieve workable construction conditions. Do not place trench dams closer than 5 feet from manholes. 3.05 TRENCH ZONE BACKFILL PLACEMENT AND COMPACTION A Place backfill for pipe or conduits and restore surface as soon as practicable. Leave only the minimum length of trench open as necessary for construction. B Where damage to completed pipe installation work is likely to result from withdrawal of sheeting,leave the sheeting in place. Cut off sheeting 1.5 feet or more above the crown of the pipe. Remove trench supports within 5 feet from the ground surface. C For sewer pipes,use backfill materials described.here as determined by trench limits.As trench zone backfill in paved areas for streets and to one foot back of curbs and pavements, use cement stabilized sand for pipe of nominal sizes less than 36 inches,or Bank Sand for pipe of nominal sizes 36 inches and larger as indicated on the Drawings. Uniformly backfill trenches unless specified otherwise according to the paved area criteria. Use select backfill within one foot below pavement subgrade for rigid pavement. For asphalt concrete, use flexible base material within one foot below pavement subgrade. D For water lines,backfill in trench zone,including auger pits,with Bank Sand,Select Fill,or Random Fill material as specified in this Section. E For trench excavations under pavement,place trench zone backfill in lifts and compact by methods indicated below Fully compact each lift before placement of the next lift. 1 Bank Sand. a. Maximum 9-inches compacted lift thickness. b. Compaction by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 698. c. Moisture content within 3 percent of optimum determined according to ASTM D 698 2. Cement Stabilized Sand. a. Maximum lift thickness determined by Contractor to achieve uniform placement and required compaction,but not exceeding 24 inches. b. Compaction by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 558. c. Moisture content on the dry side of optimum determined according to ASTM D 558 but sufficient for cement hydration. 3 Select Fill. a. Maximum 6-inches compacted thickness. 07/2006 02318-10 of 13 • CITY OF PEARIrAND EXCAVATION AND BACKFILL FOR UTILITIES b. Compaction by equipment providing tamping or kneading impact to a minimum of 95 percent of the maximum dry density determined according to ASTM D 698. c. Moisture content within 2 percent of optimum determined according to ASTM D 698. F For trench excavations outside pavements,a Random Fill of suitable material may be used in the trench zone. 1 Fat clays(CH)may be used as trench zone backfill outside paved areas at the Contractor's option. If the required density is not achieved,the Contractor,at his option and at no additional cost to the Owner,may use lime stabilization to achieve compaction requirements or use a different suitable material, 2. Maximum 9-inch compacted lift thickness for clayey soils and maximum 12- inch lift thickness for granular soils. 3 Compact to a minimum of 90 percent of the maximum dry density determined according to ASTM D 698,or to same density as adjacent soils. 4 Moisture content as necessary to achieve density 3.06 MANHOLES,JUNCTION BOXES AND OTHER PIPELINE STRUCTURES A Meet the requirements of adjoining utility installations for backfill of pipeline structures,as shown on the Plans. 3.07 FIELD QUALITY CONTROL A Quality Control 1 The Engineer may sample and test backfill at: a. Sources including borrow pits, production plants and Contractor's designated off-site stockpiles. b. On-site stockpiles. c. Materials placed,in the Work. 2, The Engineer may resample material at any stage of work or location if changes in characteristics are apparent. B Production Verification.Testing: The Owner's testing laboratory will provide verification testing on backfill materials, as directed by the Engineer Samples may be taken at the source or at the production plant,as applicable. C Provide excavation and Trench Safety Systems at locations and to depths required for testing and retesting during construction. D Tests will be performed on a minimum of three different samples of each material type for plasticity characteristics, in accordance with ASTM D 4318, and for gradation characteristics,in accordance with Tex-101-E and Tex-110-E. Additional classification tests will be performed-whenever there is a noticeable change in material gradation or plasticity 07/2006 02318-11 of 13 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES E At least three tests for moisture-density relationships will be performed initially for backfill materials in accordance with ASTM D 698,and for cement stabilized sand in accordance with ASTM D 558. Additional moisture-density relationship tests will be performed whenever there is a noticeable change in material gradation or plasticity F In-place density tests of compacted pipe foundation,embedment and trench zone backfill soil materials will be performed according to;ASTM D 1556,or ASTM D 2922 and ASTM D 3017, and at the following frequencies and conditions. 1 A minimum of one test for every 20 cubic yards of compacted embedment and for every 50 cubic yards of compacted trench zone backfill material. 2. A minimum of three density tests for each full shift of Work when backfill is placed. 3: Density tests will be distributed among the placement areas. Placement areas are: foundation,bedding,haunching,initial backfill and trench zone. 4 The number of tests will be increased if inspection determines that soil type or moisture content are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density,as specified. 5 Density tests may be performed at various depths below the fill surface by pit excavation. Material in previously placed lifts may therefore be subject to acceptance/rejection. 6. Two verification tests will be performed adjacent to in-place tests showing density less than the acceptance criteria. Placement will be rejected unless both verification tests show acceptable results. 7 Re-compacted placement will be retested at the same frequency as the first test series,including verification tests. G Recondition,re-compact,and retest at Contractor's expense if tests indicate Work does not meet specified compaction requirements. For Cement Stabilized Sand with nonconforming density,core and test for compressive strength at Contractor's expense. H Acceptability of crushed rock compaction will be determined by inspection. 3.08 CLEAN-UP AND RESTORATION A Perform clean-up.and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. 3.09 PROTECTION OF THE WORK A Maintain excavation and embankment areas until start of subsequent work. Repair and re- compact slides,washouts,settlements,or areas with loss of density at no cost to the Owner B: Prevent erosion at all times. Do not allow water to pond in excavations. C Distribute construction traffic evenly over compacted areas, where practical, to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. , 07/2006 02318-12 of 13 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES END OF SECTION M,07/2006 02318-13 of 13 CITY OF PEARLANI? .. . EMBANKMENT Section 02330 EMBANKMENT 1.0 GENERAL { 1.01 SECTION INCLUDES A ' Construction of embankments with excess excavated material and borrow B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01760—Project Record Documents 4 Section 01570—Trench Safety System ' 5 Section 01450—Testing Laboratory Services 6. Section 01500—Temporary Facilities and Controls 7 Section'02255—Bedding,Backf ll and Embankment Material 8. Section 02910—Topsoil 9 Section 01564—Control of Ground Water and Surface Water 10. Section 01720—Field Surveying 11 Section 02220—Site Demolition. 12. Section 02200—Site Preparation 13 Section 01140—Contractor's Use of Premises C Referenced Standards. 1: American Water Works Association(AWWA) a. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" b. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" c. ASTM D 2922, "Standard Test.Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods(Shallow Depth)" d. ASTM D 3017,"Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods(Shallow Depth)" 1.02 MEASUREMENT AND PAYMENT A Unless indicatedfas a Bid Item, no separate payment will be made for Embankment under this Section. Include cost in Bid Items for which this Work is a component. B If embankment is included as a Bid Item, measurement will be based on the Units shown in Section 00300 — Bid Proposal and in accordance with Section 01200 — Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. 07/2006 02330-1 of 5 CITY OF PEARLAND EMBANKMENT B Submit product quality,material sources,and field quality information in accordance with this Section. C Submit field red lines documenting location of embankments as installed,referenced to survey Control Points, under the provisions of Section 01760 — Project Record Documents,1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions,elevations,inverts and gradients. D Submit a Trench Safety Plan under the provisions of Section 01570—Trench Safety System that included measures that establish compliance with the standard interpretation of the General Duty Clause,Section 5.(a)(1),of the Occupational Safety and Health Act of 1970 — 20 USC 654 which states, "Employers must shore or otherwise protect employees who walk/work at the base of an embankment from possible collapse." 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be 'performed by an independent testing laboratory provided by the Owner under the provisions of,Section 01450—Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls, 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall provide materials used as embedment,backfill,back-dressing, and embankment identified on the Plans in accordance with Section 02255 —Bedding, Backfill and Embankment Material. B Topsoil. Conform to requirements of Section 02910—Topsoil. C Borrow Material. Conform to requirements of intended use. Take borrow material from sources approved by Engineer 3.0 EXECUTION 3.01 EXAMINATION A Verify borrow and excess excavated materials to be reused,are approved. B Verify removals,and clearing and grubbing operations,have been completed. 07/2006 02330-2 of 5 CITY OF PEARLAND EMBANKMENT C Verify backfill of new or relocated utilities and structures, below future grade, is complete: 3.02 PREPARATION A. Employ a Trench Safety Plan as specified in Section 01570—Trench Safety Systems. B Install and 'operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 — Control of Ground Water and Surface Water. C Identify required lines, levels, and datum. Coordinate with Section 01720—Field Surveying. D Remove existing'pavements and structures, including sidewalks and driveways, in conformance with requirements of Section 02220 T Site Demolition, as applicable. E Area shall be cleared and grubbed under the provisions of Section 02200 — Site Preparation prior to placing embankment or opening borrow source. F Strip and stockpile topsoil under the provisions of Section 02200—Site Preparation. G Backfill test pits,or stump holes and other surface irregularities such as small swales with embankment materials and compact in proper lift depths according to the compaction requirements of this Section. H Areas of unsuitable material shall be removed,backfilled with embankment materials and compacted in proper lift depths according to the compaction requirements of this Section. I Upon discovery of unknown or badly deteriorated utilities,or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 3.03 PLACEMENT AND COMPACTION A Do not conduct placement operations during inclement weather or when existing ground or embankment materials exceed 3 percent of optimum ntoisture content. Contractor may manipulate wet material to facilitate drying,by disking or windrowing, at Contractor's expense. B Do not place embankment material until-density and moisture content of previously placed material complies with specified requirements. C Scarify areas to receive embankment to a minimum,depth of 4 inches to bond existing and new materials. Mix with firstqayer of embankment material. D Spread embankment material evenly,from dumped piles or windrows,into horizontal layers approximately parallel to finished grade. Place to meet specified compacted 07/2006 02330-3 of 5 CITY OF PEARLAND EMBANKMENT thickness. Break clods and lumps and mix materials by blading,harrowing,discing,or other approved method, Each layer shall extend across full width of embankment. E Each layer shall be homogeneous and contain uniform moisture content before compaction. Mix dissimilar abutting materials to prevent abrupt changes in composition of embankment. F Layers shall not exceed depth as indicated on the Plans. G Where shown on Plans for steep slopes, cut benches into slope and scarify before placing embankment. Place increasingly wide horizontal layers of specified depth,to the level of each bench. H Build embankment layers on back slopes,adjacent to existing roadbeds,to level of old roadbed. Scarify top of old roadbed to minimum depth of four inches and re-compact with next layer I Construct to lines and grades shown on Plans. 3.04 COMPACTION REQUIREMENTS A Maintain moisture content of embankment materials to attain required compaction density B Compact to minimum densities shown on the Plans with a moisture content of optimum to 3 percent above optimum as determined by ASTM D 698. 3.05 TOLERANCES A Top of compacted.surface:Plus or minus%inch in cross section,or in 16 foot length. 3.06 FIELD QUALITY CONTROL A Compaction testing will be performed in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 under provisions of Section 01450—Testing Laboratory Services. B A minimum of three tests will be taken for each 1,000 linear feet per lane of roadway or 500 square yards Of.embankment per lift. C If tests indicate work does not meet specified compaction requirements,recondition, re-compact,and retest at Contractor's expense. 3.07 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. B In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 07/2006 02330-4 of 5 CITY OF PEARLAND EMBANKMENT 3.08 PROTECTION OF THE WORK A Maintain all embankment areas in good condition until completion of Work. B Repair and re-compact slides, washouts, settlements, areas with loss of density, or excavation damaged by Contractor's operations at no additional cost to Owner C Distribute construction traffic evenly over compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION { 07/2006 02330-5 of 5 CITY OF PEARLAND SUBGRADE Section 02335 SUBGRADE 1.0 GENERAL 1.01 SECTION INCLUDES A Foundation course of lime stabilized in situ subgrade material. B References to Technical Specifications: 1 Section 01200—Measurement`and Payment Procedures 2. Section 01350—Submittals 3 Section 01450—Testing Laboratory Services 4 Section 01500—Temporary Facilities and Controls = 5 Section 01564—Control of Ground Water and Surface Water 6. Section 01720—Field Surveying 7 Section 01140—Contractor's Use of Premises C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit,and Plasticity Index of Soils" b. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" c. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" d. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)" e. ASTM D 3017,"Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods(Shallow Depth)" 2. Texas Department of Transportation(TxDOT) a, Tex-600-J, "Sampling and Testing Hydrated Lime,Quick Lime,and Commercial Lime Slurry" 1.02 MEASUREMENT AND PAYMENT A Measurement for subgrade is on a square yard basis. Separate payment will be made for each different required type and thickness of stabilized Subgrade. B Measurement for hydrated lime and quicklime is by the ton of 2,000 pounds dry- weight basis,determined by the area to be covered and the rate of application. Do not include cost of hydrated lime or quicklime in Bid Item for subgrade. C Measurement for lime slurry is by the ton of 2,000 pounds of lime calculated on the percentage by weight of dry solids for the grade of slurry Do not include cost of lime slurry in Bid Item for subgrade. D Refer to Section 01200—Measurement and Payment Procedures. 07/2006 02335-1 of 7 CITY OF PEARLAND. SUBGRADE 1.03 SUBMITTALS A Make Submittals required.by this Section under the provisions of Section 01350— Submittals. B Submit certificates stating that hydrated lime,commercial lime slurry and quicklime complies with the requirements in this Section. C Submit weight tickets,certified by supplier,with each bulk delivery of lime to Project Site. D Submit'manufacturer's description and characteristics for rotary speed mixer and compaction equipment for approval. 1.04 TESTING AND SAMPLING A Testing will be performed under provisions of Section 01450—Testing Laboratory Services. B Tests and analysis of soil materials will be performed in accordance with ASTM D 4318. C Sampling and testing of lime slurry shall be in accordance with Tex-600-J D Sample mixtures of hydrated lime or quicklime in slurry form will be tested to establish compliance with the requirements in this Section. E Soil,will be evaluated to establish percent of hydrated lime,quicklime,or lime slurry to be applied to subgrade material. F Moisture-density relationship will be established on material sample from roadway, after stabilization,in accordance with ASTM D 698. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 1.06 DELIVERY,STORAGE,AND HANDLING A Bagged lime shall bear manufacturer's name, product identification, and certified weight.Bags'varying more than 5 percent of certified weight may be rejected;average weight of 50 random bags in each shipment shall not be less than certified weight. B Store lime in weatherproof enclosures. Protect lime from ground dampness. C Quicklime can be dangerous; exercise extreme caution if used for the Work. Contractor shall become informed about recommended precautions in the handling, storage and use of quicklime. 07/2006 02335-2 of 7 CITY OF PEARLAND SUBGRADE 2.0 PRODUCTS 2.01 WATER A Water shall be clean;clear;and free from oil,acids,alkali,or organic matter. 2.02 LIME A Type A-Hydrated Lime:Dry material consisting essentially of calcium hydroxide or mixture of calcium hydroxide and an allowable percentage of calcium oxide and magnesium hydroxide. B Type B-Lune Slurry.Liquid mixture consisting essentially of lime solids and water in slurry form. Water or liquid portion shall not contain dissolved material in sufficient quantity to be injurious or objectionable for purpose intended. C Type C - Quicklime: Dry material consisting essentially of"calcium oxide. Furnish quicklime in either of the following grades: 1 Grade DS Pebble quicklime.of a gradation suitable for use in the preparation of a slung for wet placing. 2. Grade S Finely-graded quicklime for use in the preparation of a slurry for wet placing. Do not use Grade S quicklime for dry placing. (So called "Blue Lime"is not acceptable.) D Linie shall conform to following requirements: CHEMICAL COMPOSITION TYPE A B C Active lime content, 90.0 mine 87.0 mine - %by weight Ca(OH)2+CaO Unhydrated lime content, %by weight CaO 5.0 max - 87.0 min Free water content, %by weight H2O 5.0 max - - SILING Wet Sieve,as %by weight residue retained. No. 6 0:2 max 0.2 max2 8.0 max3 No.30 4.0 max 4.0 max2 - Dry sieve,as %by weight residue retained. 07/2006 02335-3 of 7 CITY OF PEARLAND SUBGRADE 1-inch - - 0.0 3/4-inch - - 10.0 max Notes: 1 Maximum 5.0%by weight CaO shall be allowed in determining total active lime content. 2 Maximum solids content of slurry 3 Total active lime content,as CaO,in material retained on the No. 6 sieve shall not exceed 2.0%by weight of original Type C lime. E Lime Slurry maybe delivered to the Project Site as Commercial Lime Slurry,or may be prepared at the Project Site using Hydrated Lime or Quicklime. The slurry shall be free of liquids other than water and shall be of a consistency that can be handled and uniformly applied without difficulty 3.0 EXECUTION 3.01 EXAMINATION A Verify backfill of new or relocated utilities and structures below future grade is complete. B Verify compacted subgrade is ready to support imposed loads. C Verify subgrade lines and grades are correct. 3.02 PREPARATION A Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 — Control of Ground Water and Surface Water B Identify required lines, levels, and datum. Coordinate with Section 01720 —Field Surveying. C Cut material to bottom of subgrade using an approved cutting and pulverizing machine meeting following requirements. 1 Cutters accurately provide a smooth surface over entire width of cut to plane of secondary grade. 2. Visible indication that cut is to proper depth. D Alternatively,scarify or excavate to bottom of stabilized subgrade. Remove material or windrow to expose secondary grade. Correct wet or unstable material below secondary grade by scarifying,adding lime,and compacting. Obtain uniform stability E Upon discovery of unknown or badly deteriorated utilities,or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 07/2006 02335-4 of 7 CITY OF PEARLAND . . SUBGRADE r 3.03 LIME SLURRY APPLICATION I , A ' : Mix hydrated lime or quicklime with water'to form a slurry of the solids content specified. Commercial lime slurry shall have dry solids content as specified. Conform to cautionary requirements in this Section, 1.06C,concerning use of quicklime. B Apply slurry with a distributor truck equipped with an agitator to keep lime and water in a consistent mixture. Make successive passes over measured section of roadway to attain proper moisture and lime content. Limit spreading to an area where preliminary mixing operations can be completed on the same working day 3.04 PRELIMINARY MIXING A Do not mix and.place material when temperature is below 40 degrees F and falling. Base may be placed when temperature taken in shade and away from artificial heat is above 35 degrees F and rising. B Use approved single-pass or multiple-pass rotary speed mixers to mix soil,lime,and water to required depth. Obtain a homogeneous friable mixture free of clods and lumps. C Shape mixed subgrade to final lines and grades. D. Seal subgrade as a precaution against heavy rainfall by rolling lightly with light pneumatic rollers. E Cure soil-lime material for 1 to 4 days. Keep subgrade moist during cure. 3.05 FINAL MIXING A Use approved single-pass or multiple-pass rotary speed mixers to uniformly mix cured soil and lime to required depth. B Add water to bring moisture content of soil mixture to a minimum of optimum or above. C Mix and pulverize until all material passes a 1 inch sieve;a minimum of 90 percent, excluding non-slaking fractions,passes a 3/4-inch sieve;and a minimum of 65 percent excluding non-slaking fractions passes a No.4 sieve. D Shape mixed subgrade to final lines and grades. E Do not expose hydrated lime to open air for more than 6 hours during interval between application and mixing. Avoid excessive hydrated lime loss due to washing or blowing. 07/2006 02335-5 of 7 CITY OF PEARLAND SUBGRADE 3.06 COMPACTION A Aerate or sprinkle to attain optimum moisture content as determined by Testing Laboratory Remove and reconstruct sections where average moisture content exceeds ranges specified at time of final compaction. B, Start compaction immediately after final mixing,unless approved by Engineer C Spread and compact in two or more approximately equal layers where total compacted thickness is to be greater than 8 inches. D Compact with approved heavy pneumatic or vibrating rollers, or a combination of tamping rollers and light pneumatic rollers. Begin compaction at the bottom and continue until entire depth is uniformly compacted. E Do not allow Stabilized base to mix with underlying material. Correct irregularities or weak spots immediately by replacing material and re-compacting. F Compact to following minimum densities at a moisture content of optimum to 3 percent above optimum as determined by ASTM D 698,unless otherwise indicated on the Plans: 1 Areas,to receive pavement without subsequent base course:Minimum density of 98 percent of maximum dry density 2. Areas to receive subsequent base course: Minimum density of 95 percent of maximum dry density G Seal with approved light pneumatic tired rollers: Prevent surface hair line cracking. Rework and re-compact at areas where hair line cracking develops. H Contractor shall conduct operations to minimize elapsed time between mixing and compacting stabilized subgrade in order to take advantage of rapid initial set characteristics. Complete compaction within 2 hours of commencing compaction and not more than 6 hours after adding and mixing the last stabilizing agent. 3.07 CURING A Moist cure for a minimum of 3 days before placing base or surface course,or opening to traffic. Time may be adjusted as approved by Engineer Subgrade may be opened to traffic after 2 days if adequate strength has been attained to prevent damage.Restrict traffic to light pneumatic rollers or vehicles weighing less than 10 tons. B Keep subgrade surface damp by sprinkling. Roll with light pneumatic roller to keep surface knit together C Place base,surface,or seal course within 14 days after final mixing and compaction unless prior approval is obtained from Engineer 07/2006 02335-6 of 7 CITY OF PEARLAND SUBGRADE •` _ 3.08 TOLERANCES A Top of compacted surface:Plus or minus 1/4 inch in cross section or in 16 foot length. 3.09 FIELD QUALITY CONTROL A A minimum of one phenolphthalein test will be made at random locations per 1000 linear feet per lane of roadway or 500 square yards of base to determine in-place depth. B Contractor may,at his own expense,request additional cores in the vicinity of cores indicating nonconforming in-place depths. If the average of the tests falls below the required depth,place and compact additional material at no cost to the Owner. C Compaction Testing will be performed iri accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 at randoth locations near depth determination tests. Rework and re-compact areas that do not conform to compaction requirements at no cost to the Owner. 3.10 CLEAN=UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with i Section 01140—Contractor's Use of Premises. B Fill test pits with new compacted lime stabilized subgrade. C Completed surface shall be smooth and conform to typical section and established lines and grades. D In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 3.11 PROTECTION OF THE WORK A Maintain stabilized Subgrade to lines and grades and in good condition until placement of base or surface course. B Protect the asphalt membrane,if used,from being picked up by traffic. C Repair settlements, areas with loss of density, or areas of subgrade damaged by Contractor's operations at no additional cost to Owner by replacing and fe-compacting material to full depth. D Distribute construction traffic evenly compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from,wheel loads that cause rutting. END OF SECTION 07/2006 02335-7 of 7 CITY OF PEARLAND ,, GEOTEXTILE I Sectiod 02370 a GEOTEXTILE 1.0 GENERAL 1.01 SECTION INCLUDES A Geotextile,also called filter fabric,in applications such as under a granular fill,as a pipe embedment wrap,around the exterior of a tunnel liner,or around the foundations of pipeline structures. B 'e References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM D 4632, Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" b. ASTM D 4533,"Standard Test Method for Trapezoid Tearing Strength of Geotextiles" c. ASTM D 4833,"Standard Test Method forIndex Puncture Resistance of Geotextiles,Geomembranes,and Related Products" d. ASTM I)3786,"Standard Test Method for Hydraulic Bursting strength of Textile Fabrics" e. ASTM D 4751, "Standard Test Method for Determining Apparent Opening Size of a Geotextile" ASTM D 4491, "Standard Test Method for Water Permeability of Geotextiles by Permittivity" 2. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for work performed under this Section. Include cost in Bid Items for Work requiring geotextile. B If Geotextile is included as a Bid Item,measurement will be based on the Units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit the standard manufacturer's catalog sheets and other pertinent information,for approval,prior to installation. 07/2006 02370-1 of 2 CITY,OF PEARLAND GEOTEXTILE C Submit installation methods,as a part of the work plan for tunneling or for excavation and backfill for utilities. Obtain approval from Engineer for Geotextile material and the proposed installation method prior to use of the geotextile. 2.0 PRODUCTS 2.01 GEOTEXTILE A Provide a geotextile(filter fabric)designed for use in geotechnical applications which forms a permeable layer or media while retaining the soil matrix. B Use a fabric which meets the physical requirements for Class A Subsurface Drainage installation conditions as defined in AASHTO M288 and as specified in this Section, 2.02"Properties" 2.02 PROPERTIES A Material.Non-woven,non-biodegradable,fabric consisting only of continuous chain polymer filaments or yarns, at least 85 percent by weight poly-olefins,polyesters or polyamide,formed into a dimensionally stable network. B Chemical Resistance: Inert to commonly encountered chemicals and hydrocarbons over a pH range of 3 to 12. C Physical Resistance: Resistant to mildew and rot,ultraviolet light exposure,insects and rodents. D Minimum Test Values. • PROPERTY VALUE(MIN) TEST METHOD Grab strength 180 lbs ASTM D 4632 Trapezoidal Tear Strength 50 lbs ASTM D 4533 Puncture Strength 80 lbs ASTM D 4833 Mullen Burst Strength 290 psi ASTM D 3786 Apparent Opening Size(I) 0.25 mm ASTM D 4751 Permittivity(sec') 0.2 ASTM D 4491 (1) Maximum average roll value 3.0 EXECUTION - Notused END OF SECTION 07/2006 02370-2 of 2 CITY OF PEARLAND PERMANENT GEOSYNTHETIC TURF REINFORCEMENT MAT Section 02372 PERMANENT GEOSYNTHETIC TURF REINFORCEMENT MAT 1.0 GENERAL 1.01 SECTION INCLUDES I s • A This section specifies a permanent Geosynthetic ThrfReinforcement Mat(TRM)with Flexible Growth Medium(FGM)infill,to prevent long-term soil and vegetation loss resulting from excessive water flow(velocity and shear stress)in which unreinforced vegetation could not resist.The FGM provides immediate and temporary protection against movement and/or loss of soil until vegetation can be established.The FGM infill also provides an ideal environment for rapid seed germination and accelerated plant and root establishment within the matrix of the TRM. B Related Sections:Other Specification Sections,which directly relate to the work ofthis Section include,but are not limited to the following: 1 Section 01200-Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01450—Testing Laboratory Services 4 Section 01566—Source Controls for Erosion and Sedimentation 5 Section 02921 —Hydromulch Seeding 6. Section 03315—Interlocking Flexible Revetment System for Slope Stabilization. 1.02 MEASUREMENT AND PAYMENT' A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Item for hydromulch seeding. 1.03 SUBMITTALS A Product Data: Submit manufacturer's product data and installation instructions. Include required substrate preparation,list of materials and application rate. B Certifications:Manufacturer shall submit a letter of certification that the product meets or exceeds all physical property,endurance,performance and packaging requirements. 1.04 DELIVERY,STORAGE AND HANDLING A Deliver materials and products in UV and weather-resistant factory labeled packages. Store and handle in strict compliance with manufacturer's instructions and recommendations. Protect from damage, weather, eXcessive temperatures and construction operations. 10/2008 02372-1 of 5 CITY OF PEARLAND PERMANENT GEOSYNTHETIC TURF REINFORCEMENT MAT 2.0 PRODUCTS 2.01 MANUFACTURERS/OR THEIR REPRESENTATIVES A PROFILE Products LLC 750 Lake Cook Road—Suite 440 Buffalo Grove,IL 60089 800-508-8681 (Fax 847-215-0577 www.profileproducts.com B Or approved equal. 2.02 MATERIALS A Turf reinforcement mat (TRM) shall be Enkamat 7010, or approved equal, manufactured for the purpose of permanent channel lining and turf reinforcement. The TRM shall be made from 100%synthetic material and contain no biodegradable or photodegradable component or materials. 1 The TRM shall be a homogeneous, three-dimensional matrix made of continuous monofilament yarns which are thermally fused at the crossover point to provide a structure that will maintain its three dimensional stability without laminated or stitched layers. No netting or stitching shall be permitted. The TRM shall have sufficient Area Holding Capacity and a minimum 95% open space available for soil.FGM and root interaction,the TRM shall not lose its structural integrity and shall not unravel or separate when TRM is cut in the field. 2. The TRM shall exhibit no buoyancy factor (i.e., the specific gravity of the fibers used should be greater than 1.0) so as to allow the TRM to maintain intimate contact with the soil(particularly between fasteners)under low flow or submersed conditions. 3 The TRM,when infilled with FGM,shall meet the property values noted. B. Flexible Growth Medium for hydraulic infill of TRM shall conform to the property values as presented in the table below All components of the FGM shall be pre-packaged by the Manufacturer to assure material performance and in compliance with the following values. Under no circumstances will field mixing of additives or components be accepted. Thermally Processed Wood Fibers—74.5%+/-3.5% Proprietary Crosslinked Hydro-Colloid Tackifiers and Activators— 10%+/- 1% Proprietary Crimped,Interlocking Fibers—5%+/- 1% Moisture Content— 10.5%+/- 1.5% 10/2008 02372-2 of 5 CITY OF PEARLAND PERMANENT GEOSYNTIIETIC TURF REINFORCEMENT MAT TEST METHOD ENGLISH . SI PHYSICAL Mass Per Unit Area ASTM D6566 19.5 oz/yd2.,, 661 g/m2 Thickness ASTM D6525 0.4 in 10 mm Tensile Strength—MD ASTM D6818 170 lb/ft 2.5 kN/m2 Light Penetration . ASTM D6567 1% .1% Ground Cover ASTM D6567 99% 99% Absorption . ASTM D1117 498% . . 498% UV Resistance. ASTM D7238&D6818 80% 80% Resiliency . . ASTM D6524, 90% . 90% - r ENDURANCE ' Functional Longevity' Observed >36 months >36 months. PERFORMANCE. C-Factor2 Large Scale3 0.01 0.01 Manning's n Range . ASTM D6460 0.022—0,045 0.022—0.045 Permissible Vegetated Shear ASTM D6460 . 8.0 lb/ft2 0.38 kN/m2 Permissible Vegetated Velocity _ ASTM D6460 16 ft/s 4.9 m/s Permissible Unvegetated Shear ASTM D6460 3.3 lb/ft2 0.16 kN/m2 Permissible Unvegetated Velocity ASTM D6460 12.0 ft/s 3.7 m/s Vegetation Establishment ASTM.D7322 800% 800% 1.Functional longevity depends on moisture,light and environmental conditions. 2.Cover Factor is calculated as soil loss ratio of treated surface versus an untreated control surface. 3.Large scale testing conducted at Utah Water Research facility using rainfall simulator on 2.5H:IV slope,sandy-loam soil,at a fate of 5"per hour for a duration of 60 minutes. 3.0 EXECUTION 3.01 PREPARATION A. The installation site shall be prepared by clearing,grubbing and excavation or filling the area to the design grade. B. The surface to receive the TRM shall beprepared to relativelysmooth conditions free of obstructions,rocks,dirt clods,roots,stumps,depressions,debris and soft or low density pockets of material.The material shall be capable of supporting a vegetative cover. C. Erosion features such as rills,gullies,etc.must be graded out of the surface before TRM deployment.Smooth roll drum compaction will be required before deploying TRM to make sure the TRM makes immediate contact with the soil and to ensure that the soil has been compacted. D Cut trenches for initial anchor trenches, termination trench and longitudinal anchor trenches(12 inches wide and 12 inches in depth)as shown on the drawings. 3.02 INSTALLATION A. Care shall be taken during installation to avoid damage occurring to the TRM as a result of the installation process. Should the TRM be damaged during installation,a TRM patch shall be placed over the damaged area extending 1 m(3.28 ft)beyond the perimeter of the damage. 10/2008. 02372-3 of 5 CITY OF PEARLAND PERMANENT GEOSYNTHETIC TURF REINFORCEMENT MAT B. Install anchoring devices at a frequency of 2 1/2 pins/staples per square yard. Additional anchoring devices may be required depending on site conditions or alignment of the slope or channel. Always staple (1' centers) the seams between individual TRM rolls. C. When overlapping successive TRM rolls,the rolls shall be overlapped upstream over downstream and/or upslope over downslope. D. For channels, begin at the downstream, end in the center of the channel. Inspect trenches for position accuracy and depth and re-dig to required dimensions.Iftrenches have not yet been constructed, dig initial anchor trenches, check slot trenches and longitudinal anchor trenches as illustrated in installation guidelines or as directed on the plans.Unroll approximately 10'of the TRM,positioning the roll face down(as it unrolls)over the initial anchor trench,extending several inches beyond the trench with the roll sitting on the down stream side of the,anchor trench.Positioning roll in this manner permits backfilling and compaction of soil into the trench while allowing installer to proceed with proper deployment of TRM by unrolling upstream,over the anchor trench. E. Position second TRM with a minimum 4-inch overlap ofthe previous TRM and secure it into the anchor trench. After entire width area is installed with the TRM, then backfill and compact the anchor trench. F Continue deploying TRM upstream to the next check slot.Overlay a minimum of 18 inches the ends of rolls with the next roll(s)being deployed,or position in bottom of check slot,anchor and backfill and compact check slots.Continue the processes until. you reach the upstream starting point of the TRM. G. For slopes,construct top anchor trench 1-3'beyond crest of slope,or as illustrated in drawings or shown in manufacturers recommended installation guidelines.Position TRM roll at crest of slope with sufficient material to line the entire anchor trench plus enough material left over to cover the trench.Position adjacent rolls to facilitate 6" overlaps. Anchor TRM in trench with appropriate pins/staples at 1' centers. Once several rolls are anchored in trench,begin to backfill and compact trench to original elevation.The preferred method of deploying roll down slope is to stand in front of the roll and pin it as it rolls out down the slope,minimizing foot traffic on TRM,which will eliminate depressions under the mat.Always allow the mat to drape over the soil, never pulling it taut, to minimize tenting..Place additional pins into any apparent depressions to maintain contact with the soil. H. Hydraulically fill the TRM with 0.25 inches of FGM,applied with hose at close range. Optimum application rate is 3500 lbs/acre or to the depth of where the tips ofTRM are still exposed. Strictly comply with FGM manufacturer's installation instructions and recommendations. For optimum FGM pumping and application performance, use 10/2008 02372-4 of 5 CITY OF PEARLAND PERMANENT GEOSYNTHETIC TURF REINFORCEMENT MAT approved mechanically agitated, hydraulic seeding/mulching machines, hose of sufficient length to reach the TRM, use of a 50 degree tip/nozzle is highly recommended. Apply FGM from hose positioned over shoulder with nozzle approximately at chest level(48-60")to achieve optimum TRM infill. J. For optimum hydraulic performance and vegetative establishment,be careful not to overfill the TRM.The tips of the TRM shall be slightly exposed. K. Apply supplemental water over the area as directed by site personnel during germination and initial three months of vegetation growth. ' 3.03 CLEANING AND PROTECTION A. Clean spills promptly Advise owner of methods for protection of treated areas.Do not allow treated areas to be trafficked or subjected to grazing. END OF SECTION 10/2008 02372-5 of 5 CITY OF PEARIAND AUGERING PIPE OR CASING FOR WATER LINES Section 02417 AUGERING PIPE OR CASING FOR WATER LINES 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of pipe and casing for water lines by methods of augering. B References to Technical Specifications: 1 Section 01570—Trench Safety'System 2. Section 01200—Measurement and Payment Procedures 3 Section 01350—Submittals 4 Section 01500—Tempprary Facilities and Controls 5 Section 02635—Steel Pipe and Fittings 6. Section 02318—Excavation and Backfill for Utilities 7 Section 01140—Contractor's Use of Premises C Referenced Standards: 1 American Association of State Highway and Transportation 'Officials, (AASHTO) 1.02 MEASUREMENT AND PAYMENT UNIT PRICES A Measurement for augered casing with water pipe will be on a linear foot basis measured from end to end of the casing. B Payment of augered casing with water pipe will be full compensation for all labor, equipment,casing,water pipe,materials and supervision for construction complete in place including dewatering,augering,joints,spoil removal,pipe installation,grouting, utility adjustments,testing,and cleanup,and other work necessary for construction as shown on the Plans and as specified. C Measurement of augered Water pipe will be on a linear foot basis along the axis of the pipe from auger pit to auger pit. D Payment of augered water pipe will be full compensation for labor,pipe,equipment, materials, and supervision for construction complete in place including dewatering, jacking,utility adjustments,testing,cleanup,and other work necessary for construction as shown on the Plans and as specified. E No separate payment will be made for auger pits and other excavations under this section. Include cost of excavation, surface restoration, pavement repair, etc., for auger pits or observation pits in Sections related to the open-cut utility installation portion of the Work. Include cost of trench safety for auger pits or obseryation pits in Section 01570—Trench Safety Systems. F Refer to Section 01200-Measurement and Payment Procedures. 02/2008 02417-1 of 6 CITY OF PEARLAND ., AUGERING PIPE OR CASING FOR WATER LINES 1.03 SUBMITTALS A Submit product data in accordance with requirements of Section 01350-Submittals. B Submit product data for casing insulators for approval. C Prior to commencement of work,furnish for the Engineer's approval,a plan showing pit locations. Approval of this plan will not relieve Contractor from responsibility to obtain specified results. D Show actual pit locations, dimensioned on as-built drawings so that they can be identified in field. 1.04 REGULATORY REQUIREMENTS A Conform to Texas Department of Transportation for installations under state highways. Owner will obtain required permits for State Highway crossings. City will make submittal to TxDOT Contractor will supply Traffic Control Plans. B Installations under railroads. 1 Secure and comply with requirements of right-of-entry for crossing railroad company's easement or right-of-way from railroad companies affected. Comply with railroad permit requirements. Submit copy to the Engineer 2. Use dry auger method only 3 No extra compensation for damages due to delays caused by the railroad requesting work to be done at hours which will not inconvenience the railroad. 4 Maintain minimum 35-foot clearance from centerline of tracks. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 1.06 CRITERIA FOR DETERMINING INSTALLATION LOADS A Pipes and casings shall be selected by the Contractor to carry overburden pressure and applicable surcharge and installation loads. B The criteria to be used for truck loading shall be HS-20 vehicle loading distributions in accordance with AASHTO C The Contractor shall be responsible for the selection of the casing,pipe,and pipe joints to carry the thrust of the jacks or loads due to the pulling mechanism. D The Contractor shall select the diameter of the casing to meet the minimum dimensions defined in the Plans,and to permit practical installation(including skids, pipe spiders and shims, if applicable)and grouting,where required. 02/2008 02417-2 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 2,0 PRODUCTS 2.01 MATERIALS A Piping and Fittings: As required by Plans. B Casings: Where required by Plans,in accordance with Section 02635-Steel Pipe and Fittings. C Insulators: Where casings are required by Plans,casing,insulator width 8 inches for pipe sizes 4 to 14 inches; 12 inches for pipe sizes 16 to 30 inches. 1 For welded steel pipe 12 inches and smaller, use Pipeline Seal & Insulator Model PE,or approved equal. 2. For other pipe materials, use Pipeline Seal & Insulator Model C8G-2 or approved equal for pipe sizes up to 12 inches. 3. For all pipe sizes above 12 inches, use Pipeline Seal & Insulator Model C 12G-2 or approved equal. D Casing End Seals: Provide Pipeline Seal&Insulator Model C or approved equal. 3.0 EXECUTION 3:01 GENERAL A Do not exceed 100 feet for length of auger hole foruncased PVC pipe less than 12 inches in'diameter without intermediate pit. B Do not exceed 75 feet for length of auger hole for uncased PVC pipe 12 inches to 16 inches in diameter without intermediate pit. C Do not exceed 80 feet for length of auger hole for uncased PVC pipe greater than 16- inches in diameter without intermediate pit. 3,02 PREPARATION A Secure right-of-entry for crossing railroad company's easement or right-of-way 3,03 JACKING A Comply with Section 01570-Trench Safety Systems for all pits, access shafts,end trenches and other excavations relating to work required by this specification. B If grade of pipe at jacking end is'below ground surface, excavate suitable pits or trenches for conducting jacking operations and for placing end joints of pipe. Wherever end trenches are cut in sides of embankment or beyond it,sheath securely and brace such work to prevent earth caving. C No more than one joint shall be made-up in pit or trench prior to jacking. 02/2008 02417-3 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES D Construction shall not interfere with operation of railroad, street,highway,or other facility,nor weaken or damage embankment or structure. E During construction operations,furnish and maintain barricades and lights to safeguard traffic and pedestrians as directed by the Engineer,until such time as backfill has been completed and removed from site. F Provide heavy-duty jacks suitable for forcing pipe through embankment. Use suitable jacking head,usually of timber,and suitable bracing'between jacks and jacking head and suitable jacking'frame or backstop so that jacking pressure will be applied to pipe uniformly around ring of pipe. Set pipe to be jacked on guides, properly braced together, to support section of pipe and to direct it in proper line and grade. Place jacking assembly in line with direction and grade of pipe. Excavate embankment material just ahead of pipe and remove material through pipe. Force pipe through embankment with jacks,into space thus provided. G Conform excavation for underside of pipe to contour and grade of pipe,for at least one third of circumference of pipe. Provide clearance of not more than 2 inches for upper half of pipe. Taper off upper clearance to zero at point where excavation conforms to contour of pipe. H Distance that excavation shall extend beyond end of pipe depends on character of material,but it shall not exceed 2 feet in any case. Decrease distance on instructions from the Engineer,if character of material being excavated makes it desirable to keep advance excavation closer to end of pipe. I Jack pipe from low or downstream end. 'Lateral or vertical variation in final position of pipe from line and grade established by the Engineer will be permitted only to extent of 1 inch in 10 feet,provided such variation is regular and only in one direction and that final grade of flow line is in direction indicated on plans. J Use cutting edge of steel plate around head end of pipe extending short distance beyond end of pipe with inside angles or lugs to keep cutting edge from slipping back onto pipe. K Once jacking of pipe is begun, carry on without interruption to prevent pipe from becoming firmly set in embankment. L Remove and replace any pipe damaged in jacking operations. M Backfill pits or trenches excavated to facilitate jacking operations immediately after completion of jacking of pipe. N Grout annular space when loss of embankment occurs or when clearance of two inches is exceeded. 02/2008 02417-4 of 6 it CITY OF PEARLAND , AUGERING PIPE OR CASING FOR WATER LINES 4t t 3.04 AUGERING,(BORING) A Auger from approved pit locations. Excavate for pits and install shoring as outlined above under"Jacking." Auger mechanically with use of a pilot hole entire length of crossing and check for line and grade on opposite end of bore from work pit. The large hole is to be no more than 2 inches larger than diameter of bell. Place excavated material outside working pit and dispose of as required. Use water or other fluids in connection with boring operation only to lubricate cuttings; jetting will not be permitted. B In unconsolidated soil formations,a gel-forming colloidal drilling fluid may be used. Fluid is to consist of at least 10 percent of high-grade processed bentonite and shall consolidate cuttings of bit, seal walls of hole, and shall furnish lubrication for subsequent removal of cuttings and installation of pipe. 3.05 PIPE IN CASING A Pipes shall be installed in augered casings in accordance with this Section, as applicable. B Bottom of trench adjacent to each end of casing should be graded to provide firm, uniform, and continuous support for carrier pipe. If trench requires some backfill to establish final trench bottom grade,backfill material should be placed in 6-inch lifts and each layer properly compacted. C Install casing end seals in accordance with manufactures specifications. 3.06 INSULATOR INSTALLATION A Casing spacers and/or insulators should be installed in accordance with manufacturer's instructions. Special care should be taken to ensure that all subcomponents are correctly assembled and evenly tightened,and that no damage occurs during tightening or carrier pipe insertion. B Spacing of spacers or insulators should ensure that carrier pipe is adequately supported throughout its length, particularly at ends, to offset settling and possible electrical shorting. End spacer must be within 6 inches of end of casing pipe,regardless of size of casing and carrier pipe or type of spacer used. Casing spacers are designed to withstand much greater loads than can be safely applied to most coatings. Therefore, spacing between spacers depends largely on load bearing capabilities of pipe coating and flexibility of pipe. 1 Spacing shall be as shown on Plans with maximum distance between spacers to be 10 feet for pipe sizes 4 to 14 inches and 8 feet for pipe sizes 16 to 30 inches. 2. For ductile iron pipe,flanged pipe,or bell-and-spigot pipe,spacers should be installed within one foot on each side of bell or flange and one in center of joint when 18-to 20-foot-long joints are used. 3 If casing or carrier pipe is angled,bent,or dented,spacing should be reduced. 02/2008 02417-5 of 6 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES C Where metallic carrier pipe is to be placed in metallic casing, provide electric insulating type spacers to ensure no contact between carrier pipe and casing. 3.07 FILLING ANNULAR SPACE A Allowable variation from line and grade shall be as specified under"Jacking." Block void space around pipe in augered hole with approximately 12 inches of packed clay or similar material approved by the Engineer,to prevent bedding or backfill from entering the void around the pipe in the augered hole when compacted. For pipe diameters 4 inches through 8 inches use minimum 1/2 cubic foot clay for pipe diameters 12 inches through 16 inches use minimum 3/4 cubic foot clay. 3.08 AUGER PITS A Locate auger pits where there is minimum interference with traffic or access to property B Pit Size: Provide minimum 6-inch space between pipe and walls of bore pit. Maximum allowable width of pit shall be 5 feet unless approved by the Engineer Width of pit at surface shall not be less than at bottom. Maximum allowable length of pit shall be no more than 5 feet longer than one full joint of pipe and shall not exceed 25 feet unless approved by the Engineer C Excavate bore pits to finished grade at least 6 inches lower than,grade indicated by stakes or as approved by the Engineer D Backfill in accordance with Section'02318—Excavation and Backfill for Utilities. 3.09 CLEAN UP AND RESTORATION A Perform clean up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. 3.10 PROTECTION OF THE WORK A Protect and maintain all pipe and casing augering in good condition until<completion of Work. END OF,SECTION 02/2008 02417-6 of 6 CITY OF PEARLAND TUNNEL GROUT Section 02430 TUNNEL GROUT 1.0 GENERAL 1.01 SECTION INCLUDES ' A Design mix requirements,testing,furnishing and production of grout for: 1 Pressure grouting of jacked-pipe. 2. Annular grouting of cased or uncased water and sewer pipes. 3 Grouting voids in ground resulting from caving,loss of ground,or settlement. 4 Grouting of manholes constructed in shafts. B Compaction grouting is not part of this.Technical Specification. C References to Technical Specifications: 1 Section 01350—Submittals 2. Section 03300—Cast-in-Place Concrete D Referenced Standards: l American Society•ofTesting and Materials(ASTM) a. ASTM C 150,"Standard Specification for Portland Cement" C F b. ASTM C 618, "Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete" c. ASTM C 138, "Standard Test Method for Density (Unit Weight), Yield,and Air Content(Gravimetric)of Concrete" d. ASTM C 144, "Standard Specification for Aggregate for Masonry Mortar" e. ASTMC 942, "Standard Test Method for Compressive Strength of Grouts for Prepldced=Aggregate.Concrete in the Laboratory" f. ASTM C 937, "Standard Specification for Grout Fluidifier for Preplaced-Aggregate Concrete" g. ASTM C 494,"Standard Specification for Chemical Admixtures for Concrete" h. ASTM C 1017,"Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete" E Definitions: 1 Pressure Grouting-filling a void behind a liner or pipe with grout under pressure sufficient to ensure void is properly,;filled but without overstressing temporary or permanent ground support,or causing ground heave to occur 2. Back Grouting-secondary pressure grouting to ensure that voids have been filled between primary tunnel or shaft liners and the surrounding ground. 3. Annular Grouting-filling the annular space between the:carrier pipe and the primary tunnel liner,casing,or ground,by pumping. I I 0VJ2006 02430- 1 of 5 CITY.OF PEARLAND TUNNEL GROUT 4 Ground Stabilization Grouting-the filling of voids,fissures,or under slab settlement due to caving or loss of ground by injecting grout under gravity or pressure to fill the void. 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit a description of materials,grout mix,equipment and operational procedures to accomplish each grouting operation. The description may include sketches as appropriate,indicatingtype and location of mixing equipment,pumps,injection points, venting method, flowlines, pressure measurement, volume measurement, grouting sequence,schedule,and stage volumes. C Submit a design mix report, including: 1 Grout type and designation. 2. Grout mix constituents and proportions, including materials by weight and volume. 3 Grout densities and viscosities, including wet density at point of placement. 4 Initial set time of grout. 5 Bleeding,shrinkage/expansion. 6. Compressive strength. 7, Compatibility of admixtures from manufacturer D Maintain and submit logs of grouting operations indicating pressure, density, and volume for each grout placement. 2.0 PRODUCTS 2.01 MATERIALS A Grouting materials: Conform to Section 03300—Cast-in-Place Concrete,except as modified in this Section. B Grout Type Applications including: 1 Grout for pressure grouting and back grouting: Sand-cement mortar mix. 2. Grout for annular grouting: Sand-cement mortar mix. 3 Grout for filling space around manholes in shafts: Sand-cement mortar mix. 4 Ground stabilization: Sand cement mortar mix. C Do not include toxic or poisonous substances in the grout mix or otherwise inject such substances underground. 07/2006 02430-2 of 5 CITY OF PEARLAND TUNNEL GROUT 2.02 GROUT A Employ and pay for a commercial testing laboratory, acceptable to the Engineer,to prepare and test the grout mix design. Develop one or more mixes based on the following criteria as applicable: 1 Size of the annular void between sewer pipe and liner,or size of the void between primary liner and the surrounding soil. 2. Absence or presence of groundwater 3. Adequate retardation. 4. Non-shrink characteristics. 5 Pumping distances. B Prepare mixes that satisfy the required application. Materials used in grout mix shall meet the following standards: 1 Cement: ASTM C150. 2. Fly Ash: ASTM C618. 3, Water Potable. 4 Slurry. ASTM C138. 5 Sand for sand-cement mortar mix: ASTM C144 C Sand-cement mortar grout shall have a minimum 28 day unconfined compressive strength of 1,000 psi determined by ASTM C 942 as a minimum requirement. D Fluidifier Use a fluidifier,meeting ASTM C937,that holds the solid constituents of the grout in colloidal suspension and is compatible with the cement and water used in the grouting operations. E Admixtures. Use admixtures meeting ASTM C494 and ASTM C1017 as required,to improve pumpability,to control time of set,to hold sand in suspension and to reduce Segregation and bleeding. F Ensure that admixtures used in a mix are compatible. Provide written confirmation from the admixtures'manufacturers of their compatibility 3.0 EXECUTION 3.01 PREPARATION A Notify the Engineer at least 48 hours in advance of grouting operations. B Select and operate grouting equipment to avoid damage to new or existing underground utilities and structures. C In selection of groutingplacement consider pipe flotation, lengthof pipe, length of P�P P�P � tunnel,depth from surface,type of sewer pipe,type of pipe blocking and bulkheading, grout volume and length of pipe to be grouted between bulkheads. D Operate any dewatering systems until the grouting operations are complete. 07/2006 02430-3 of 5 CJJY OF PEARLAND TUNNEL GROUT 3.02 EQUIPMENT A Batch and mix grout in equipment of sufficient size and capacity to provide the necessary quality and quantity of grout for each placement stage. B Use equipment for grouting of a type and size generally used for the work,capable of mixing grout to a homogeneous consistency, and providing means of accurately measuring grout component quantities and accurately measuring pumping pressures. Use pressure grout equipment which delivers grout to the injection point at a steady pressure. 3.03 ANNULAR GROUTING FOR WATER AND SEWER LINES IN CASED OR UNCASED AUGERS A Fill the annular space between the water and sewer pipes and the casing or ground, with grout. B Placement Limits: The limits of each grout placement stage shall be predetermined by the size and capacity of the batching equipment and the initial set time of the proposed grout. Under no circumstances shall placement continue at a grout port longer than that period of time for the mix to take initial set. Grout hole spacing and locations shall be located according-to the number of stages necessary to grout tunnel liners. A stage or lift cannot be installed on another lift until a proper set has been attained. Have placement procedures approved by the admixture or additive manufacturer C Limit pressure on the annular space to prevent damage or distortion to the pipe or liner Define the limiting and estimated required pressure range. Provide an open ended, high point tap or equivalent vent and monitor it at the bulkhead opposite to the point of grouting. D Pump grout until a material discharging is similar in consistency to that at point of injection. E In a primary lined tunnel, limit length of pipe installed to 200 feet or less before grouting the same length of sewer line. Repeat this cycle until all pipe is installed and grouted. F Remove temporary bulkheads installed for grouting. 3.04 PRESSURE GROUTING FOR JACKED PIPE A For jacked pipe 60 inches in diameter or greater, pressure grout the annulus after installation, displacing the bentonite lubrication. Jacked pipes less than 60-inch diameter may be left ungrouted unless the excavated diameter exceeds the external pipe diameter by more than one inch. B Inject grout through grout holes in the water and sewer pipes. Drilling holes from the surface or through the carrier pipe walls is not allowed. Perform grouting by injecting 07/2006 02430-4 of 5 I , CITY OF PEARLAND TUNNEL GROUT it at the pipe invert with bentonite displacement occurring through a high point tap or vent. C Control ground water as necessary to permit completion of grouting without separation of the grout.materials. D Limit pressures to prevent damage or distortion to the pipe or to keep flexible pipe within acceptable tolerances. E Pump grout until material discharging is similar in consistency to that at point of injection. 3.05 GROUND STABILIZATION GROUTING A Completely fill voids outside the limits of excavation caused by caving Or collapse of ground. Fill with gravity or pressure injected sand-cement grout as necessaryto fill the void. B \Take care in grouting operations to prevent damage to adjacent utilities or public or private property Grout at a pressure that will not distort or imperil any portion of the work or existing installations or structures. C Verify that the void has been filled by volumetric comparisons and visual inspection. In the case of settlement under existing slabs,take cores as directed by the Engineer,at no additional cost to the Owner,to demonstrate that the void has been filled. 3.06 FIELD QUALITY CONTROL A Annular Grouting for Sewer Line in Cased or!incased Augers. For cased or uncased augers,make one set of four compressive test specimens for each grouting operation, or for each 100 feet of pipe installed,whichever is more frequent. i B Pressure Grouting for Jacked Pipe. Make one set of four compressive test specimens for every 400 feet of jacked pipe pressure grouting. C Ground Stabilization Grouting. Make one set of four compressive test specimens for every location where ground stabilization grouting is performed. END OF SECTION 07/2006 02430-5 of 5 CITY OF PEARLAND WATER MAINS Section 02510 WATER MAINS 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of water mains,including valves,fire hydrants,wet connections,cut and plug of mains,disinfection,and hydrostatic testing for pipelines. B References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350 T Submittals 3. Section 02514—Fire Hydrant Assembly 4 Section 03300—Cast-in-Place Concrete 5 Section 02512_Polyethylene Wrap 6. Section 02417—Augering Pipe for Water Lines 7 Section 02515 Water Tap and Service Line Installation 8. Section 02318—Excavation and Backfill for Utilities 9.• Section 02980—Pavement Repair 10. Section 01450—Testing Laboratory Services C Referenced Standards: 1 Texas Commission on Environmental Quality(TCEQ) 2. American Water Works Association(AWWA) 3. American Society for Testing and Materials(ASTM) 1.02 MEASUREMENT AND PAYMENT A Measurement for water mains open cut or augered, with or without casing, is on a linear foot basis for each size of pipe installed. 1 Mains: Measure along axis of pipe and include fittings and valves. 2. Branch Pipe:Measure from axis of main to end of branch. B Measurement for wet connections is on a per each basis. C Measurement for cut plug and abandonment of existing water mains is on a per each basis. D Refer to Section 01200—Measurement and Payment'Procedures. 1.03 QUALITY ASSURANCE A Regulatory Requirements 1 Pipe shall bear Underwriter's Laboratories(UL)or Factory.Mutual(FM)label. 2. Pipe material acceptable without penalty to State's community fire insurance rating agency. 3. System acceptable to City and TCEQ ti 03/2008 02510-1 of 9 CITY OFPEARLAND WATER MAINS 4 Bacteriological disinfection acceptable to local health officials and Texas Department of Health. 5 Water taps and draw-off lines in compliance with local municipal specifications and regulations. 1.04 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Product Data: 1 Obtain from pipe manufacturer installation instructions,manuals,and printed recommendations,except for Owner furnished pipe. 2. Retain product data on job site for reference. 3 Submit certified record of tests of pipe, fittings, or valves upon request of Engineer. 4 Submit hydrant manufacturer flow and friction loss curve. C Samples: 1 Notify city when system is pressure tested and disinfected.City will take all samples for bacteriological testing as required by TCEQ 1.05 PRODUCT a LING A Deliver pipe to trench in sound,undamaged condition. B Cut pipe neatly avoiding sharp,ragged,or,unbeveled,plain ends and do not damage lining by cutting. C Remove damaged or rejected materials from project site. 1.06 ENVIRONMENTAL REQUIREMENTS A Do not lay pipe when it is raining or when trench is muddy,soft,or contains standing water 2.0 PRODUCTS 2.01 FITTINGS A ' Ductile iron or gray cast iron complying with AWWA C 110. B Mechanical joint fittings: AWWA C 110 and C 111. C All fittings shall be cement lined according to AWWA C-104. 2.02 POLYVINYL CHLORIDE(PVC)PRESSURE PIPE 03/2008 02510-2 of 9 CITY OF PEARLAND WATER MAINS A Pipe: PVC pressure pipe 4 inches through 12 inches for water shall conform to AWWA C-900. Class 150 pipe shall conform to requirements of DR18. PVC compounds shall conform to ASTM D1784 B Joints:Joints of plastic pressure pipe using elastomeric seals shall conform to ASTM D3139 Elastic seals shall conform to ASTM F-477 C Fittings:Above ground Fittings shall have welded steel joints conform to AWWA C- 100 with joints meeting the requirements of AWWA C-ill and below ground shall be mechanical joint fittings meeting the requirements Of AWWA C-11'1,unless approved otherwise in writing by the Engineer D Tests: 1 Each standard,random,or short length.ofpipe and each coupling sleeve,when manufactured from..same material as pipe,shall be tested in accordance with USDC CS-272. 2. Use Class 150 except pipe 6 in.or less shall be Class 200. 2.03 FIRE HYDRANTS A Conform to requirements of Section 02514—Fire Hydrant Assembly 2.04 VALVES jr A General. 1 Manual operators: a. Provide handwheel manual operators for in-plant valves. b. Equip buried valves with 2 in.square operating nuts. 2: Furnish no less than one operating key with each lot of 10 buried valves with nut operators. 3 Rotation: a. Direction: OPEN COUNTERCLOCKWISE(OPEN LEFT). 4. Shop coating: a. Shop coat ferrous metal surfaces of valves both interior and exterior for corrosion protection. b. Protect internal iron surfaces of valves with, coating of 4 mils. of two-part thermosetting epoxy .AWWA C 550. 5 Working and test pressures: a. Valves 2 in. through 12 in. 200 psi working pressure, 400 psi hydrostatic test pressure. b. Valves 14 in. through 36 in. 150 psi working pressure, 300 psi hydrostatic test pressure. B Gate Valves(3 in.Through 36 in.): 1 , Buried valves: a. Comply with AWWA C500,non-rising stem(NRS);resilient wedge. b. Cast iron body and bonnet,inside screw c. Bronze: Seat and disc rings,stem and mountings,and disc wedges. d. "0"ring sealed stem and 2 in.square operating nut. 03/2008 02510-3 of 9 CITY OF PEARLAND WATER MAINS e. Valves 2 in.through 12 in.: Vertical type without by-passes. f. Valves 16 in.through 36 in. Horizontal type with enclosed steel bevel gears resilient wedge,standard size by-pass valves. g. Stuffing box and bonnet bolts and nuts to be 304 stainless steel. h. Install in section of horizontal pipe. i. Mechanical joint ends with gasket complying with AWWA C 111 j. Acceptable product: 1) "500 Series",KennedyValve Manufacturing Co. 2) "2480 Series",CLOW 3) "A-2380 Series",Mueller Co. i C Tapping Valves and Tapping Sleeves: a. Tapping Sleeves shall be solid stainless steel and valves shall conform with other as mentioned above. D Valve Boxes: 1 Cast iron,threaded screw extension sleeve type,adjustable suitable for depth of cover over pipe,with base and cover 2. 3/16 in.thick, 5 in.diameter minimum. 3 Coat valve box, base, and cover with coating of 4 mils. of two-part thermosetting epoxy AWWA C 550.. 4. Provide with suitable cast iron bases and covers. 5 Covers: Cast name designating type of service, e.g., "WATER" for water service. 2.05 RELATED MATERIALS A Concrete: As specified in Section 03300—Cast-in-Place Concrete. B Meter Box: 1. Cast iron to Owner's dimensions: ASTM A 48. C Underground Copper Tubing: Type "K" soft annealed, ASTM B 88, straight 20 ft. lengths in 1 4 in.and 2 in.sizes. D Corporation and Curb Stops and Fittings: ASTM B 62,NSF 61 low lead brass. 3.0 EXECUTION 3.01 PREPARATION A Thoroughly clean pipe interiors of foreign matter before being lowered into trench. B Clean hydrant and valve interiors of foreign matter before installation. 3.02 INSTALLATION A Inspection: 03/2008 02510-4 of 9 CITY OF PEARLAND WATER MAINS 1 Carefully examine each piece of pipe for soundness and specifications compliance after delivery at trench before placing in trench. 2. Remove rejected pipe and fittings from site of work and replace with sound pipe. 3 Pipe and fittings will be rejected because of any of the following: a. Cracks in pipe or fittings. b. Damaged or cracked ends. c. Damaged gaskets or gasket groves. d. Less than minimum wall thickness. e. Defects and deformations. B Cleaning: 1 Clean interior of pipe and fittings of foreign matter before laying. 2. Keep interiors and ends clean during installation. 3 Keep joint contact surfaces clean during installation. 4 Take precautions to prevent foreign material from entering pipe during installation. 5 Do not place rubbish,tools,rags,or other materials in pipe. 6. Whenever pipe laying is stopped,place'plugs in uncompleted ends of pipe. C Installation: 1 Install pipe, couplings, and fittings in accordance with pipe manufacturer's recommendations. 2. Install gaskets and necessary lubricants. 3 Full length of each barrel of pipe shall rest solidly on pipe bed with recesses excavated to accommodate bells and joints. 4 Take up and relay pipe that has grade or joint disturbed. 5 Do not joint pipe with water in trench. 6. Keep water out of trench until jointing is completed. 7. Do not lay water pipe closer than 10 ft.horizontally from sanitary sewer 8. Do not locate joints at cross-overs with sanitary sewers closer than 9 ft.from cross-over point. 9 Where water lines cross sanitary sewers,construct in accordance with TCEQ standards. 10. Where pipe ends are left for future connections, install valve and plug or cap end. Forty feet minimum line'section required between valve and plug or cap end. 1 I Install concrete thrust blocking at bends and tees and at ends of lines to provide adequate reaction backing. D Polyvinyl Chloride(PVC)Pipe: Install in compliance with ASTM D 2774 E Steel Pipe: Installation in a dry augered hole shall comply with Section 02417 — Augering Pipe fol•Water Lines. F Setting Valves,Valve Boxes,and Fire Hydrants: 1 Set plumb. 2. Center valve boxes on valves. 03/2008 02510-5 of 9 A CITY OF PEARLAND WATER MAINS _ 3 Where feasible,locate valves outside area of roads and streets. 4 Carefully tamp earth fill around each valve box to distance of 4 ft.on all sides or to undisturbed trench face if less than 4 ft. 5 Set hydrants at elevation so that connecting pipe will not have less cover than mains. 6. Set hydrants on concrete pad. 7 Depth of bury of hydrant is defined as distance from bottom of inlet pipe to ground line. 8. Place concrete thrust block back.of hydrant opposite pipe connections set against vertical face of trench to prevent from blowing off line. 9 Use 5/8 in.stock stainless steel bridle rods and rod collars. 10. Place not less than 5 cu. ft.of broken stone around base of hydrant to ensure drainage. 11 Compact backfill to grade'line. 12. Tighten stuffing boxes. 13 Test hydrant and valve in opened and closed position to ensure that parts are in working condition. G Anchorage of Fittings: 1 Anchor tees,elbows,and plugs in water mains with concrete thrust blocks. 2. Place blocks so that joints will be accessible for inspection and repair 3.03 WET CONNECTIONS A Definitions: 1 Wet connections consist of isolating sections of pipe to be connected with installed valves,draining the isolated sections,and completing the connections. 2. Connection of 2 inch or smaller lines,which may be referred to on Plans as"2 inch standard connections"or"gooseneck connections"will be measured as 2" wet connections. This item is not to be used as any part of a 2-inch service line. B Materials: 1 Corporation stops and saddles shall conform to requirements of Section 02515- Water Tap and Service Line Installation. 2. Valves shall conform to requirements of Section 02541 — Fire Hydrant Assembly 3. Brass fittings shall conform to requirements of AWWA C800. C Execution: 1. Plan wet connections in such manner and at such hours as to least inconvenience public. Notify Engineer at least 48 hours in advance of making connections. 2. DO NOT OPERATE VALVES ON MAINS IN USE BY OWNER.Owner will handle, at no cost to Contractor, all operations involving opening and closing valves for wet connections. 03/2008 02510-6 of 9 C17Y OF PEARLAND WATER MAINS f ' 3 Conduct connection operations when Inspector is at job site. Connection work shall progress without interruption until complete,,once existing mains have been cut or plugs have been removed for making connections. D 2-Inch Wet Connections 1 Tap water main. Provide and install corporation stops;saddles;copper tubing as required for line and grade adjustment;and brass fittings necessary to adapt to existing main. Provide 2-inch valves when indicated on Plans for 2-inch copper gooseneck connections. 3.04 CUT,PLITG AND ABANDONMENT OF MAINS A Materials: 1 Concrete for reaction blocks:Class B conforming to requirements of Section 03305. .j 2. Plugs and clamps shall be suitable for type of pipe to be plugged. B Execution 1 Do not begin cut,plug and abandonment operations until replacement main has been constructed, disinfected, and tested, and all service lines have been transferred to replacement main. 2. Install plug,clamp,and concrete reaction block and make cut at location shown on Plans. 3 Main to be abandoned shall not be valved off and shall not be cut or plugged other than at supply main or as shown on Plans. 4 After main to be abandoned has been cut and plugged,check for other sources feeding abandoned main. If sources are found,notify Engineer immediately Cut and plug abandoned main at point of other feed as directed by, Engineer 5. Plug or cap all ends or openings in abandoned main in an acceptable manner approved by Engineer. 6. Remove and dispose of all surface identifications such as valve boxes and fire hydrants. Valve boxes in improved streets,other than shell,may be poured fill of concrete after removing cap. 7 Backfill all excavations in accordance with Section 02318—Excavation and Backfill for Utilities. 8. Repair all street surfaces in accordance with Section 02980—Pavement Repair 3.05 HYDROSTATIC TESTING A Hydrostatically test all new water pipelines for liquids before connecting to water distribution system. B Pipelines shall be tested in lengths between valves,Or plugs, of not more than 1,500 feet unless greater length is approved by Engineer C Conduct hydrostatic tests in presence of Engineer in accordance with requirements of this Section. D Preparation. 03/2008 02510,7 of 9 CITY OFPEARLAND WATER MAINS 1. Disinfectwater system pipelines prior to hydrostatic testing. E Test Procedures: 1 Furnish,install,and operate connections,pump,meter and gages necessary for hydrostatic testing. 2. Allow pipeline to sit minimum of 24 hours from time it is initially disinfected until testing begins, to allow pipe wall or lining material to absorb water. Contractor should be aware that periods of up to 7 days may be required for mortar lining to become saturated. 3 Expel all air and apply a minimum test pressure of 125 psi or 150 psi as directed by Engineer. 4 Maintain test pressure for 8 hours. If a large quantity of water is required to maintain pressure during test,testing shall be discontinued until cause of water loss is identified and corrected. F Allowable Leakage for Water Mains: 1 During hydrostatic tests,no leakage will be allowed for sections of water mains consisting of welded joints. 2. Maximum allowable leakage for water mains with rubber gasketed joints: 11.65 gallons per inch nominal diameter per mile of pipe per 24 hours while testing at the required pressure. G Correction for Failed Tests: 1 Repair all joints showing visible leaks on surface regardless of total leakage shown on test. Check all valves and fittings to ensure that no leakage occurs that could affect or invalidate test. Remove any cracked or defective pipes, fittings and valves discovered during pressure test and replace with new items. 2. Repeat test until satisfactory results are obtained. 3.06 DISINFECTION A All waterlines constructed shall be promptly,disinfected before any tests are conducted on waterlines and before waterlines are connected to water distribution system. B Water for disinfection and flushing will be furnished without charge to Contractor C Preparation. 1 Furnish all required temporary blind flanges,cast-iron sleeves,plugs,and other items needed to facilitate disinfection of new mains prior to connecting them to water distribution system. Normally,each valved section of waterline requires two each 3/4-inch taps. A 2-inch minimum blow-off is required for waterlines up to and including 6-inch diameter 2. Fire hydrants shall be used as blow-offs to flush newly constructed waterlines 8-inch diameter and above. Where fire hydrants are not available on waterlines,locations and designs for blow-offs shall be as indicated on Plans. Install temporary blow-off valves and remove promptly upon successful completion of disinfection and testing. Abandon tap by use of a full circle stainless steel clamp. 03/2008 02510-8 of 9 I , CITY OF PEARLAND WATER MAINS 3. Slowly fill each section of pipe with water in a manner approved by Engineer Average water velocity when filling pipeline should be less than 1 fps and shall not, under any circumstance, exceed 2 fps. Before beginning disinfection operations,expel all air from pipeline. 4. All excavations made shall be backfilled immediately after installation of risers or blow-offs. 5 Install blow-off valves at end of main to facilitate flushing at all dead-end water mains. Install permanent blow-off valves as per drawing. D Disinfection: 1 Use not less than 100 parts of chlorine per million parts of water Introduce chlorinating material to water lines in accordance with AWWA C651. After contact period of not less than 24 hours, flush system with clean water until residual chlorine is no greater than 1.0 parts per million parts of water Open and close valves in lines being sterilized several times during contact period. 2. If a chemical compound is used for a sterilizing agent, it shall be placed in pipes as directed by Engineer E Bacteriological Testing: 1 After disinfection and flushing of waterlines, bacteriological tests will be performed by Owner or testing laboratory in accordance with Section 01450— Testing Laboratory Services. If test results indicate need for additional disinfection of waterlines based upon Texas Department of Health requirements,Contractor shall perform additional disinfection operations at no additional cost to the Owner. F Completion: 1. Upon completion of disinfection and testing, remove risers except those approved for use in subsequent hydrostatic testing, and backfill excavation promptly END OF SECTION 03/2008 02510-9 of 9 CITY OF PEARLAND WATER METERS Section 02511 WATER METERS M1 1.0 GENERAL 1.01 SECTION INCLUDES A Water meters for customer service,including submeters (i.e.,cooling tower meters, sewer credit meters,etc.),for fire service in sizes 5/8 inch through 10 inches. B References to Technical:Specifications: 1 Section 01200—Measurement and Payment 2. Section 02510—Water Mains 3 Section 02541 —Water and Wastewater Line Valves 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of water meters furnished by the Owner is on an each basis for each meter type and size. Payment includes all labor and materials required for installation of water meters furnished by the Owner as indicated on Plans. B Refer to Section 01200—Measurement and Payment Procedures. 2.0 PRODUCTS 2.01 GENERAL A Water meters shall be furnished by the Owner, 2.02 CONNECTIONS AND FITTINGS A Connections. Provide pipe in accordance with Section 02510 — Water Mains, restrained joints only B Fittings: Restrained ductile iron; push-on bell joints or mechanical joint fittings outside of meter vault installations; Class 125 flanged inside meter vaults; cement mortar lined andsealed. 2.03 LAYING LENGTHS A The minimum length(with 1 inch tolerance)for meter and standard strainer shall be shown as indicated on the detail drawing for water meters. 03/200 02511-1 of 2 CITY OF PEARLAND WATER METERS 3.0 EXECUTION 3.01 TAPPING AND SERVICE LINE INSTALLATION A Refer to Section 02541—Water and Wastewater Line Valves for tapping requirements. END OF SECTION ti ti 03/2008 02511-2 of 2 CITY OF,PEARLAND POLYETHYLENE WRAP Section 02512 POLYETHYLENE WRAP 1.0 GENERAL 1.01 SECTION NCLUDES A Polyethylene wrap for cast and ductile iron pipe to be used only in open-cut construction when cathodic protection system is not required by Plans. B References to Technical Specifications: 1 Section 01350—Submittals C Referenced Standards: 1 American Water Works Association(AWWA) a. AWWA C105 American National Standard for Polyethylene Encasement for Ductile-Iron Pipe Systems 2. American Society of Testing and Materials(ASTM) a. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for polyethylene wrap. Include cost of polyethylene wrap in unit price for items wrapped. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit manufacturer's product data for proposed film and tape for approval. 2.0 PRODUCTS 2.01 MATERIALS A Polyethylene Film: Tubular or,sheet form without tears,breaks,holidays or defects; AW WA with requirements of AW A C 105,2.5 to 3 percent carbon black content, either low-or high-density- 1 Low-density polyethylene film. Low-density polyethylene film shall be manufactured of virgin polyethylene material conforming to the following requirements of ASTM DF 1248. a. Raw material. I) Type I 2) Class: C(black) 3) Grade:E-5 07/2006 02512-1 of 4 CITY OF PEARLAND POLYETHYLENE WRAP 4) Flow rate (formerly melt. index): 0.4 g/10 minute, maximum 5) Dielectric strength: Volume, resistivity, 1015 ohm-cm, minimum b. Physical properties. 1) Tensile strength: 1200 psi,minimum 2) Elongation.300 percent,minimum 3) Dielectric strength. 800 V/mil thickness,minimum c. Thickness: Low-density polyethylene film shall have a nominal thickness of 0.008 inch. The minus tolerance on thickness is 10 percent of the nominal thickness. 2. High-density,cross-laminated polyethylene film:High-density,cross laminated polyethylene film shall be manufactured of virgin polyethylene material conforming to the following requirements of ASTM D 1248 a. Raw material. 1) Type: III 2) Class: C(black) 3) Grade:P33 4) Flow rate (formerly,melt index): 0.4 to 0.5g/10 minute, maximum 5) Dielectric strength. Volume resistivity, 1015 ohm-cm, minimum b. Physical properties. 1) Tensile strength. 5000 psi,minimum 2) Elongation: 100 percent,minimum 3) Dielectric strength. 800 V/mil thickness,minimum c. Thickness: Film shall have a nominal thickness of 0.004 inch. The minus tolerance of thickness is 10 percent of the nominal thickness. B Polyethylene Tape: Provide 3-inch wide,plastic-backed,adhesive tape;PolykenNo. 900,Scotchwrap No.50,or equal. 3.0 EXECUTION 3.01 INSTALLATION A Preparation: 1. Remove all lumps of clay, mud, cinders, etc., on pipe surface prior to installation of polyethylene encasement. Prevent soil or embedment material from becoming trapped between pipe and polyethylene. 2. Fit polyethylene film to contour of pipe to affect a snug fit, but not tight; encase with minimum space between polyethylene and pipe. Provide sufficient slack in contouring to prevent stretching polyethylene where it bridges irregular surfaces,such as bell-spigot interfaces,bolted joints or fittings,and to prevent damage to polyethylene due to backfilling operations. Secure overlaps and ends with adhesive tape to hold polyethylene encasement in place until backfilling operations are complete. 07/2006 02512-2 of 4 CITY OF PEARLAND POLYETHYLENE WRAP 3. For installations below water table and/or in areas subject to tidal actions,seal both ends of polyethylene tube with adhesive tape at joint overlap. B Tubular Type(Method A): 1 Cut polyethylene tube to length approximately 2 feet longer than pipe section. Slip tube around pipe,centering it to provide 1-foot overlap on each adjacent pipe section,and bunching it accordion-fashion lengthwise until it clears pipe ends. 2. Lower pipe into trench and make up pipe joint with preceding section of pipe. Make shallow bell hole at joints to facilitate installation of polyethylene tube. 3 After assembling pipe joint,make overlap of polyethylene tube. Pull bunched polyethylene from preceding length of pipe,slip it over end of new length of pipe,and secure in place. Then slip end of polyethylene from new pipe section over end of first wrap until it overlaps joint at end of preceding length of pipe. Secure overlap in place. Take up slack width at top of pipe to make a snug,but not tight,fit along barrel of pipe,securing fold at quarter points. 4 Repair cuts,tears,punctures,or other damage to polyethylene. Proceed with installation of next seetion of pipe in same manner. C Tubular Type(Method B): 1 Cut polyethylene tube to length approximately 1 foot shorter than pipe section. Slip tube around pipe,centering it to provide 6 inches of bare pipe at each end. Take up slack width at top of pipe to make a snug, but not tight, fit along barrel of pipe,securing fold at quarter points,secure ends. / 2. Before making up joint, slip 3-foot length of polyethylene tube over end of preceding pipe section, bunching it accordion-fashion lengthwise. After completing joint, pull 3-foot length of polyethylene over joint, overlapping polyethylene previously installed on each adjacent section of pipe by at least 1 foot;make each end snug and secure. 3 Repair cuts,tears,punctures,or other damage to polyethylene. Proceed with installation of next section of pipe in same manner. D Sheet Type: 1 Cut polyethylene sheet to a length approximately 2 feet longer than pipe section. Center length to provide 1-foot overlap on each adjacent pipe section, bunching it until it clears pipe ends. Wrap polyethylene around pipe so that it circumferentially overlaps top quadrant of pipe. Secure cut edge of polyethylene sheet at intervals of approximately 3 feet. 2. Lower wrapped pipe into trench and make up pipe joint with preceding section of pipe. Make shallow bell hole at joints to facilitate installation of polyethylene. After completing joint,make overlap and secure ends. 3. Repair cuts,tears,punctures,or other damage to polyethylene. Proceed with installation of next section of pipe in same manner E Pipe-shaped Appurtenances. Cover bends, reducers, offsets, and other pipe-shaped appurtenances with polyethylene in same manner as pipe. 07/2006 02512-3 of 4 4 CITY OF PEARLAND POLYETHYLENE WRAP F Odd-shaped Appurtenances: When it is not practical to wrap valves,tees,crosses,and other odd-shaped pieces in tube, Wrap with flat sheet or split length of polyethylene tube by passing sheet under appurtenance and bringing it up around body Make seams by bringing edges together,folding over twice,and taping down. Tape polyethylene securely in place at valve stem and other penetrations. G Repairs: Repair any cuts,tears,punctures,or damage to polyethylene with adhesive tape or with short length of polyethylene sheet or cut open tube,wrapped around pipe to cover damaged area,and secured in place. H Openings in Encasement: Provide openings for branches,service taps,blowoffs,air valves, and similar appurtenances by making an X-shaped cut in polyethylene and temporarily folding back film. After appurtenance is installed,tape slack securely to appurtenance and repair cut,as well as other damaged area in polyethylene,with tape. Service taps may, also be made directly through polyethylene, with any resulting damaged areas being repaired as described above. I Junctions between Wrapped and Unwrapped Pipe: Where polyethylene-wrapped pipe joins an adjacent pipe that is not wrapped,extend polyethylene wrap to cover adjacent pipe for distance of at least 3 feet. Secure end with circumferential turns of tape. Wrap service lines of dissimilar metals with polyethylene or suitable dielectric tape for minimum clear distance of 3 feet away from cast or ductile iron pipe. END OF SECTION 07/2006 02512-4 of 4 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY - Section 02514 FIRE HYDRANT ASSEMBLY 1.0 GENERAL 1.01 SECTION INCLUDES A Fire hydrants. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 02634—Ductile Iron Pipe and Fittings 4 Section 02635—Steel Pipe and Fittings 5 Section 02534—PVC Pipe 6. Section 02510—Water Mains C Referenced Standards: 1. National Fire Protection Association(NFPA) 2. American Water WOrks Association(AWWA) 3 American National Standards Institute(ANSI) 4 National Association of Corrosion Engineers(MACE) 5. Food and Drug Administration(FDA) 1 6. Steel Structures Painting Council(SSPC) 7 Texas Commission on Environmental Quality(TCEQ) 8. National Sanitation Foundation(NSF) 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of fire hydrants is on a per each basis,complete in place. Payment includes all valves,fittings,bedding,backfill,and thrust blocking required for the installation of the fire hydrant assembly B If fire hydrant leads are included as a Bid Item,measurement will be on a linear foot basis. Separate payment will be made for open cut and augered leads. C Measurement for removing and salvaging of fire hydrants is on a per each basis. Payment includes removing hydrant and valve if available, plugging lead, and removing materials from site&'returning salvaged fire hydrants to Owner. D Refer to Section 01200_Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. 07/2006 02514-1 of 7 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 1 Shop drawing(s)for proposed hydrant:Include model number,parts list,and material specifications, unique drawing number and descriptive legend identifying hydrant. 2. Material safety data sheets for lubricants. 3 Affidavit of compliance for coating materials. 4 Certified hydraulic performance test report for proposed hydrant. 2.0 PRODUCTS 2.01 HYDRANT MATERIALS A Hydrants: AWWA C502; dry barrel design, tamper resistant; same manufacturer throughout project. 1 0-Ring Seal Packing: Prevent water leakage between barrel and lubrication chamber Provide dynamic seals of Buna"N" or other oil resistant material and static seals of Buna"N"or other approved synthetic rubber 2. Bronze: Hydrant components in waterway to contain not more than 15 percent zinc and not more than 8 percent lead. 3. Acceptable Manufacturer Mueller Super Centurian 250,American Darling B- 84-B,Clow Medallion,or East Jordan Iron Works WaterMaster 5CD250. B Operating Stems: Everdur,or other high-quality non-corrodible metal where threads are located in barrel or waterway Bronze-to-bronze working parts in waterway; genuine wrought iron or steel where threads are not located in barrel or waterway, bronze bushed at penetration of stuffing box,seal threads against contact with water regardless of open or closed position of main valve. Connect operating stems with breakable coupling. C Main Valve(shut-off valve): Circular;compression-type;closes with line pressure; minimum opening of 5-1/4 inches in diameter. Seal bottom end of stem threads from contact with water with cap nut. D Valve Mechanism: Bronze valve seat ring threaded into bronze drain ring; seat ring and main valve assembly removable from above ground through upper barrel with lightweight seat removal wrench,breakable stem coupling opposite barrel breakaway; bronze or corrosion-resistant pins and locking devices,bronze valve stem sleeve,0- ring seals and travel stop; sealed lubricating reservoir at top and bottom which fully lubricates threads and bearing surfaces when opening or closing main valve; thrust bearing or lubricated thrust collar for operating assembly Lubricants: Food Grade. Valve Seat: Molded "Natural" rubber; scale durometer rating of 90 ±5, minimum thickness of 1/2 inch. Natural Rubbers: Resistant to microbiological attack. E Lower Hydrant Barrel. Single piece coupled to upper barrel to allow 360°rotation of upper barrel. Bury Length: Distance from bottom of inlet to ground line as specified. Ground Line: Clearly marked on barrel. Indicate inside diameter and wall thickness (with tolerances)for upper barrel,lower barrel,and bonnet sections. Show dimensions at minimum sections to demonstrate compliance with Paragraph 3.2.6 of AWWA C502. 07/2006 02514-2 of 7 1 CITY OF.PFAItLAND FIRE HYDRANT ASSEMBLY _ F Extensions: Permit use of one or more standard extensions available from manufacturer in lengths from 6 inches to 60 inches in 6 inch increments. G Provide hydrants with automatic,positively operating,non-corrodible drain or drip valve to drain hydrant completely when main valve is shut. Bronze or corrosion resistant drain line. Tapping of drain holes is not required. H Inlet Connection: Elbow with AWWA Standard bell designed for 6-inch mechanical joint,or push-on.Joints: ANSI A21 11,AWWA Ci 11 I Operating Nut and Hold-down Nuts: Stainless steel or,cast or ductile iron with bronze inserts or,as an alternative,provide security device with bronze operating nut. Any such security devices shall not require special tools for normal off/on operation of hydrant. Fabricate hold-down assemblies of suitable metallic materials for service intended. J Field-Replaceable Nozzles: NFPA No. 194,ANSI B26-1925,mechanically attached to hydrant body counterclockwise;sealed with 0-rings and mechanically located into place; provide two hose nozzles with 2-1/2 inch nominal inside diameter and one pumper nozzle with 4 492"nominal inside diameter;National Standard Threads;lock in place with security device. K Pumper Nozzle: Allow a minimum unobstructed radius of 10 inches from threaded surface of nozzle throughout path of travel of wrench or other device used to fasten hose to nozzle. L Nozzle Caps: Security chains to hydrant barrel,minimum 1/8 inch diameter;"Natural" rubber or neoprene gasket seals. M Hydrant shoe with 6-inch cast or ductile-iron pipe diameter inlet,flanged, swivel or slip joint with harnessing lugs for restrained joints. Underground flanging shall incorporate minimum of six,full, 3/4-inch diameter electro-galvanized or cadmium coated steel bolts or four 5/8-inch diameter stainless or cadmium coated steel bolts. N Provide traffic model hydrants equipped with safety flange on hydrant barrel and stem. Equip body of hydrant with breakable flange,or breakable bolts,above finish grade. O Lubricants. Food grade oil or grease meeting requirements of FDA 21CFR178.3570 and manufactured with FDA approved oxidation inhibitors. P Hydrant Painting: 1 COLOR CODE(BONNETS) MAIN SIZE 6"and less Gloss White.Code No 225A120 8" Safety Orange Code No 225A 122 10"and 12" John Deere Green Code No 225A133 16' and 20" John Deere Yellow Code No 225A138 22"and up Safety Red Code No 225A123 07/2006 02514-3 of 7 I � CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 2. COLOR CODE Fire Hydrant Barrel Safety Blue Code No 225A120 Fire Hydrant Caps Glossy White Code No 225A123 Shop coated as follows: 3 Exterior Above Traffic Flange(including bolts and nuts) a. Surface Preparation. SSPC-SP10(NACE 2);near white blast cleaned surface. b. Coat with a three(3)coat alkyd/alkyd/silicone alkyd system with a total dry film thickness(DFT)of 6-9 mils as follows: 1) Prime Coat:Oil Modified Alkyd Primer,Acro Products No. 1104,Heavy Duty Tank&Steel Primer,or approved equal, SSPC Paint Specification No.25 Total dry film thickness (DFT): 2-3 mils. 2) Intermediate Coat: Heavy Duty Industrial Alkyd Enamel, Acro Products No. 2214, or approved equal, SSPC Paint Specification No. 104,Federal Standard FF-E-489 Total dry film thickness(DFT): 2-3 mils. 3) Finish Coat: Silicone Alkyd Resin Enamel,Acro Products No.2215 or approved equal,SSPC Paint Specification No. 21 Total dry film thickness(DFT): 2-3 mils. Exception: hydrant bonnet shall not be finish shop coated - only intermediate coated. Finish coating shall be field applied and color coded when installed. 4) Colors: Primer Manufacturers standard color Finish 'coat of hydrant body Blue (Acro 555 crystal blue or equivalent). Base connection caps. Finish coated white; paint white band of finish coat two inches(2")in width on hydrant body approximately six inches (6") above traffic flange and parallel thereto. Intermediate coat: Contrasting color to blue finish color,such as white. 4 Exterior Below Traffic Flange: a. Surface Preparation. SSPC-SP10(NACE 2);near white blast cleaned surface. b. Coat with a three(3)coat system as follows. 1) Primer and Intermediate Coat: Cal tar epoxy, Acro Products No. 4467, or approved equal; SSPC Paint Specification No. 16. Apply two(2)coats with a dry film thickness (DFT) of 8 - 10 mils each for a total dry film thickness (DFT)of 16-20 mils. 2) Finish Coat: Water based vinyl, acrylic mastic, Acro Products No.7782,or approved equal. Apply one(1)coat with a dry film thickness(DFT)of 6 -8 mils. Finish coat color Same as finish coat for exterior above traffic flange, i.e.blue(Acro 555 crystal blue or equivalent). 07/2006 1 02514-4of7 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 5. Interior Surfaces Above and Below Main Valve: a. All materials used for internal coating of hydrant interior ferrous surfaces must conform to ANSI/NSF Standard 61 as suitable for contact with potable water as required by TCEQ, Chapter 290, Subchapter D. Rules and Regulations for Public Water Systems. b. Surface Preparation.SSPC-SP10(NACE 2);near white blast cleaned surfaces. c. Coating: Liquid or powder epoxy system, AWWA Standard C550, latest revision. Coating may be applied in two(2)or three(3)coats, according to manufacturers recommendations, for a total dry film ' thickness(DFT)of 12- 18 mils. 6. General Coating Requirements: a. Coatings: Applied in strict accordance with manufacturer's recommendations. No requirements of this specification shall cancel or supersede written directions and recommendations of specific manufacturer so as to jeopardize integrity of applied system. b. Hydrant supplier shall furnish an affidavit of compliance that all • materials and work furnished complies with requirements of this specification and applicable standards referenced herein. 2.02 HYDRANT PERFORMANCE STANDARDS A Hydraulic Performance Standards: 1 Provide hydrants capable of a free discharge of 1500 gpm or greater from single,pumper nozzle at a hydrant inlet static pressure not exceeding 20 PSIG as measured at or corrected to hydrant inlet at its centerline elevation. 2. Provide hydrants capable of a discharge of 1500 gpm or greater from single pumper nozzle at a maximum permissible head loss of 8.0 psig (when corrected for inlet and outlet velocity head)for an inlet operating pressure not exceeding 37 psig as measured at or corrected to hydrant inlet at its centerline elevation. B Hydraulic Performance Testing: AWWA C502, conduct certified pressure loss and quantity of flow test by qualified testing laboratory on production model(5-foot bury length)of hydrant(same catalog number)proposed for certification. Submit certified test report containing following information: 1 Date of test, no more than five years prior to date of proposed use, on fire hydrant with similar hydraulic characteristics. 2. Name, catalog number, place of manufacture, and date of production of hydrant(s)tested. 3 Schematic drawing of testing apparatus, containing dimensions of piping elements including: a. Inside diameter and length of inlet piping. b. Distance from flow measuring points to pressure measurement point. c. Distance from flow and pressure monitoring points to hydrant inlet. d. Distance from pressure monitoring point to nozzles. e. Inside diameter and length of discharge tubing. 07/2006 02514-5 of 7 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 4 Elevation of points of measurement,' inlet, and reports, or certificates documenting accuracy of measuring devices used in test. 5. Conduct test on at least three separate hydrants of same fabrication design. Inlet water temperature: 70°F±5°F' C Provide hydrants equipped with breakable barrel feature and breakable valve stem coupling such that vehicular impact will result in clean and complete break of barrel and valve stem at breakable feature. Provide hydrant shutoff valve which remains closed and tight against leakage upon impact. 2.03 LEADS A Branches(Leads): Conform to requirements of Section 02634—Ductile-Iron Pipe and Fittings,Section 02635—Steel Pipe and Fittings,and Section 02534—PVC Pipe. 3.0 EXECUTION 3.01 INSTALLATION A Set fire hydrant plumb and brace at locations and grades as shown on Plans. When barrel of hydrant passes through concrete slab, place a piece of standard sidewalk expansion joint material, 3A inch thick, around section of barrel passing through concrete. B Locate nozzle centerline minimum 18 inches above finish grade. C Place 12-inch x 12-inch yellow indicators (plastic, sheet metal, plywood, or other material approved by Engineer)on pumper nozzles of'hew or relocated fire hydrants installed on new mains not in service. Remove indicators after new main is tested and approved by Engineer. D Do not cover drain ports when placing concrete thrust block. E Lubricate hydrants with food grade oil or with grease meeting requirements of FDA 21CFR178.3570 and manufactured with FDA approved oxidation inhibitors. F Accomplish replenishment of lubricant for hydrant working parts without removing hydrant bonnet. Store lubricant system in reservoir Lubricate bearing surfaces and working parts during normal operation of fire hydrant. G All changes in profile from approved plans due to obstructions not shown on plans which require a change in depth of bury of fire hydrant shall be approved in writing by Engineer for design prior to installation of hydrant. Any adjustment required in flow line of water main or to barrel length of fire hydrant shall be incidental to unit price of fire hydrant and no separate payment shall be made for such adjustments. H Remove and dispose of or salvage fire hydrants shown on Plans. 07/2006 02514-6 of 7 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY ti I Owner may,at any time prior to or during installation of hydrants for a specific project, randomly select a furnished hydrant for disassembly and laboratory inspection, at Owner's expense,to verify compliance with Owner's requirements. If such hydrant is found to be non-compliant, replace at Contractor's expense, all or a portion of furnished hydrants with hydrants that comply with Owner's requirements. J Install leads in accordance with Section 02510—.Water Mains. END OF SECTION I 07/2006 02514-7 of 7 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION Section 02515 WATER TAP AND SERVICE LINE INSTALLATION 1.0 GENERAL 1.01 SECTION INCLUDES A Tapping existing mains and furnishing and installing new service lines for water. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 02318—Excavation and Backfill for Utilities 3 Section 02520—Valve Boxes,Meter Boxes, and Meter Vaults C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM B 88,"Stand Specification for Seamless Copper Water Tube" 2. American Water Works Association(AWWA) a. AWWA C800 Standard Underground Service Line Valves and Fittings b. AWWA C900 Polyvinyl Chloride(PVC)Pressure Pipe,4"—12"for Water Distribution D Definitions. 1 Short Side.Connection-service line connecting proposed curb stop,located inside water meter box,to water main on same side of street. 2. Long Side Connection - service line connecting proposed curb stop,located inside water meter box,to water main on opposite side of street or from center of streets where supply main is located in street center such as boulevards and streets with esplanades. 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of 1 inch water taps and service lines is on a per each basis. Separate measurements will be made for "Short Side" and "Long Side" connections. B Measurement for installation of 2 inch Water taps and service lines is on a per each basis. Separate measurements will be made for "Short Side" and "Long Side" connections. C Payment for installation of water taps and service lines includes locating water main, tap installation and connection to meter,restoring site,excavation,bedding,backfill, compaction,push-unders,etc.,and,all other labor and materials required to complete installation•as indicated on Plans. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A 07/2006 02515-1 of 6 CITY OF PEARLAND WATER TAP AND SERVICE.LINE INSTALLATION A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit manufacturer's product data for approval. 2.0 PRODUCTS 2.01 MATERIALS A Copper Tubing: 1 Provide Type K annealed, seamless, copper tubing, 1-inch to 2-inch in diameter conforming to requirements of ASTM B 88. 2. Furnish 1 inch tubing in straight stock of a minimum 20 feet in length. Furnish 2 inch tubing in coils 40 feet in length. 3. All tubing shall be manufactured in United States of America. Copper tubing may be inspected and tested by a laboratory designated by the Owner at point of manufacture or locally Furnish tubing,without cost,to designated testing laboratory with mil compliance certificates. 4 Provide compression-type brass fittings for use with Type K annealed copper tubing in accordance with AWWA C800. B Polyethylene Tubing-SDR 9 CTS. C Corporation Stops. AWWA C800 as modified herein: 1 Inlet End: AWWA standard thread. 2. Valve Body Tapered plug type,0-ring seat ball type,or rubber seat ball type. 3. Outlet End. Compression type fitting for use with type-K,soft copper D Provide taps for various water main types and sizes in accordance with following schedule: PIPE TAPPING SCHEDULE WATER MAIN SERVICE SIZE TYPE AND DIAMETER 1" 2" 4"Cast Iron or Ductile DSS,WBSS DSS,WBSS Iron 4"Asbestos Cement WBSS DSS,WBSS 4"PVC(AWWA DSS,WBSS DSS,WBSS C900) 6" and 8" Cast Iron or DSS,WBSS DSS,WBSS Ductile Iron 6"and 8" Asbestos DSS,WBSS DSS,WBSS Cement 6"and 8" Cast Iron or DSS,WBSS DSS,WBSS Ductile Iron 07/2006 02515-2 of 6 CITY'OF PEARLAND WATERTAP AND SERVICE LINE INSTALLATION 6"and 8"PVC DSS,WBSS DSS,WBSS (AWWA C900) 12"Cast Iron or Ductile DSS,WBSS DSS,WBSS Iron 12"Asbestos Cement DSS;WBSS DSS,WBSS 12"PVC(AWWA C900) DSS,WBSS DSS,WBSS 16"and Up Cast Iron or DWBSS DWBSS Ductile Iron 16"and Up Asbestos DWBSS DWBSS Cement • 16"'and Up PVC DWBSS DWBSS (AWWA C900) DSS—Dual Strap Saddles WBSS—Wide Band Strap Saddles DWBSS—Dual Wide Band Strap Saddles *Mueller H-15092,or equal E. Dual Strap Saddles: Red brass body and straps;ductile-iron,vinyl-coated body and straps;or ductile-iron,vinyl-coated body and stainless-steel straps. I F Taps for PVC Water Mains. Use dual-strap or single,wide-band strap saddles which k I provide full support around circumference of pipe and bearing area of sufficient width along axis of pipe,2 inches minimum,ensuring that pipe will not be distorted when saddle is tightened. Romac Series 1 O1N wide-band,stainless-steel•tapping saddle with AWWA standard thread(Mueller thread)or equal. G Taps for Steel Pipe: Not allowed, unless specifically approved by Engineer Use saddle only if tap is approved on steel pipe. H Curb Stops and Brass Fittings: AWWA C800 as modified herein. 1 Inlet End. Compression-type fitting. 2. Valve Body Straight-through or angled,meter-stop design equipped with the following: a. 0-Ring seal straight plug type. b. Rubber seat ball type. 3 Outlet End. Female,iron-pipe thread or swivel-nut, meter-spud thread on 1 inch stops and 2-hole flange on 2 inch sizes. 4 Fittings.Ford or approved equal,use same size open end wrenches and tapping machines as used with respective Ford fittings. 5 Factory Testing of Brass Fittings. a. Submerge in water for 10 seconds at 85 psi with stop in both closed ,and open positions. b. Reject any fitting that shows air leakage. Owner may confirm tests locally Entire lot from which samples were taken will be rejected when random sampling discloses unsatisfactory fittings. 07/2006 02515-3 of 6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION I Angle Stops: In accordance with AWWA C800; ground-key,stop type with bronze lock-wing head stop cap; inlet and outlet threads conform to application tables of AWWA C800;and inlets compression connection. 1 Outlet for 1-inch size: Meter swivel nut with saddle support. 2. Outlet for 2 inch size: 0-ring sealed meter flange,iron pipe threads. J Fittings: In accordance:with AWWA C800 and. 1. Castings: Smooth, free from burrs, scales, blisters, sand holes, and defects which would make them unfit for intended use. 2. Nuts: Smooth cast and have symmetrical hexagonal wrench flats. 3. Thread fittings, of all types, shall have N.P T or AWWA threads, and male threaded ends shall be protected in shipment by plastic coating or other equally satisfactory means. 4 Compression tube fittings shall have Buna-N beveled gasket. 5 Stamp of manufacturer's name or trademark and size on body 3.0 EXECUTION 3.01 GENERAL A Set service taps at right angles to proposed meter location and locate taps in upper pipe segment within 45 degrees of pipe springline unless otherwise,approved by Engineer. B For service lines and lateral connections larger than those allowed in this Section,Part 2.01C,branch connections must be used. C Tapped collars of appropriate sizes: Approved in new construction only provided they are set at right angles to proposed meter location. D Ali 2-inch and smaller service taps on pressurized water mains: Use tapping machine manufactured for pressure tapping purposes. E Install service lines in open-cut trench in accordance with Section 02318—Excavation and Backfill for Utilities except that service lines under all paved roadways, other paved areas and areas indicated on Plans shall be installed in bored hole as specified in this Section. F Unless otherwise approved by Engineer,lay service lines with minimum of 30 inches of cover as measured from top of curb or, in absence of curbs, from centerline elevation of crowned streets or roads. Provide minimum of 18 inches of cover below flow line of all ditches to service lines,unless otherwise approved by Engineer G Service lines across existing street(push-tinders). Pull service line through prepared hole under paving. Only full lengths of tubing will be used. Take care not to damage copper tubing when pulling it through hole. A compression-type union is only permitted if Contractor cannot span underneath pavement with a full length of tubing. Contractor is allowed one compression-type union for each full length of tubing, provided it is not under the pavement. 07/2006 02515-4 of 6 A-- CITY OF PEARLAND WATER.TAP AND SERVICE LINE INSTALLATION H Maintain service lines free of dirt,coupons and foreign matter at all times. I Install service lines per City of Pearland. Standard Details. J Locate water meters in 4ccordance with City of Pearland Standard Details. Contact Engineer when major landscaping or trees conflict with service line and meter box location. No additional payment will be made for work on customer side of meter K Joints 1 ' Minimum joint spacing for 1 inch tubing shall be in multiples of 60 feet and for 2 inch tubing shall be in multiples of 40 feet. 2. Cut copper tubing squarely.by using an approved cutting tool and avoiding excessive pressure on the cutting wheels which might bend or flatten pipe walls. 3 For compression fittings,cut copper tubing squarely,prior to insertion into the fitting. Final assembly shall be in accordance with manufacturer's recommended procedure. L Bends 1 Bending of tubing 'shall be accomplished by using appropriate sized bending tool. No kinks, dents, flats, or crimps will be permitted, and should such occur,the damaged section shall be cut out and replaced. Bends shall have no smaller radius than radius of coil of tubing as packaged by manufacturer Copper tubing shipped in straight lengths conform to following: a. For 2-inch diameter Maximum of one 45 degree bend per 4 foot section. 3.02 CURB STOP INSTALLATION A Set curb stops or angle stops at outer end of service line inside of meter box. Secure opening in curb stop to prevent unwanted material from entering. In close quarters, make an "S" curve in the field. No flattening of tube. In all 1-inch services,install meter coupling,swivel-nut,or curb stop ahead of meter. Install straight meter coupling on outlet end of meter 3.03 SEQUENCE OF OPERATIONS A Open trench for proposed service line in accordance with Section 02318—Excavation and Backfill for Utilities. B Install curb stop on meter end of service line. C With curb stop open and prior to connecting service line to meter in slack position, open corporation stop and flush service line thoroughly Close curb stop, leaving corporation stop in full-open position. D Check service line for apparent leaks. Repair any leaks before proceeding. 07/2006 02515-5 of 6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION E Call to schedule inspection prior to backfilling. After inspection, backfill in accordance with Section 02318—Excavation and Backfill for Utilities. F Install meter box centered over meter with top of lid 3-inches above finished grade for grasses or landscaped areas,and flush with finished grade for paved areas. Meter box. Refer to Section 02520—Valve Boxes,Meter Boxes, and Meter Vaults. END OF SECTION 07/2006 02515-6 of 6 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS Section 02520 VALVE BOXES,METER BOXES,AND METER VAULTS 1.0 GENERAL 1.01 SECTION INCLUDES A Valve boxes for water service. B Meter boxes for water service. C Meter vaults for water service. D References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 03300—Cast-in-Place Concrete 4 Section 02542—Concrete Manholes and Accessories 5 Section 02318_Excavation and Backfill for Utilities 6. Section 01140—Contractor's Use of Premises 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for valve boxes under this Section.Include cost in Bid Items for which this Work is a component. B No separate payment will be made for installation of meter boxes furnished by the Owner under this Section. Include cost of installation of meter boxes in Bid Items for which the Work is a component. C Measurement for installation of meter vaults is on a per each basis for each meter vault type and size,complete in place. Payment includes all labor and materials required to complete installation as indicated on Plans. D Refer to Section 01200—Measurement and Payment Procedure§. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— ' Submittals. B Submit manufacturers product data for following items for approval. 1 Each type of valve box and lid. 2. Each type of meter box and cover 3 Each type of meter vault frame and cover. 02/2008 02520-1 of 4 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS C Submit Shop Drawings for cast-in-place meter vaults for approval if proposed - construction varies from Plans. D Submit manufacturer's certification that meter boxes purchased for Work meet the requirements of this Section. 2.0 PRODUCTS 2.01 VALVE BOXES A Provide adjustable,cast-iron,screw-type, valve boxes as manufactured by Bass and Hays Foundry,Inc.,or approved equal. Design of valve box shall minimize stresses on valve imposed by loads on box lid. B Cast the word"WATER"into lid, 1/2 inch in height and raised 3/32 inch,for valves serving potable water lines. C Coat boxes,bases,and lids by dipping in hot bituminous varnish. D Provide 6-inch PVC,Class 150,DR 18,riser pipes. E Concrete for valve box placement: 1 For locations in new concrete pavement, use strength and mix design of new pavement. 2. For other locations, use class "A" concrete, with minimum compressive ) strength of 3000 psi,conforming to requirements of Section 03300—Cast-in- Place Concrete. 2.02 METER BOXES A Refer to City of Pearland Standard Details or contact the Public Works Department for list of acceptable materials. 2.03 METER VAULTS A Meter vaults may be constructed of precast concrete, cast-in-place concrete,or solid masonry unless a specific type of construction is required by Plans. B Concrete for meter vaults: Class A concrete,conforming to requirements of Section 03300—Cast-in-Place Concrete,with minimum compressive strength of 4000 psi at 28 days. C Reinforcing steel for meter vaults:Conform to requirements of Section 03300—Cast- in-Place Concrete. 1 Grates and Covers: Conform to requirements of Section 02542—Concrete Manholes and Accessories. 02/2008 02520-2 of 4 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND.METER VAULTS 3.0 EXECUTION 3.01 EXAMINATION A Obtain approval from the Engineer for location of meter vault. B Verify:lines and grades are correct. C Verify compacted subgrade will support loads imposed by vaults. 3.02 VALVE BOXES A Provide riser pipe with suitable length for depth of cover indicated on Plans or to accommodate actual finish grade. B Install adjustable valve box and riser piping plumbed in a vertical position. Provide 6 inches telescoping freeboard space between riser pipe top butt end,and interior contact flange of valve box,for vertical movement damping. Riser may rest on valve flange, or provide suitable footpiece to support riser pipe. C Paint covers of new valve boxes as directed by the Owner 3.03 METER BOXES A Install plastic boxes in accordance with manufacturer's instructions. B Construct concrete meter boxes to dimensions shown on Plans. C Adjust top of meter boxes to conform to cover elevations specified in this Section, 3.05 "Frame and Cover for Meter Vaults" D Do not locate under paved areas unless approved by Engineer. Use approved traffic- type box with cast iron lid when meter must be located in paved areas. 3.04 METER VAULTS A Construct concrete meter vaults to dimensions and requirements shown on Plans.Do not cast in presence of water Make bottom as uniform as practicable. B Precast Meter Vaults. 1 Install precast vaults in accordance with manufactureer's recommendations. Set level on a minimum 3 inch thick bed of sand conforming to the requirements of Section 02318—Excavation and Backfill for Utilities. 2. Seal lifting holes cement-sand mortar or non-shrink grout. C Meter Vault Floor Slab: 1 Construct floor slabs of 6-inch-thick reinforced concrete. Slope floor 1/4 inch per foot toward sump. Make sump 12 inches in diameter,or 12 inches square, and 4 inches deep, unless other dimensions are required by.Plans. Install 02/2008 02520 13 of 4 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS dowels at maximum of 18 inches,center-to-center,or install mortar trench for keying walls to floor slab. 2. Precast floor slab elements may be used for precast vault construction. D Cast-in-Place Meter Vault Walls: 1 Key walls to floor slab and form to dimensions shown on Plans. Minimum wall thickness shall be 4 inches. 2. Cast walls monolithically One cold joint will toe allowed when vault depth exceeds 12 Feet. 3. Set frame for cover while concrete is still green. 3.05 FRAME AND COVER FOR METER VAULTS A Diamond Plate Aluminum as follows: 1 In unpaved areas,set top of meter box or meter vault cover 2 to 3 inches above natural grade. 2. In sidewalk areas,set top of meter box or meter vault cover 1/2 to 1 inch above adjacent concrete. 3.06 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises B Backfill and compact in accordance with Section 02318—Excavation and Backfill for Utilities. C In unpaved areas,slope backfill around meter boxes and vaults to provide a uniform slope 1 to 5 from top to natural grade. D In sidewalk areas slope concrete down from meter boxes to meet adjacent concrete. END OF SECTION 02/2008 02520-4 of 4 - 1 CITY OF PEARLAND GRAVITY SANITARY SEWERS Section 02530 GRAVITY SANITARY SEWERS 1.0 GENERAL 1.01 SECTION INCLUDES A Gravity sanitary sewers and. appurtenances, including cleanouts, stacks, service connections,and reconnections. B References to Technical Specifications: 1 Section 02415—Augering Pipe or Casing for Sewers 2. Section 01200—Measurement and Payment Procedures 3 Section 01350—Submittals 4 Section 01450—Testing Laboratory Services 5 Section 01500—Temporary Facilities and Controls 6. Section 01570—Trench Safety System 7 Section 02318—Excavation and Backfill for Utilities 8. Section 01564—Control of Ground Water and Surface Water 9 Section 02220—Site Demolition 10. Section 01140-Contractor's Use of Premises C Reference Standards: , 1 American Society for Testing and Materials(ASTM) a. ASTM D 1784,"Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds" b. ASTM F 477,"Standard Specification for Elastomeric Seals(Gaskets) for Joining Plastic Pipe" c. ASTM D 3034, "Standard Specification for Type PSM Poly Vinyl Chloride(PVC)Sewer Pipe and Fittings" d. ASTM F 679,"Standard Specification for Poly Vinyl Chloride(PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings" e. ASTM F 949,"Standard Specification for Poly Vinyl Chloride(PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings" f. ASTM D 794,"Standard Specification for Poly Vinyl Chloride(PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter" g. ASTM D 2241,"Standard Specification for Poly Vinyl Chloride(PVC) Pressure-Rated Pipe(SDR Series)" h. ASTM D 3212,"Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" i. ASTM D 3139,'"Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals" j. ASTM D 2444, "Standard Test Method for Determination for the Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup(Falling Weight)" 02/2008 02530-1 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS k. ASTM F 714, "Standard Specification for Polyethylene (PE)Plastic Pipe(SDR-PR)Based on Outside Diameter" 1. ASTM D 2657, "Standard Practice for Heat Fusion Joining and Polyolefin Pipe and Fittings" m. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" n. ASTM D 3350,"Standard Specification for Polyethylene Plastic Pipe and Fittings Materials" o. ASTM D 3681, "Standard Test Method for Chemical Resistance of Fiberglass (Glass-Fiber Reinforced Thermosetting-Resin) Pipe in a Deflected Condition" p. ASTM D 4161, "Standard Specification for Fiberglass(Glass-Fiber- Reinforced Thermosetting-Resin) Pipe Joints Using Flexible Elastomeric Seals" q ASTM D 3262, "Standard Specification for Fiberglass (Glass-Fiber- Reinforced Thermosetting-Resin)Sewer Pipe" r ASTM D 3754, "Standard Specification for Fiberglass (Glass-Fiber- Reinforced Thermosetting-Resin)Sewer and Industrial Pressure Pipe" s. ASTM D 618, "Standard Practice for Conditioning Plastics for Testing" t. ASTM C 828, "Standard Test Method for Low-Pressure Air Test of Vitrified Clay Pipe Lines" u. ASTM C 924, "Standard Practice for Testing Concrete Pipe Sewer Lines by Low-Pressure Air Test Method" v ASTM F 1417,"Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using Low-Pressure Air" 2. American Water Works Association(AWWA) a. AWWA C 900 Polyvinyl Chloride(PVC)Pressure Pipe,4"—12"for Water Distribution b. AWWA C 905 Polyvinyl Chloride(PVC)Water Transmission Pipe, Nominal Diameters, 14in.Through 36 in. 3 Plastic Pipe Institute(PPI) a. PPI TR3,"Policies and Procedures for Developing Hydrostatic Design Basis (HDB), Pressure Design Basis (PDB), Strength Design Basis (SDB), and Minimum Required Strength (MRS) Ratings for Thermoplastic Piping Materials or Pipe" 4 Texas Commission on Environmental Quality(TCEQ) 5 Texas Administrative Code(TAC) 1.02 MEASUREMENT AND PAYMENT A Measurement of pipe installed at depths 8-feet and less by open cut method is on a linear foot basis,measured and complete in place. Measurement will be taken along the center line of the pipe from center line to center line of manholes,except for pipe in casing or augered installation. B Payment includes sewer pipe, excavation, bedding, backfill and special backfill, shoring, earthwork, connections to existing manholes and pipe, stacks, cleanouts, 02/2008 02530-2 of 20 -.CITY OF PEARLAND GRAVITY SANITARY SEWERS accessories, inspection and testing.Depths beyond 8'will be paid by 2 vertical feet increments. C Refer to Section 02415—Augering Pipe or Casing for Sewers for measurement and payment of augered sewer pipe. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit inspection reports,testing reports,and video tape of television inspections as directed by Engineer C Submit proposed methods, equipment, materials and sequence of operations for Gravity Sanitary Sewer construction. Plan operations to minimize disruption of utilities to occupied facilities or adjacent property 1.04 QUALITY ASSURANCE A Qualifications. Gravity Sanitary Sewer shall be watertight both in pipe-to-pipe joints and in pipe-to-manhole connections. Perform testing in accordance with this Section and Section 01450—Testing Laboratory Services. B Regulatory Requirements. 1 Install Gravity Sanitary Sewer to meet the minimum separation distance from any potable water line,as scheduled below The separation distance is defined as the distance between the outside of the water pipe and the`outside of the sewer pipe. When possible,install new Gravity Sanitary Sewers no closer to water lines than 9 feet in all directions. Where this separation distance cannot be achieved,new Gravity Sanitary Sewers shall be installed as specified in this Section. 2. Make notification to the Engineer if water lines are uncovered during Gravity Sanitary Sewer installation where the minimum separation distance cannot be maintained. 3. Lay Gravity Sanitary Sewers lines in straight alignment and grade. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 1.06 PRODUCT DELIVERY,STORAGE AND HANDLING A Inspect pipe and fittings upon arrival of materials at the Project Site. 02/2008 02530-3 of 20 CITY OF PEARLAND GRAVITY SANITARY,SEWERS B Handle and store pipe materials and fittings to protect them from damage due to impact,shock,shear,or free fall. Do not drag pipe and fittings along the ground. Do not roll pipe unrestrained from delivery trucks. C Use mechanical means to move or handle pipe. Employ acceptable clamps,rope or slings around the outside barrel of pipe and fittings. Do not use hooks,bars,or other devices in contact with the interior surface of the pipe to lift or move lined pipe = 2.0 PRODUCTS 2.01 GASKET MATERIAL FOR USE IN POTENTIALLY CONTAMINATED AREAS A Gravity Sanitary Sewer pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed sewer,shall have the following Gasket Material for the noted contaminants: CONTAMINANT GASKET MATERIAL REQUIRED Petroleum(diesel,gasoline) Nitrile Rubber Other contaminants As recommended by the pipe manufacturer • 2.02 POLYVINYL CHLORIDE(PVC)PIPE A Use PVC compounds in the manufacture of pipe that contain no ingredient in an amount that has been demonstrated to migrate into water in quantities considered to be toxic. B Furnish PVC pressure pipe manufactured from Class 12454-A or Class 12454-B virgin PVC compounds as defined in ASTM D 1784. Use compounds qualifying for a rating of 4000 psi for water at 73 4°F per requirements of PPI TR3 Provide pipe which is homogeneous throughout,free of voids,cracks,inclusions,and other defects,uniform as commercially practical in color,density,and other physical properties. Deliver pipe with surfaces free from nicks and scratches with joining surfaces of spigots and joints free from gouges and imperfections which could cause leakage. C Gaskets: 1 Gaskets shall meet the requirements of ASTM F477 When no contaminant is identified,use elastomeric factory-installed gaskets to make joints flexible and watertight. D Lubricant for rubber-gasketed joints.Water soluble,non-toxic,non-objectionable in taste and odor imparted to fluid, non-supporting of bacteria growth, having no deteriorating effect on PVC or rubber gaskets. 02/2008 02530-4 of 20 CITY OF PEARLAND , GRAVITY SANITARY SEWERS E PVC Gravity Sanitary Sewer pipe shall be in accordance with the provisions in the following table: WALL PRODUCT ASTM SDR(MAX.)/ DIAMETER TYPE MANUFACTURER OPTIONS DESIGNATION STIFFNESS SIZE RANGE Solid J-M Pipe Approved D 3034 SDR 26/PS 115 6"to 10" CertainTeed Can-Tex Approved D 3034 SDR 35/•PS 46 12"& 15" Carlon Diamond Approved F 679 SDR 35/PS 46 18"to 27" Approved AWWA C900 DR 18/N/A 4"to 12" Approved AWWA C905 DR 18/N/A 14"to 36" Profile Contech A-2000* Only when F 949 N/A/50 psi 12"to 36" En Ultra-Rib 'included in the Bid included 794 N/A/46 psi 12"to 48" • Lamson Vylon Schedule F 794 N/A/46 psi 21"to 48" *Allowed to be used to a maximum depth of 10' only F When solid wall PVC pipe 18 inches to 27 inches in diameter is required in SDR 26, provide pipe conforming to ASTM F 679,except provide wall thickness as required for SDR 26 and pipe strength of 115 psi. G For Gravity Sanitary Sewers up to 12 inch diameter crossing over waterlines, or jcrossing under waterlines with less than 2 feet separation,provide minimum 150 psi pressure-rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings. H Joints: Spigot and integral wall section bell with solid cross section elastometric or rubber ring gasket conforming.to requirements of ASTM D 3212 and ASTM F 477,or ASTM D 3139 and ASTM F 477, shall be provided. Gaskets shall be factory- assembled and securely bonded,in'place to prevent displacement. The manufacturer) shall test a sample from each batch conforming to requirements ASTM D 2444 Fittings: Provide PVC gravity sanitary sewer bends, tee, or wye fittings for new sanitary sewer construction. PVC pipe fittings shall be full-bodied,either injection molded or factory fabricated. Saddle-type tees,wye fittings,or solvent welds are not acceptable. 2.03 HIGH DENSITY POLYETHYLENE(HDPE)SOLID AND PROFILE WALL PIPE A Provide HDPE pipe as follows and only when listed as a Bid Item. WALL PRODUCT ASTM PIPE DIAMETER TYPE MANUFACTURER OPTIONS DESIGNATION STIFFNESS RANGE, Solid Wall Drisco 1000 Drisco 8600 Approved F 714 115 psi 8 to 10 Quail Pipe Poly Pipe 02/2008 02530-5 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS Plexco B Solid wall pipe shall be produced with plain end construction for heat joining(butt fusion)conforming to ASTM D 2657 Utilize controlled temperatures and pressures for joining to produce a fused leak-free joint. C Pipe and Fittings: High density, high molecular weight polyethylene pipe material meeting the requirements of Type III,Class C,Category 5,Grade P34,as defined in ASTM D1248. Material meeting the requirements of cell classification in accordance with ASTM D 3350 are also suitable for making pipe products under these specifications. D Gaskets: I Use gaskets meeting requirement of ASTM F 477 Use gasket molded into a circular form or extruded to the proper section and then spliced into circular form. When no contaminant is identified, use gaskets of a properly cured, high-grade elastomeric compound. The basic polymer shall be natural rubber, synthetic elastomer,or a blend of both. E Lubricant. Use a lubricant for assembly of gasketed joints which has no detrimental effect on the gasket or on the pipe, in accordance with manufacturer's recommendations. F Fuinish pipe and fittings that are homogeneous throughout and free from visible cracks,holes,foreign inclusions,or other injurious defects. Provide pipe as uniform as commercially practical in color,opacity,density,and other physical properties. 2.04 CENTRIFUGALLY CAST FIBERGLASS PIPE A Manufacturers 1 Pre-approved manufacturer for centrifugally cast fiberglass pipe is Hobas Pipe USA,Inc. B Materials 1 Resin Systems. The manufacturer shall use only polyester resin systems with a proven history of performance in this particular application. The historical data shall have been collected from applications of a composite material of similar construction and composition as the proposed product. 2. Glass Reinforcements: The reinforcing glass fibers used to manufacture the components shall be of highestquality commercial grade glass filaments with binder and sizing compatible with impregnating resins. 3 Fillers. Silica sand or other suitable materials may be used. 4 Additives. Resin additives,such as pigments,dyes,and other coloring agents, if used, shall in no way be detrimental to the performance of the product nor shall they impair visual inspection of the finished products. 5. Rubber Gaskets. Supply from an approved gasket manufacturer in accordance with ASTM F 477, when no contaminant is identified and suitable for the service intended. Gaskets shall either be affixed to the pipe by means of a _ 02/2008 02530-6 of 20 CITY OF PEARLAND . GRAVITY SANITARY SEWERS suitable adhesive or shall be installed in such a manner so as to prevent the gasket from rolling out of the pre-cut groove in the pipe or sleeve coupling. 6. The internal liner resin shall be suitable for service as sewer pipe,and shall be highly resistant to exposure to sulfuric acid as produced by biological activity from hydrogen sulfide gases. Pipe shall meet or exceed requirements of ASTM D 3681 C Pipes 1 Furnish pipes in the diameters specified and within the tolerances specified below. 2. Manufacture pipe by the centrifugal casting process to result in a dense, nonporous, corrosion-resistant, consistent composite structure to meet the operating conditions as shown on the Plans. 3. Do not use stiffening ribs or rings. D Couplings: Unless otherwise specified, the pipe shall be field connected with fiberglass sleeve couplings that utilize elastomeric sealing gaskets as the sole means to maintain joint watertightness. The joints must meet the performance requirements of ASTMD4161 E Fittings: Flanges, elbows, reducers, tees, and other fittings shall be capable of withstanding operating conditions when installed. They may be contact molded or manufactured from mitered sections of pipe joined by glass fiber reinforced overlays. Y j F Manhole Connections: Provide a water stop flange (wall pipe)for connection to a cast-in-place manhole base or other structure. G Grout Ports: Provide grout ports in the wall of pipe when required. Provide plugs of 316 stainless steel or other corrosion-resistant material compatible with the pipe. Grout port plugs shall be designed and installed to meet the test pressure of the pipe. H Dimensions 1 Diameters:The actual outside diameter of the pipes shall be in accordance with Table 3 of ASTM D 3262 for Gravity Sanitary Sewers,or ASTM D 3754 for force mains. 2. Lengths: The pipe standard length will be approximately 20 feet. A maximum of 10 percent of the lengths,excluding special order pipes,may be supplied in random lengths. 3 Wall Thickness: The minimum average wall thickness shall be the stated design thickness. The minimum single point thickness shall not be less than 90 percent of the stated design thickness. 4 End Squareness: Pipe ends shall be square to the pipe axis. 5 Tolerance of Fittings: The tolerance of the angle of an elbow and the angle between the main and leg of a wye or tee shall be plus or minus 2 degrees. The tolerance on the laying length of a fitting shall be plus or minus 2 inches. Stiffness Classes 02/2008 02530-7 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 1 Stiffness class of FRP pipe shall satisfy design requirements,but shall not be less than 46 psi, when used in direct bury operation; 36 psi, when installed within a primary tunnel liner 2. Stiffness class of FRP in a pipe jacking operation shall be governed either by the ring deflection limitations or by a pipe design providing longitudinal strength required by the jacking method and shall satisfy design requirements stated below Submit design calculations as required in Paragraph 1.05, Submittals. a: Pipe stress calculations based on jacking loads shall be provided by the pipe supplier b. Ring deflection calculations shall conform to design requirements of 30 TAC Chapter 317.20 pertaining to flexible pipe used in Gravity Sanitary Sewers. The pipe deflection calculations shall ensure that predicted deflection will be less than 5 percent under long-term loading conditions(soil prism load)for the highest density of soil overburden and surcharge loads. Deflection on calculations shall be prepared using long-term (drained) values for soil parameters contained in the geotechnical investigation report for the Project,or other site-specific data obtained by the Contractor as approved by the Engineer J Testing 1 Pipes shall be tested in accordance with ASTM D 3262 or ASTM D 3754,as applicable,except that the factory hydrostatic pressure testing is not required. 2. Joints:Coupling joints shall be qualified per the tests of Section 7 of ASTM D 416'1 K Packaging,Handling,and Shipping 1 Packing, handling, and shipping should be done in accordance with the manufacturer's recommendations. L Installation 1 lInstall pipe and fittings in accordance with requirements of this Section. 2. The manufacturer must supply a suitable qualified field service representative to be present periodically during the installation of pipe. 3 Pipe Bedding: Conform to requirements of Section 02318—Excavation and Backfill for Utilities. 4 Pipe Handling: Use textile slings. 5 Jointing a. Clean ends of pipe and coupling components. b. Check pipe ends and couplings for damage. Correct any damage found. c. Coupling grooves must be completely free of dirt. d. Apply joint lubricant to pipe ends and rubber seals of coupling. Use only lubricants approved by the pipe manufacturer e. Use suitable auxiliary equipment, such as a wire rope puller, to pull joints together. ° 02/2008 02530-8 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS f. Do not exceed forces recommended by the manufacturer for coupling pipe. If excessive force is required,remove coupling,determine source ' of problem,and correct it. g. In the process of jointing the pipe,do not allow the deflection angle to exceed the deflection permitted by the manufacturer 6. If pressure grouting of the pipe is conducted as part of a pipe jacked tunnel installation,seal the grout holes with liner resin to a thickness equal to the pipe liner thickness,or with a threaded plug for that purpose. 7 Tests: Conform to requirements of this Section. 2.05 INSPECTIONS A The Engineer reserves the right to inspect pipes or witness pipe manufacturing. Such inspection shall in no way relieve the manufacturer of the responsibilities to provide products that comply with the applicable standards and these Specifications. B Manufacturer's Notification to Customer Should the Engineer wish to witness the manufacture of specific pipes, the manufacturer shall provide the Engineer with adequate advance notice of when and where the production of those specific pipes will take place. C Failure to Inspect. Approval of the products or tests is not implied by the Engineer's decision not to inspect the manufacturing,testing,or finished pipes. 2.06 TEST METHODS A Conditioning. Conditioning of samples prior to and during tests are subject to approval by the Engineer When referee tests are required,condition the specimens in accordance with Procedure A in ASTM D 618 at 73 4 degrees F plus or minus 3.6 degrees F(23 degrees C plus or minus 2 degrees C)and 50 percent relative humidity plus or minus 5 percent relative humidity for not less than 40 hours prior to test. Conduct tests under the same conditions of temperature and humidity unless otherwise specified. B Flattening. Flatten three specimens of pipe,prepared in accordance with Paragraph 2.05A,in a suitable press until the internal diameter has been reduced to 40 percent of the original inside diameter of the pipe. The rate of loading shall be uniform and at 2- inches per minute. The test specimens,when examined under normal light and with the unaided eye,shall show no evidence of splitting,cracking,breaking,or separation of the pipe walls or bracing profiles. C Joint Tightness. Test for joint tightness in accordance with ASTM D 3212, except replace the shear load transfer bars and supports with 6 inch wide support blocks that can be either flat or contoured to conform to the pipe's outer contour D Purpose of Tests. The flattening and the joint tightness tests are not intended to be routine quality control tests, but rather to qualify pipe to a specified level of performance. 02/2008 , 02530-9 of 20 fi CITY OF PEARLAND GRAVITY SANITARY SEWERS 2.07 MARKING A Mark each standard and random length of pipe in compliance with these Specifications with the following information. 1 Pipe size 2. Pipe class 3. Production code 4 Material designation 3.0 EXECUTION 3.01 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570--Trench,Safety Systems. B Install and operate dewatering and surface water control measures in accordance with Section 01564-Control of Ground Water and Surface Water C Remove existing pavements and structures, including sidewalks and driveways, in conformance with requirements of Section 02220—Site Demolition,as applicable. 3.02 DIVERSION PUMPING A Install and operate required bulkheads, plugs, piping, and diversion pumping equipment to maintain sewage flow and to prevent backup or overflow Obtain approval for diversion pumping equipment and procedures from the Engineer B Design piping,joints and accessories to withstand twice the maximum system pressure or 50 psi,whichever is greater C No sewage shall be diverted into any area outside of the sanitary sewer. D In the event of accidental spill or overflow,immediately stop the Overflow and take action to clean up and disinfect spillage. Promptly notify the Engineer so that required reporting can be made to the TCEQ and the Environmental Protection Agency by the Engineer 3.03 INSPECTION AND TESTING A Acceptance testing of sanitary sewers including: 1 Visual inspection of sewer pipes 2. Mandrel testing for flexible sewer pipes. 3 ' Leakage testing of sewer pipes. 4 Leakage testing of manholes. B Performance Requirements: 1 Gravity sanitary sewers are required to have a straight alignment and uniform grade between manholes. } 02/2008 02530-10 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 2. Flexible pipe,including"semi-rigid"pipe,is required to show no more than 5 percent deflection. Test pipe no sooner than 30 days after backfilling of a line segment but prior to final acceptance using a standard mandrel to verify that installed pipe is within specified deflection tolerances. 3 Maximum allowable leakage for Infiltration or Exfiltration a. The total exfiltration,as determined by a hydrostatic head test,shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours at a minimum test head of 2 feet above the crown of the pipe at the upstream manhole or 2 feet above the groundwater elevation, whichever is greater b. When pipes are installed more than 2 feet below the groundwater level, an infiltration test shall be used in lieu o€the exfiltration test. The total infiltration shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours. Groundwater elevation must be at least 2 feet above the crown of the pipe at the upstream manhole. c. Referto Table 2530-1,Water Test Allowable Leakage,at the end of the Section,for measuring leakage in sewers. Perform leakage testing to verify that leakage criteria are met. 4 Perform air testing in accordance with requirements of this Section and the Texas Natural Resources Conservation Commission requirements. Refer to Table 02530-2, Time Allowed For Pressure Lots From 3.5 psig to 2.5 psig, Table 02530-3,Minimum Testing Times for Low Pressure Air Test,and Table 02530-4,Vatuum Test Time Table,at the end of this Section. C Gravity Sanitary Sewer Quality Assurance: 1 Repair, correct, and retest manholes or sections of pipe which fail to meet specified requirements when tested. 2. Provide testing reports and video tape of television inspection as directed by Engineer. 3. Upon completion of tape reviews by Engineer, Contractor will be notified regarding final acceptance of the sewer segment. D Sequencing and Scheduling: 1 Perform testing as work progresses. Schedule testing so that no more than 1000 linear feet of installed sewer remains untested at any one time. 2. Coordinate testing schedules with Engineer Perform testing under observation of Engineer E Deflection Mandrel. 1 Mandrel Sizing. The rigid mandrel shall have an outside diameter(O.D)equal to 95 percent of the inside diameter(I.D)of the pipe. The inside diameter of the pipe,for the purpose of determining the outside diameter of the mandrel, shall be the average outside diameter minus two minimum wall thicknesses for O.D controlled pipe and the average inside diameter for I.D controlled pipe, dimensions shall be per appropriate standard. Statistical or other"tolerance packages" shall not be considered in mandrel sizing. 2. Mandrel Design. The rigid mandrel shall be constructed of a metal or a rigid plastic material that can withstand 200 psi without being deformed. The 02/2008 02530- 11 of 20 CITY.OF PEARLAND GRAVITY SANITARY SEWERS mandrel shall have nine or more"runners"or"legs"as long as the total number of legs is an odd;number. The barrel section of the mandrel shall have a length of at least 75 percent of the inside diameter of the pipe. The rigid mandrel shall not have adjustable or collapsible legs which would allow a reduction in mandrel diameter during testing. A proving ring shall be provided and used for modifying each size mandrel. 3 Proving Ring. Furnish a"proving ring"with each mandrel. Fabricate the ring of 1/2 inch thick,.3-inch-wide bar steel to a diameter 0.02 inches larger than approved mandrel diameter 4 Mandrel Dimensions (5 percent allowance). Average inside diameter and minimum mandrel diameter are specified in Table 02530-5,Pipe vs.Mandrel Diameter,at the end of this Section. Mandrels for higher strength,thicker wall pipe or'other pipe not listed in the table may be used when approved by the Engineer F Exfiltration Test: 1 Water Meter Obtain a transient water meter from the City for use when water for testing will,be taken from the City system. Conform to City requirements for water meter use. 2. Test Equipment: a. Pipe plugs. b. Pipe risers where the manhole cone is less than 2 feet above highest point in pipe or service lead. G Infiltration Test: 1 Test Equipment: a. Calibrated 90 degree V=notch weir. b. Pipe.plugs. H Low Pressure Air Test: 1 Minimum Requirement for Equipment: a. Control panel. b. Low-pressure air supply connected to control panel. c. Pneumatic plugs: Acceptable size for diameter of pipe to be tested; capable of withstanding internal test pressure without leaking or requiring external bracing. d. Air hoses from control panel to: 1) Air supply 2) Pneumatic plugs. 3) Sealed line for pressuring. 4) Sealed line for monitoring internal pressure. 2. Testing Pneumatic Plugs: Place a pneumatic plug in each end of a length of pipe on the ground. Pressurize plugs to 25 psig;then pressurize sealed pipe to 5 psig. Plugs are acceptable if they remain in place against the test pressure without external aids. Ground Water Determination: 02/2008 02530-12 of 20 } CITY OF PEARLAND GRAVITY.SANITARY SEWERS 1. Equipment: Pipe probe,or small diameter casing for'ground water elevation determination. J Visual Inspection: 1 Check pipe alignment visually by flashing a light between structures. Verify if alignment is true and no pipes are misplaced. In case of misalignment or damaged pipe,remove and re-lay or replace pipe segment. K Mandrel Testing: 1 Perform deflection testing on flexible and semi-rigid pipe to confirm pipe has no more than 5 percent deflection. Mandrel testing shall conform to ASTM D 3034 Perform testing no sooner than 30 days after backfilling of line segment, but prior to final acceptance testing of the line segment. 2. Pull the approved mandrel by hand through sewer sections. Replace any section of sewer not passing the mandrel. Mandrel testing is notrequired for stubs. 3 Retest repaired or replaced sewer sections. L Leakage Testing: 1 Test Options: a. Test Gravity Sanitary Sewer pipes for leakage by either exf ltration or infiltration methods,as appropriate,or with low pressure air testing. b. Test new or rehabilitated sanitary sewer manholes with water or low pressure air Manholes tested with low pressure air shall undergo a , ) physical inspection prior to testing. C. Leakage testing shall be performed after backf lling of a line segment, and prior to tie-in of service connections. d. If no installed piezometer is within 500 feet of the sewer segment, Contractor shall provide a temporary piezometer for this purpose. 2. Compensating for Ground Water Pressure: a. Where ground water exists,install a pipe nipple at the same time sewer line is placed. Use a 1/2-inch capped pipe nipple approximately 10 inches long. Make the installation through manhole wall on top of the sewer line where line enters manhole. b. Immediately before performing line acceptance test,remove cap,clear pipe nipple with air pressure,and connect a clear plastic tube to nipple. Support tube vertically and allow water to rise in the tube. After water stops rising, measure height in feet of water over invert of the pipe. Divide this height by 2.3 feet/psi to-determine the ground water pressure to be used in line testing. 3 Exfiltration test: a. Determine ground water elevation. b. Plug sewer in downstream manhole. c. Plug incoming pipes in upstream manhole. d. Install riser pipe in outgoing pipe of upstream manhole if highest point in service lead (house service) is less than 2 feet below bottom of manhole cone. 02/2008 02530-13 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS e. Fill sewer pipe and manhole or pipe riser,if used,with water to a point 2-1/2 feet above highest point in sewer pipe, house lead, or ground water table,whichever is highest. f. Allow water to stabilize for one to two hours. Take water level reading to determine drop of water surface,in inches,over a one-hour period, and calculate water loss (1 inch of water in 4 feet diameter manhole equals 8.22 gallons)or measure the quantity of water required to keep water at same level. Loss shall not exceed that calculated from allowable leakage according to Table 02530-1 at the end of this Section. 4 Infiltration test: Ground watet elevation must be not less than 2.0 feet above highest point of sewer pipe or service lead(house service). a. Determine ground water elevation. b. Plug incoming pipes in upstream manhole. c. Insert calibrated 90 degree V-notch weir in pipe on downstream manhole. d. Allow water to rise and flow over weir until it stabilizes. e. Take five readings of accumulated volume over a period of 2 hours and use average for infiltration. The average must not exceed that calculated for 2 hours from allowable leakage according to the Table 02530-1 at the end of this Section. 5 Low Air Pressure Test: When using this test conform to ASTM C 828,ASTM C 924,or ASTM F 1417, as applicable, with holding time not less than that listed in Table 02530-2. a. Air testing for sections of pipe shall be limited to lines less than 36- inch average inside diameter. b. Lines 36-inch average inside diameter and larger shall be tested at each joint. The minimum time allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch during a joint test shall be 10 seconds,regardless of pipe size. P. For pipe sections less than 36-inch average inside diameter 1) Determine ground water level. 2) Plug both ends of pipe. For concrete pipe,flood pipe and allow 2 hours to saturate concrete. Then drain and plug concrete pipe. 3) After a manhole-to-manhole section of sanitary sewer main has been sliplined and prior to any service lines being connected to new liner, plug liner at each manhole with pneumatic plugs. 4) Pressurize pipe to 4.0 psig. Increase pressure 1.0 psi for each 2.3 feet of ground water over highest point in system. Allow pressure to stabilize for 2 to 4 minutes. Adjust pressure to start at 3.5 psig (plus adjustment for ground water table). Refer to Table 02530-2 at the end of this Section. 5) To determine air loss, measure the time interval for pressure to drop to 2.5 psig. The time must exceed that ' 02/2008 02530-14 of 20 { CITY OF PEARLAND GRAVITY SANITARY SEWERS i listed in the Table 02530-2 at the end of this Section for pipe diameter and length. For sliplining, use diameter of carrier pipe. 6. Retest: Any section of pipe which fails to meet requirements shall be repaired and retested. M Test Criteria Tables Exfiltration and Infiltration.Water Tests: Refer to Table 02530-1,Water'Test Allowable Leakage,at the end of this Section. 2. Low Pressure Air Test: a. Times in Table 02530-2,Time Allowed For.Pressure Loss From 3.5 psig to 2.5 psig, at the end of this Section, are based on the equation from TCEQ Design Criteria for Sewerage Systems. 317.2(a)(4)(B). T=0.0850(D)(K)/(Q) Where: T = Time for pressure to drop 1.0 pounds-per square inch gauge in seconds K = 0.000419 DL,but not less than 1.0 D = Average inside diameter in inches L = Length of line of same pipe size in feet Q = Rate of loss,0.0015 ft3/min./sq.ft.internal surface b. Since a K value of less than 1.0 shall not be used, there are minimum testing times for each pipe diameter as given in Table 02732-3,Minimum Testing Times for Low Pressure Air Test. Notes: 1. When two sizes of pipe are involved,the time shall be computed by the ratio of lengths involved. 2. Line with a 27-inch average inside diameter and larger may be air tested at each joint. 3 Lines with an average inside diameter greater than 36 inches must be air tested for leakage at each joint 4 If the joint test is used,a visual inspection of the joint shall be performed immediately after testing. 5 For joint test,the pipe is to be pressurized to 3.5 psi greater than the pressure exerted by groundwater above the pipe. Once the pressure has stabilized,the minimum times allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch gauge shall be 10 seconds. N Leakage Testing for Manholes 02/2008 02530= 15 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 1 After completion of manhole construction,wall sealing,or rehabilitation,but l " prior to backfilling, test manholes for water tightness using hydrostatic or vacuum testing procedures. 2. Plug influent and effluent lines, including service lines, with suitably-sized pneumatic or mechanical plugs. Ensure plugs areproperly rated for pressures required for test; follow manufacturer's safety and installation recommendations. Place plugs a minimum of 6 inches outside of manhole walls. Brace inverts to prevent lines from being dislodged if lines entering manhole have not been backfilled,. 3 Vacuum testing: a. Install vacuum tester head assembly at top access point of manhole and adjust for proper seal on straight top section of manhole structure. Following manufacturer's instructions and safety precautions,inflate sealing element to the recommended maximum inflation pressure;do not over-inflate. b. Evacuate manhole with vacuum pump to 10 inches mercury(Hg), disconnect pump, and monitor vacuum for the time period specified in Table 02530-4,Vacuum Test Time Table. c. If the drop in vacuum exceeds 1 inch Hg over the specified time period tabulated above,locate leaks,complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. 4 Hydrostatic exfiltration testing shall be performed as follows: a. Seal wastewater lines coming into the manhole with an internal pipe plug. Then fill the manhole with water and maintain it full for at least one hour b. The maximum leakage for hydrostatic testing shall be 0.025 gallons per foot diameter per foot of manhole depth per hour. c. If water loss exceeds amount tabulated above,locate leaks,complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. 3.04 BACKFILL A Backfill and compact soil in accordance with Section 02318—Excavation and Backfill for Utilities. B Backfill the trench in specified lifts only after pipe installation is approved by the Engineer. 3.05 CLEAN UP AND RESTORATION A Perform clean up and restoration in and around construction zone in accordance with Section 01140-Contractor's Use of Premises. 02/2008 02530- 16 of 20 CITY, OF PEARLAND GRAVITY SANITARY SEWERS 3.06 PROTECTION OF THE WORK A Maintain gravity sanitary sewer installations in good condition until completion of the work. Table 02530-1 WATER TEST ALLOWABLE LEAKAGE DIAMETER OF VOLUME PER INCH OF DEPTH ALLOWANCE LEAKAGE" RISER OR STACK IN INCHES INCH GALLONS PIPE SIZE IN GALLONS/MINUTE INCHES PER 100 FT 1 0.7854 .0034 6 0.0039 2 3.1416 .0136 8 0.0053 2.5 4.9087 .0212 10 0.0066 3 7.0686 .0306 12 0.0079 4 12.5664 .0306 15 0.0099 5 19.6350 .0544 18 0.0118 6 28.2743 1224 21 0.0138 8 50.2655 .2176 24 0.0518 27 0.0177 30 0:0197 36 0.0237 42 0.0276 For other diameters,multiply square of diameters by Equivalent to 50 gallons per inch value for 1"diameter inside diameter per mile per 24 hours * Allowable leakage rate shall be reduced to 10 gallons per inch of inside diameter per mile per 24 , hours,when sewer is identified as located within the 25-year flood plain. 02/2008 02530-17 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-2 ACCEPTANCE TESTING FOR SANITARY SEWERS TIME ALLOWED FOR PRESSURE LOSS FROM 3.5 PSIG TO 2.5 PSIG Pipe Min. Length Time for Specification Time for Length Diem Time for Min. Longer (L)Shown(min:sec) (in) (min:sec) Time(ft) "gth) 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 500 ft 550 ft 600 ft 6 5:40 398 0.8548 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:25 7:07 7:50. 8:33 8 7:33 298 1.5196 7:33 7:33 7:33 7:33 7:36 8:52 10:08 11:24 12:40 13:36 15:12 10 9:27 239 2.3743 9:27 9:27 9:27 9:54 11:52 13:51 15:50 17.48 19:47 21:46 23:45 12 11:20 199 3.4190 11:20 11:20 11:20 14:15 17:06 19:57 22:48 25:39 28:30 31:20 34:11 15 14:10 159 5.3423 14:10 14:10 17:48 22:16 26:43 31.10 35:37 40:04 44:31 48:58 53:25 18 17:00 133 7.6928 17:00 19:14 25:39 32:03 38:28 44:52 51.17 57.42 64:06 70:31 76:56 21 19:50 114 10.4708 19:50 26:11 34:54 43:38 52:21 61:05 69:48 78:32 87:15 95:59 104:42 24 22:40 99 13.6762 22:48 34:11 45:35' 56:59 68:23 79:47 91.10 102:34 113:58 125:22 136:46 27 25:30 88 17.3089 28:51 43:16 57.42 72:07 86:33 100:58 115:24 129:49 •144:14 158:40 173:05 30 28:20 80 21.3690 35:37 53:37 71.14 89:02 106:51 124:39 142:28 160:16 178:05 195:53 213:41 33 31.10 72 25.8565 43:06 64:38 86:11 107:44 129:17 150:50 172:23 193:55 215:28 237:01 258:34 Table 02530-3 MINIMUM TESTING TIMES FOR LOW PRESSURE AIR TEST PIPE MINIMUM LENGTH FOR TIME FOR DIAMETER TIME MINIMUM TIME LONGER LENGTH (INCHES) (SECONDS) (FEET) (SECONDS) 6 340 398 0.855(L) 8 454 298 1.520(L) 10 567 239 2.374(L) 12 680 199 3.419(L) 15 850 1'59 5.342(L) 18 1020 133 7.693 (L) 21 1190 114 10.471 (L) 24 1360 100 13.676(L) 27 1530 88 17.309(L) 30 1700 80 ' 21.369(L) 33 1870 72 _ 25.856(L) 02/2008 02530-18 of 20 CITY OF PEARLAND GRAVITY.SANITARY SEWERS Table 02530-4 VACUUM TEST TIME TABLE TIME IN SECONDS BY PIPE DIAMETER DEPTH IN FEET • 48" 60" 72" 4 10 13 16 8 20 26 32 12 30 39 48 16 40 52 64 20 50 65 80 24 60 78 96 * 5.0 6.5 8.0 *Add T times for each additional 2-foot depth. (The values listed above have been extrapolated from ASTM C 924-85) 02/2008 02530-19 of 20 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-5 PIPE VS.MANDREL DIAMETER • NOMINAL AVERAGE MATERIAL AND SIZE ID. MINIMUM MANDREL WALL CONSTRUCTION (INCHES) (INCHES) DIAMETER(INCHES) PVC-Solid(SDR 26) 6 5 764 5 476 R 7715 7399 10 9 646 9.16? PVC-Solid(SDIt 35) 12 11.737 11.150 15 14.374 '' 13.655 18 17.629 16.748 21 . 20.783 19.744 24 ' 23.381 22.120 27 26.351 25.033 PVC-Profile(ASTM F 794) 12 11.740 11.153 15 14,370 13.652 18 17.650 16.768 21 20.750 19.713 24 23.500 22.325 27 26,500 25.175 30 29,500 28.025 36 35.500 33.725 42 41,500 39.425 48 47.500 45.125 HDPE-Profile 18 18.000 17.100 21 21.000 19.950 24 24.000 22.800 27 27.000 25.650 • 30 30.000 28.500 36 36.000 34.200 42 42.000 39.900 48 48.000 45.600 54 54.000 51.300 60 60.000 . 57.000 Fiberglass-Centrifugally Cast 12 12.85 11.822 (Class SN 46) 18 18.66 17.727 20 20.68 19.646 24 24.72 23.484 30 30.68 29,146 36 36.74 34.903 42 42.70 40.565 48 48.76 46,322 54 54.82 52.079 60 60.38 57.361 END OF SECTION 02/2008 02530-20 of 20 i 1 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS Section 02531 SANITARY SEWER SERVICE LEADS OR RECONNECTIONS 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of service stubs on new sanitary sewers serving areas where sanitary sewer service did:not previously exist. B Reconnection of existing service connections along parallel, replacement, or rehabilitated sanitary sewers. C References to Technical Specifications: 1 Section 01350—Submittals 2, Section 01760—Project Record Documents 3 Section 01500—Temporary Facilities and Controls 4 Section 01570—Trench Safety System 5 Section 01564—Control of Ground Water and Surface Water 6. Section 02318—Excavation and Backfill for Utilities 7 Section 02530—Gravity Sanitary Sewers 8. Section 01140—Contractor's Use of Premises D Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM D 1784,"Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds" b. ASTM D 3034, "Standard Specification for Type PSM Poly Vinyl Chloride(PVC)Sewer Pipe and Fittings" c. ASTM D 3212,"Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" 1.02 MEASUREMENT AND PAYMENT A Measurement for single, near-side service leads is on a per each basis,complete in place. B Measurement for double,near-side service leads is on a per each basis,completed in place. C Measurement for single,far-side service leads is on a per each basis,complete in place. D Measurement for double, far-side service leads is on a per each basis, complete in place. 02/2008 02531-1 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS. E Payment for service leads includes service connections, couplings, clean-outs, adapters, disconnecting existing services, reconnecting new service, fittings, excavation,backfill,and testing. F Measurement for sanitary sewer stacks up to 3 vertical feet is on a per each basis, complete in place. Payment includes riser pipe,service connections,couplings,clean- outs, adapters, disconnecting existing services, reconnecting new service, fittings, excavation,backfill,and testing. G Measurement for extra depth sanitary sewer stacks greater than 3 vertical feet is on a vertical foot basis from the top of the receiving sewer.to the invert of the service connection, measured and complete in place. Payment includes excavation, pipe, bedding,and backfill for that portion of the stack in excess of 3 feet. H Measurement for sanitary sewer service reconnections with stacks located within 5 feet of the sanitary sewer main centerline shall be per each reconnection,complete in place. I Measurement for sanitary sewer service reconnections without stacks located within 5 feet of the sanitary sewer main centerline shall be per each reconnection,complete in place. J Payment for sanitary sewer service reconnections includes include service connections, couplings, clean-outs, adapters disconnecting existing, services, reconnecting new service,fittings,excavation,backfill, and testing. K Augered pipe for service leads will be paid as provided in Section 02415—Augering Pipe or Casing for Sewer L One or more connections discharging into a common point are considered one service connection. The Contractor shall not add service reconnections without approval of the Engineer The Engineer may require reconnections to be moved or relocated to avoid having more than two single family units per reconnection. M Measurement for abandonment of service connection is on a per each basis. No additional payment will be made for abandonment of service connection unless excavation is required beyond new or replacement sewer or service lead trench zone. No separate payment will be made for excavation of sanitary sewer services within the new or replacement sewer trench. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit product data for each pipe product,fitting;coupling and adapter C Submit field red lines documenting location of sanitary sewer stubs and reconnections as installed,referenced to survey Control Points,under the provisions of Section 01760 02/2008 02531 -2 of 6 { CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS` — Project Record Documents, 1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients. Record the exact distance from each service connection to the nearest downstream manhole. 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor ,shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 PVC SERVICE CONNECTION A As stubouts, use PVC sewer pipe, 4-inch through 10-inch, conforming to ASTM D 1784 and ASTM D 3034, with a cell classification of 12454-B The SDR(ratio of diameter to wall thickness)shall be 26 for pipe 10 inches in diameter or less. B PVC pipe shall be gasket jointed with gasket conforming to ASTM D3212. C Provide service connection pipe in sizes shown on the Plans. For reconnection of existing services, select service connection pipe diameter to match existing service diameter D Provide a 6-inch service connection when more than one service discharges into a single pipe. E Connect service pipes to new parallel or replacement sewer mains with prefabricated, full-bodied tee or wye fittings conforming to specifications for the sewer main pipe material as specified in other Sections for all sewers up to 18 inches in diameter F Where new sewers are installed using pipe augering or tunneling,or where the new sewer is greater than 18 inches in diameter,use Fowler"Inserta-Tee"to connect the service to the new sewer main. 2.02 PIPE SADDLES A Use pipe saddles only on rehabilitated sanitary sewer mains. Comply with Paragraph 2.01E for new parallel and replacement sanitary sewer mains. • 02/2008 02531-3 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS 2.03 COUPLINGS AND ADAPTERS A For connection between new PVC pipe stubout and existing service;4-,6-,or 8-inch diameter,use flexible adapter coupling consisting of a neoprene gasket and stainless steel shear ring, with 1/2-inch stainless steel band clamps: 1 Fernco Pipe Connectors,Inc.,Series.1055 with shear ring SR-8, 2. Band Seal by Mission Rubber Co.,Inc., 3. Approved equal. B For connection between new PVC pipe stub out and new service,use rubber-gasketed adapter coupling: 1 GPK Products,Inc.,IPS &Sewer Adapter 2. Approved Equal. 2.04 STACKS A Provide stacks for service connections wherever the crown of the sewer is 8 feet or more below finished grade. B Construct stacks of the same material as thelanitary sewer and as shown on the Plans. C Provide stacks of the same nominal diameter at the sanitary service line. 2.05 CLEAN-OUTS A Install clean-outs at property line on each service connection as shown in detail on the Plans. 2.06 PLUGS AND CAPS A Seal the upstream end of unconnected sewer service stubs with rubber gasketed plugs or caps of the same pipe type and size. Provide plugs or caps by GPK Products,Inc., or equal. 3.0 EXECUTION. 3.01 PERFORMANCE REQUIREMENTS A Accurately field locate service connections,whether in service or not,as pipe laying progresses from downstream to upstream. B Properly disconnect existing connections from the sewer and reconnect to the new sewer,as described in this Section. C Reconnect service connections,including those that go to unoccupied or abandoned buildings,unless directed otherwise by the Engineer Plug the service connection at the R.O W for vacant lots. 02/2008 02531 -4 of 6 CITY OF PEARLANVD SANITARY SEWER SERVICE LEADS OR RECONNECTIONS j D Connect services 8 inches in diameter and larger to the sewer by construction of a manhole. 3.02 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570—Trench Safety System. B Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 — Control of Ground Water and Surface Water. C Provide a minimum of 48 hours notice to customers whose sanitary sewer service will potentially be interrupted. D Schedule Work so that reconnection of service lines can be completed'within 24 hours after disconnection. E Where sewers are existing,field locate existing service connections,whether in service or not. Use existing service locations for reconnection of service lines to new liner or new sanitary sewer main. F For new parallel and replacement sanitary sewer mains, complete testing and acceptance of downstream sewers as applicable. 3.03 EXCAVATION AND BACKFILL. A Excavate and backfill in accordance with Section 02318—Excavation and Backfill for Utilities. 3.04 RECONNECTION ON NEW SEWER i 1 A Install the new service connection on the new sanitary sewer main for each service connection. B Remove and replace cracked,offset or leaking service line for up to 5 feet,measured horizontally,from the centerline of the new sanitary sewer main. C Make up the connection between the new main and the existing service line using PVC sewer pipe and approved couplings, as shown on the Plans. D Test service connections before backfilling. E Embed the service connection and service line as specified for the new sanitary sewer main at this location, and as shown on the Plans. Place and compact trench zone backfill in compliance with Section 02318—Excavation and Backfill for Utilities. 02/2008 02531-5 of 6 I t CITY OF PEARLANVD SANITARY SEWER SERVICE LEADS OR RECONNECTIONS 3.05 INSTALLATION OF NEW SERVICE LEADS A Install the new service connections on the new sanitary sewer main for each service connection. Provide the length of stub indicated on the Plans. Install plug or cap on thvupstream end of the service stub as needed. B Test service connections before backfilling. •C Embed the service connection and service line as'specified for the new sanitary sewer main at this location, and as shown on the Plans. Place and compact trench zone backfill in compliance with Section 02318—Excavation and BackfilU for Utilities. 3.06 FIELD QUALITY CONTROL A' Test service reconnections and service stubs. Follow applicable procedures given in Section 02530—Gravity Sanitary Sewers. 3.07 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. 3.08 PROTECTION OF THE WORK A Protect and maintain all installations good condition until completion of Work. B Replace installations by Contractor's operations at no cost to Owner. C Do not allow sand,debris or runoff to enter sewer system. END OF SECTION 02/2008 02531 -6 of 6 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS Section 02533 SANITARY SEWAGE FORCE MAINS 1.0 GENERAL 1.01 SECTION INCLUDES A Sanitary sewage force mains. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01450—Testing Laboratory Services 4 Section 02634—Ductile Iron Pipe and Fittings 5 Section 03300—Cast-in-Place Concrete 6. Section 02318—Excavation,and Backfill for Utilities C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM F 477,"Standard Specification for Elastomeric Seals(Gaskets) for Joining Plastic Pipe" b. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 2. American Concrete Institute(ACI) 1.02 MEASUREMENT AND PAYMENT A Measurement for pipe is on a linear foot basis taken along the center line of the pipe from end to end,measured and complete in place. B Payment for sanitary sewage force mains includes pipe,fittings,excavation,bedding, backfill and special backfill,,shoring,earthwork,connections to existing manholes and pipe,accessories,inspection and testing. C Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit proposed methods,equipment,materials,and sequence of operations for force main construction. C Submit Shop Drawings and design calculations for joint restraint systems using reinforced concrete encasement of pressure pipe and fittings. 07/2006 02533-1 of 5 IG CITY OF PEARLAN) SANITARY SEWAGE FORCE MAINS D Submit product quality,material sources,and field quality information in accordance with this Section. 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450—Testing Laboratory Services and as specified in this Section.. 2.0 PRODUCTS 2.01 DUCTILE IRON PIPE AND FITTINGS A Conform to requirements of Section 02634—Ductile Iron Pipe and Fittings. All pipe used for sanitary sewer force mains shall be painted white. 2.02 PVC PIPE A Provide.PVC pressure pipe conforming to the minimum working pressure rating specified in this Section. All pipe used for sanitary sewer force mains shall be white. B Acceptable pipe joints are integral bell-and-spigot,containing a bonded-in elastomeric sealing ring meeting the requirements of ASTM F 477 In designated areas requiring restrained joint pipe and fittings, use EBAA Iron Series 2000PV, Uniflange Series 1350 restrainer,or equal joint restraint device conforming to UNI-B-13,for PVC pipe 12-inch diameter and less. C Fittings. Provide ductile iron fittings as per this Section, 2.03 "Thrust Restraint", except furnish all fittings with one of the following internal linings: 1 Nominal 40 mils (35 mils minimum) virgin polyethylene complying with ASTM D 1248,heat fused to the interior surface of the fitting,as manufactured by American Cast Iron Pipe"Polybond",or U.S.Pipe "Polyline" 2. Nominal 40 mils(35 mils minimum)polyurethane,Corro-pipe II by Madison Chemicals,Inc. 3 Nominal 40 mils(35 mils minimum)ceramic epoxy,Protecto 401 by Enduron Protective Coatings. D Hydrostatic Tests. Hydrostatically test pressure rated pipe in accordance with this Section,3.04A"Hydrostatic Testing" E Manufacturers. Approved manufacturers of pressure rated, solid wall PVC pipe for sanitary sewer force mains are: 1 J&M Manufacturing Company,Inc. 2. CertainTeed Corporation 3 Diamond Plastics Corporation 4 Carlon Company 5 North American Pipe Corporation(NAPCO) 07/2006 02533-2 of 5 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS F Provide lined ductile iron fittings conforming to Section 02634—Ductile Iron Pipe and Fittings. 2.03 THRUST RESTRAINT A Unless otherwise shown on the Plans,provide concrete thrust blocking for force mains up to 12-inches in diameter, to prevent movement of buried lines under pressure at bends. Blocking shall be Portland cement concrete. Place concrete in accordance with details on the Plans. Place thrust blocks between undisturbed ground and the fittings. Anchor fittings to thrust blocks so that pipe and fitting joints are accessible.for repairs. Concrete shall extend from 6 inches below the pipe or fitting to 12 inches above. B For all force mains larger than 12 inches in diameter,and where indicated on the Plans, provide restrained joints conforming to the requirements of the force main pipe material specifications. Restrained joints shall be installed for the length of pipe on both sides of each bend or fitting for the full length shown on the Plans. C Horizontal and vertical bends between zero and 10°deflection angle will not require thrust blocks or harnessed or restrained joints. D Horizontal and vertical bends between 10°and 90°deflection angle shall have thrust restraint as shown on the Plans. E Reinforced concrete encasement of force main pipe and fittings may be used in lieu of manufactured joint restraint systems. Alternate joint restraint systems using reinforced concrete encasement shall conform to the following design requirements. 1 Design calculations shall be performed and sealed by a Professional Engineer licensed in the State of Texas. 2. Design calculations shall be based upon soil parameters quantified in the geotechnical report forthe site where,the alternative thrust restraint system is to be installed. If data is not available for the site,use parameters recommended by the geotechnical engineer 3. The design system pressure shall be the specified test pressure. 4 The following safety factors shall be used in sizing the restraint system: a. Apply a factor of safety equal to 1.5 for passive soil resistance. b. Apply a factor of safety equal to 2.0 for soil friction. 5 The encasement shall be contained entirely within the standard trench width and terminate on both ends at a pipe bell or coupling. 6. Concrete encasement reinforcement steel shall be designed for all loads including internal pressure and longitudinal forces. Concrete design shall be in accordance with ACI 318. 3.0 EXECUTION 3.01 PREPARATION A Plan operations to minimize disruption of utilities to occupied facilities or adjacent property 07/2006 02533-3 of 5 1 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS 3.02 PIPE INSTALLATION BY OPEN-CUT A Perform excavation, bedding, and backfill in accordance with Section 02318 — Excavation and Backfill for Utilities. B Install pipe in accordance with the pipe manufacturer's recommendations and as specified in this Section. C Install pipe only after excavation is completed,the bottom of the trench is fine graded, bedding material is installed,and the trench has been approved by the Engineer D Install pipe to the line and grade indicated. Place pipe so that it has continuous bearing of barrel on bedding material and is laid in the trench so the interior surfaces of the pipe follow the grades and alignment indicated. Provide bell holes where necessary E Install pipe with the spigot ends toward the direction of flow Form a concentric joint with each section of adjoining pipe so as to prevent offsets. F Keep the interior of pipe clean as the installation progresses. Where cleaning after laying the pipe is difficult because of small pipe size,use a suitable swab or drag in the pipe and pull it forward past each joint immediately after the joint has been completed. Remove foreign material and debris from the pipe. G Provide lubricant,place and drive home newly-laid sections with come-a-long winches so as to eliminate damage to sections. Install pipe to "home"mark where provided. Use of back hoes or similar powered equipment will not be allowed unless protective measures are provided and approved in,advance by the Engineer. H Keep excavations free of water during construction and until final inspection. I When work is not in progress,cover the exposed ends of pipes with an approved plug to prevent foreign material from entering the pipe. J Where sanitary sewer force main is to be installed under an existing waterline with a separation distance of less than 2 feet,install one full joint length of pipe centered on the waterline and maintain a minimum 6 inch separation distance. 3.03 PIPE INSTALLATION OTHER THAN OPEN-CUT A For installation of pipe by augering or jacking conform to requirements of specification sections for augering or jacking work. 3:04 FIELD QUALITY CONTROL A Hydrostatic Testing 1 After the pipe and appurtenance have been installed, test line and drain. Prevent damage to the Work or adjacent areas. Use clean water to perform tests. 07/2006 02533-4 of 5 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS 2. The Engineer may direct tests of relatively short sections of completed lines to minimize traffic problems or potential public hazards. 3. Test pipe in the presence of the Engineer. 4 Test pipe at 150 psig or 1.5 times design pressure of the pipe, whichever is greater. Design pressure of the force main shall be the rated total dynamic x head of the lift station pump. 5 Test pipe at the required pressure for a minimum of 2 hours according to requirements of UNI-B-3. 6. Maximum allowable leakage shall be as calculated by the following formula. L=(S)(D)(P°'S)1133,200 Where: L = Leakage in gallons per hour S = Length of pipe in feet D = Inside diameter of pipe in inches P = Pressure in pounds per square inch 7 Correct defects, cracks, or leakage by replacement of defective items or by repairs as approved by the Engineer. 8. Plug openings in the force main after testing and flushing. Use cast iron plugs or blind flanges to prevent debris from entering the tested pipeline. B Pigging Test 1 After completion of hydrostatic testing and prior to final acceptance,test force mains longer than 200 feet by pigging to ensure piping is free of obstructions. 2. Pigs: Provide proving pigs manufactured of an open-cell polyurethane foam body, without any coating or abrasives which would scratch or otherwise damage interior pipe wall surface or lining. Pigs shall be able to pass through reductions of up to 65 percent of the nominal cross-sectional area of the pipe. Pigs shall be able to pass through standard fittings such as 45°and 90°elbows, crosses,tees,wyes,gate valves,or plug valves,as applicable to the force main being tested. 3 Test Execution. Pigging test shall be conducted in the presence of the Engineer. Provide at least 48 hours notice of scheduled pigging of the force main prior to.commencing the test. END OF SECTION 4 07/2006 02533-5 of 5 CITY OF PEARLAND PVC PIPE Section 02534' 7 PVC PIPE 1.0 GENERAL 1.01 SECTION INCLUDES A Polyvinyl chloride pressure pipe for water distribution in nominal diameters 4 inches tough 16 inches. B Polyvinyl chloride sewer pipe for gravity sanitary sewers in nominal diameters 4 inches through 48 inches. C Polyvinyl chloride pressure pipe/for gravity sanitary sewers and force mains in nominal diameters 4 inches through 36 inches. D References to Technical Specifications: 1. Section 01350—Submittals 2. Section 02634= Ductile Iron Pipe and Fittings 3 Section 02533—Sanitary Sewage Force Mains 4 Section 02512—Polyethylene Wrap 5 Section 02510—Water Mains 6. Section 02530_Gravity Sanitary Sewers 7 Section 02731 —Sanitary Sewage Force Mains 8. Section 02630—Storm Sewers 9 Section 02318—Excavation and Backfill for Utilities E Referenced Standards. 1 American Water Works Association(AWWA) a. AWWA.C900 Polyvinyl Chloride(PVC)Pressure Pipe,4"— 12"for Water Distribution b. AWWA C905 Polyvinyl Chloride (PVC) Water Transmission Pipe, Nominal Diameters, 14in.Through 36 in. c. AWWA C110 Ductile-Iron and Gray Iron Fittings for Water 2. American Society for Testing and Materials (ASTM) a. ASTM D 1784,"Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds" b. ASTM F 477,"Standard Specification for Elastomeric Seals(Gaskets) for Joining Plastic Pipe" c. ASTM D 3139,"Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals" d. ASTM D 3034, "Standard Specification for Type PSM Poly Vinyl Chloride(PVC)Sewer Pipe and Fittings" e. ASTM F 949,"Standard Specification for Poly Vinyl Chloride(PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings" 02/2008 02534-1 of 6 CITY OF PEARLAND .PVC PIPE f. ASTM D 794,"Standard Specification for Poly Vinyl Chloride(PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter" g. ASTM F 679,"Standard Specification for Poly Vinyl Chloride(PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings" h. ASTM D 2241,"Standard Specification for Poly Vinyl Chloride(PVC) Pressure-Rated Pipe(SDR Series)" i. ASTM D 3212,"Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" j. ASTM D 2444, "Standard. Test Method for Determination for the Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup(Falling Weight)" k. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 1. ASTM D 2321, "Standard Practice for Underground.Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications" 3 American National Standards Institute(ANSI) a. ANSI A21 10 Cast Iron and Ductile Iron Fittings,2 thru 48 in./Water b. ANSI A21 11 Rubber Gasket Joints Cast and Ductile Iron Press Pipe 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for PVC pipe under this Section. Include cost in Bid Items for Water Mains,Gravity Sanitary Sewer,and Sanitary Sewage Force Mains. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit Shop Drawings showing design of new pipe and fittings indicating alignment and grade,laying dimensions,fabrication,fittings,flanges,and special details. 1.04 QUALITY CONTROL A Submit manufacturer's certifications that PVC pipe and fittings meet requirements of this Section and AWWA C900 or AWWA C905 for pressure pipe applications,or the appropriate ASTM standard specified for gravity sewer pipe. B Submit manufacturer's certification that PVC pressure pipe has been hydrostatically tested:at the factory in accordance with AWWA C900 or AWWA C905 and this Section. C When foreign manufactured material is proposed for use, have material tested for conformance to applicable ASTM requirements by certified independent testing laboratory located in United States. Certification from any other source is not acceptable. Furnish copies of test reports to the Engineer for review Cost of testing shall be borne by Contractor or Supplier 02/2008 02534-2 of 6 CITY OF PEARLAND PVC PIPE 2.0 PRODUCTS 2.01 MATERIAL A Use PVC compounds in the manufacture of pipe that contain no ingredient in an amount that has been demonstrated tomigrate intowater in quantities considered q anti r to be toxic: B Furnish PVC pressure pipe manufactured from Class 12454-A or Class 12454-B virgin PVC compounds as defined in ASTM D 1784 Use compounds qualifying for a rating of 4000 psi for water at 73.4 degrees F per requirements of PPI TR3 Provide pipe which is homogeneous throughout,free of voids,cracks,inclusions,and other defects, uniform as commercially practical in color, density, and other physical properties. Deliver pipe with surfaces free from,nicks and scratches with joining surfaces'of spigots and joints free from gouges and imperfections which could cause leakage. C For PVC pressure pipe used for water mains,provide self-extinguishing PVC pipe that bears Underwriters'Laboratories mark offapptoyal and is acceptable without penalty to Texas State Fire Insurance Committee for use in fire protection lines. D Gaskets: 1 Gaskets shall meet the requirements of ASTM F 477 Use elastomeric factory- installed gaskets to make joints flexible and watertight. 2. Pipes to be installed in potentially contaminated areas,espedially where free product is found near the elevation of the proposed sewer, shall have the following gasket materials for the noted contaminants. CONTAMINANT GASKET MATERIAL REQUIRED Petroleum(diesel,gasoline) Nitrile Rubber Other contaminants As recommended by the pipe manufacturer E Lubricant for rubber-gasketed joints:Water soluble,non-toxic,non-objectionable in taste and odor imparted to fluid, non-supporting of bacteria growth, having no deteriorating effect on PVC or rubber gaskets. 2.02 WATER SERVICE PIPE A Pipe 4-inch through 12-inch. AWWAC900, Class 150, DR 18; nominal 20-foot lengths;cast iron equivalent outside diameters. i B Pipe 16-inch. AWWA C905; Class 235,DR 18, nominal 20 foot lengths;'cast iron equivalent outside diameter C Joints: ASTM D 3139; push-on type joints in integral bell or separate sleeve couplings. Do not use socket type or solvent weld type joints. N 02/2008 02534-3 of 6 CITY OF PEARLAND PVC PIPE D Make curves and bends by deflecting the joints. Do not exceed maximum deflection recommended by the pipe manufacturer Submit details of other methods of providing curves and bends for review by the Engineer E Hydrostatic Test: AWWA C900,AWWA C905,ANSI A21 10(AWWA C110); at point of manufacture;submit manufacturer's written certification. 2.03 BENDS AND FITTINGS FOR PVC PRESSURE PIPE A Bends and Fittings: ANSI A21 10, ductile iron, ANSI A21 11 single rubber gasket push-on type joint;minimum 150 psi pressure rating. B Coatings and Linings. Conform to requirements of Section 02634—Ductile Iron Pipe and Fittings. 2.04 GRAVITY SANITARY SEWER PIPE A PVC gravity sanitary sewer pipe shall be in accordance with the provisions in the following table: WALL MANUFACTURER PRODUCT ASTM SDR(MAX.)/ DIAMETER TYPE OPTIONS DESIGNATION STIFFNESS(MIN.) SIZE RANGE Solid' J-M Pipe Approved D3034 SDR 26/PS 115 6"to 10" CertainTeed Approved D3034 SDR 35/PS 46 12"&15" Can-Tex Approved F679 SDR 35/PS 46 18"to 27" Carlon Diamond Approved AWWA C900 DR 18/N/A 4"to 12" Approved AWWA C905 DR 18/N/A 14"to 36" Profile Contech A-2000* Only when F949 N/A/50 psi 12"to 36" included in the ETI Ultra-Rib Bid Schedule F794 N/A/46 psi 12"to 48" Lamson Vylon F794 N/A/46 psi 21"to 48" * Allowed to be used to a maximum depth of 10' only B When solid wall PVC pipe 18 inches to 27 inches in diameter is required in SDR 26, provide pipe conforming to ASTM F679,except provide wall thickness as required for SDR 26 and pipe strength of 115 psi. C For sewers up to 12-inch-diameter crossing over waterlines, or crossing under waterlines with less than 2 feet separation,provide minimum 150 psi pressure-rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings. D Joints. Spigot and integral wall section bell with solid cross section elastometric or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM F 477 E ASTM D 3139 and ASTM F 477 shall be provided. Gaskets shall be factory- assembled and securely bonded in place to prevent displacement. The manufacturer shall test a sample from each batch conforming to requirements ASTM D 2444 02/2008 02534-4 of 6 CITY OF PEARLAND PVC PIPE / F Fittings: Provide PVC gravity sewer sanitary bends, tee, or wye fittings for new sanitary sewer construction. PVC pipe fittings shall be full-bodied,either injection molded or factory fabricated. Saddle-type tee or wye fittings are not acceptable. 2.05 SANITARY SEWER FORCE MAIN PIPE A Provide PVC pressure pipe conforming to the requirements for water service pipe,and conforming to the minimum working pressure rating.specified in Section 02533— Sanitary Sewage Force Mains. B Acceptable pipejoints are integral bell-and-spigot,containing a bonded-in elastomeric sealing ring meeting the requirements of ASTM F 477 In designated areas requiring restrained joint pipe and fittings, use EBAA Iron Series 2000PV, Uniflange Series 1350 restrainer,or equal joint restraint device conforming to UNI-B-13,for PVC pipe 12-inch diameter and less: C Fittings: Provide ductile iron fittings as per this Section,2.03"Bends and Fittings for PVC.Pressure Pipe", except furnish all fittings with one of the following internal linings. 1 Nominal 40 mils (35.mils minimum) virgin polyethylene complying with ASTM D 1248,heat fused to the interior surface of the fitting,as manufactured by American Cast Iron Pipe"Polybond",or U.S Pipe"Polyline" 2. Nominal 40 mils(35 mils minimum)polyurethane,Corro-pipe II by Madison Chemicals,Inc. } 3 Nominal 40 mils(35 mils minimum).ceramic epoxy;Protecto 401 by Enduron Protective Coatings. D Exterior Protection. Provide polyethylene wrapping of ductile iron fittings as required by Section 02512—Polyethylene Wrap. E Hydrostatic Tests: Hydrostatically test pressure rated pipe in accordance with this Section,2.02E. F Manufacturers. Approved manufacturers of pressure rated, solid wall PVC pipe for sanitary sewer force mains are: 1 J&M Manufacturing Company,Inc. 2. CertainTeed Corporation 3. Diamond Plastics Corporation 4 Carlon Company 5 North American Pipe Corporation(NAPCO) 3.0 EXECUTION 3.01 PROTECTION' A Store pipe under cover out of direct sunlight and protect from excessive heat or harmful chemicals in•accordance with the manufacturer's recommendations. 02/2008 02534-5 of 6 CITY OF PEARLAND PVC PIPE 3.02 INSTALLATION A Conform to requirements of Section 02510—Water Mains,Section 02530—Gravity Sanitary Sewers,Section 02731—Sanitary Sewage Force Mains,and Section 02630— Storm Sewers. B Install PVC pipe in accordance with Section 02318 '— Excavation and Backfill for Utilities,ASTM D 2321,and manufacturer's recommendations. C Water service pipe 12 inches in diameter and smaller Installed to clear utility lines and have minimum 4 feet of cover below lowest property line grade of street,unless otherwise required by Plans. D For water service,exclude use of PVC within 200 feet(along the'public right-of-way) of underground storage tanks or in undeveloped commercial acreage. Underground storage tanks are primarily located on service stations but can exist at other commercial establishments. E Avoid imposing strains that will overstress or buckle the pipe when lowering pipe into trench. F Hand shovel pipe bedding under the pipe haunches and along the sides of the pipe barrel and compact to eliminate voids and ensure side support. END OF SECTION 02/2008 02534-6 of 6 CITY OFPEARLAND TAPPING SLEEVES &VALVES Section,02540 TAPPING SLEEVES &VALVES 1.0 GENERAL 1.01 SECTION INCLUDES A Tapping sleeves and valves for connections to existing water.system. B References'to Technical Specifications: 1 Section 01200—Measurement,&Payment Procedures 2: Section 01350—Submittals 3. Section 02541 =Water&Wastewater Line Valves 4 , Section 02520—Valve Boxes,Meter Boxes,&Meter Vaults 5 Section 02512_Polyethylene Wrap 6. Section 02318—Excavation&Backfill for Utilities C Referenced Standards. 1 American Water Works Association(AWWA) a. AWWA C500 Gate Valves, 3 Through 48 in. NPS, for Water and Sewage Systems. b. AWWA C110 Ductile-Iron and Gray Iron Fittings for Water c. AWWA C207 Steel Pipe Flanges for Waterworks Service—Sizes 4 In. Through 144 In. 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of tapping sleeves and valves is on a per each basis. Payment includes all labor and materials required for installation as indicated on Plans. B Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. 1.04 QUALITY CONTROL A Provide manufacturer's affidavit that all valves purchased for tapping of existing waterlines conform to Section 02541 — Water & Wastewater Line Valves and to applicable requirements of AWWA C500 and that they have been satisfactorily tested in accordance with AWWA C500. 02/2008 02540-1 of 3 CITY OF PEARLAND TAPPING SLEEVES&VALVES 2.0 PRODUCTS 2.01 MATERIALS A Tapping Sleeves: 1 Tapping Sleeve Bodies. Stainless steel,in two sections to be bolted together with high-strength,corrosion-resistant,low-alloy,steel bolts;mechanical joint ends. a. 12 inch and.smaller stainless steel, JCM 432, Romac, or approved equal. b. 16 inch and larger epoxy coated ductile iron;JCM,or approved equal. 2. Branch Outlet of Tapping Sleeve: Flanged;machined recess;AWWA C207, Class D,ANSI 150 lb drilling. Gasket: Affixed around recess of tap opening to preclude rolling or binding during installation. 3 Where fire service from 6-inch main is approved,use-cast iron split sleeve. B Tapping Valves: Meet all requirements of Section 02541 Water&Wastewater Line Valves with following exceptions: 1. Inlet Flanges; a. AWWA C110;Class 125. b. AWWA C110;Class 150 and higher Minimum eight hole flange. 2. Outlet: Standard mechanical or push-on joint; to fit any standard tapping machine. 3. Valve Seat Opening: Accommodate full-size shell cutter for nominal size tap without any contact with valve body;double disc. � 4 Open Left operation only C Valve Boxes. Furnish and install according to Section 02520—Valve Boxes,Meter Boxes,&Meter Vaults. 3.0 EXECUTION 3.01 GENERAL A Install tapping sleeves and valves at locations and of sizes as shown on Drawings. B Thoroughly clean tapping sleeve,tapping valve and pipe prior to installation and in accordance with manufacturer's instructions. C Hydrostatically test installed tapping sleeve to 150 psig for a minimum of 15 minutes. Inspect sleeve for leaks,and remedy leaks prior to tapping operation. D When tapping concrete pressure pipe, size on size,use shell cutter one standard size smaller than waterline being tapped. E Do not use Large End Bell(LEB)increasers with a next size tap unless existing pipe is asbestos-cement. 0212008 02540-2 of 3 CITY OF PEARLAND TAPPING SLEEVES&VALVES 302 INSTALLATION A Tighten bolts in proper sequence so that undue stress is not placed on pipe. B Align tapping valve properly and attach it to tapping sleeve. C Make tap with sharp,shell cutter 1 For 12-inch and smaller tap,use minimum cutter diameter one-half inch less than nominal tap size. 2. For 16-inch and larger tap,use manufacturer's recommended cutter diameter D Withdraw coupon and flush all cuttings from newly-made tap. E Wrap completed tapping sleeve and valve in accordance with Section 02512 Polyethylene Wrap. F Place concrete thrust block behind tapping sleeve (NOT over tapping sleeve and valve). G Block under valve using concrete blocks. H Request inspection of installation prior to backfilling. I Backfill in accordance with Section 02318—Excavation&Backfill for Utilities. END OF SECTION 02/2008 02540-3 of 3 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES Section 02541 WATER AND WASTEWATER LINE VALVES 1.0' GENERAL 1.01 SECTION INCLUDES A Gate valves, Plug Valves, Butterfly Valves, Air Release and Pressure Reducing Valves: B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350-Submittal Procedures 3 Section 02520—Valve Boxes,Meter Boxes,and Meter Vaults 4 Section 02542—Concrete Manholes 5 Section 02318—Excavation and Backfill for Utilities 6. Section 02510—Water Mains C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM A 307, "Standard Specification for Carbon Steel Bolts and Studs,60 000 PSI Tensile Strength" b. ASTM B 763,"Standard Specification for Copper Alloy Sand Casting for Valve Applications" c. ASTM B 62, "Standard Specification for Composition Bronze or Ounce Metal Castings" d. ASTM D 429,"Standard Test Methods for Rubber Property-Adhesion to Rigid Substrates" e. ASTM A 126, "Standard Specification for Gray Iron Castings for Valves,Flanges,and Pipe Fittings" f. ASTM A 48,"Standard Specification for Gray Iron Castings" g. ASTM A 240,"Standard Specification for Chromium and Chromium- Nickel Stainless Steel Plate,Sheet,and Strip for Pressure Vessels and for General Applications" h. ASTM A 276, "Standard Specification for Stainless Steel Bars and Shapes" i. ASTM B 584,"Standard Specification for Copper Alloy Sand Castings for General Applications" j. ASTM A 313,"Standard Specification for Stainless Steel Spring Wire" 2. American Water Works Association(AWWA) a. AWWA C500 Gate Valves, 3 Through 48 in. NPS, for Water and Sewage Systems. b. AWWA C509 Resilient-seated Gate Valves, 3 through 12 NPS, for Water and Sewage Systems c. AWWA C550 Protective Epoxy Interior Coatings for Valves and Hydrants d. AWWA C504 Rubber-Sealed Butterfly Valves 02/2008 02541- 1 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 3. American National Standards Institute(ANSI) 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for valves under this Section. Include cost in Bid Items for water mains. B Refer to Section 01200—Measurement and Payment Procedures. C Stipulated Price(Lump Sum). If the Contract is a Stipulated Price Contract,payment for work in this Section is included in the total Stipulated Price, 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit manufacturer's product data for proposed valves for approval. 1.04 QUALITY CONTROL A Submit manufacturer's affidavit that gate valves are manufactured in the United States and conform to stated requirements of AWWA C500,AWWA C509,and this Section, and that they have been satisfactorily tested in the United States in accordance with AWWA C500 and AWWA C509 2.0 i PRODUCTS 2.01 GATE VALVES A Gate Valves: AWWA C500, AWWA C509 and additional requirements of this Section. Direct bury valves and those in subsurface vaults, aboveground and plant valves open counterclockwise. B If type of valve is not indicated on Plans,use gate valves as line valves for sizes less than 16-inches. If type of valve is indicated,no substitute is allowed. C Gate Valves 1-1/2 Inches in Diameter and Smaller 125 psig; bronze; rising-stem; single-wedge;disc type;screwed ends;such as Crane No.428,or approved equal. D Coatings for Gate Valves 2 Inches and Larger AWWA C550; Indurall 3300 or approved equal, non-toxic,imparts no taste to water,functions as physical,chemical, and electrical barrier between base metal and surroundings, minimum 8-mil-thick, fusion-bonded epoxy Prior to assembly of valve,apply protective coating to interior and exterior surfaces of body E Gate Valves 2 Inches in Diameter Iron body,double gate,non-rising stem,150-pound test,2 inch square nut operating clockwise to open. 02/2008 02541-2 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES F Gate Valves 4 Inches to 12 Inches in Diameter Non-directional, resilient seated (AWWA C509) or parallel seat double disc (AWWA C500), 200 psig, bronze mounting,push-on bell ends with rubber joint rings,and nut-operated unless otherwise specified. Provide resilient seated valves manufactured by American Darling AFC- 500, US Pipe Metroseal 200, or approved equal. Provide double disc valves manufactured by American Darling 52,Clow F-6102,or approved equal. Comply with following requirements: 1 Design: Fully encapsulated rubber wedge or rubber seat ring mechanically attached with minimum 304 stainless-steel fasteners or screws; threaded connection isolated from water by compressed rubber around opening. 2. Body Cast or ductile iron, flange bonnet and stuffing box together with ASTM A 307 Grade B bolts.Manufacturer's initials,pressure rating,and year manufactured shall be cast in body 3 Bronze: Valve components in waterway to contain riot more than 15 percent zinc and not more than 2 percent aluminum. 4 Stems. ASTM B 763 bronze, alloy number 995 minimum yield strength of 40,000 psi,minimum elongation in 2 inches of 12 percent,non-rising. 5 0-rings: AWWA C509,sections 2.2.6 and 4.8.2. 6. Stem Seals: Consist of three 0-rings,two above and one below thrust collar with anti-friction washer located above thrust collar 7 Stem Nut: Independent or integrally cast of ASTM B 62 bronze. 8. Resilient Wedge: Molded,synthetic rubber,vulcanized and bonded to cast or ductile iron wedge or attached with 304 stainless steel screws tested to meet or exceed ASTM D 429, Method B, seat against epoxy-coated surface hi valve body 9' Bolts: AWWA C509 Section 4 4, stainless steel, cadmium plated, or zinc coated. G Gate Valves 16 Inches to 24 Inches in Diameter AWWA C500 by Mueller;push-on bell ends with rubber rings and nut-operated unless otherwise specified,double disc, 150 psi,and comply with the following: 1 Body Cast or ductile iron, flange together bonnet and stuffing box with ASTM A 307 Grade B bolts. Manufacturer's initials,pressure rating,and year manufactured shall be cast in body Equip with rollers,tracks,and scrapers. 2. Stems. Machined from ASTM B 62 bronze rod with integral forged thrust collar machined to size;non-rising. 3 Stem Seals: Consist of one 0-ring above and one 0-ring below thrust collar with anti-friction washer located above thrust collar for operating torque. 4 Stem Nut: Independent or integrally cast of ASTM B 62 bronze. 5 Discs: Cast iron with bronze disc rings securely peened into machined dovetailed grooves. 6. Wedging Device: Solid bronze or cast-iron,bronze-mounted wedges. Thin plates or shapes integrally cast into cast-iron surfaces are acceptable. Other moving surfaces integral to wedging action shall be bronze monel or nickel alloy-to-iron. 02/2008 02541-3 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 7 Bronze Mounting: Built as integral unit mounted over,or supported on,cast iron base and of sufficient dimensions to be structurally sound and adequate for imposed forces. 8. Gear Cases: Cast iron;furnished on 18-inch and larger valves and of extended type with steel side plates, lubricated,gear case enclosed with oil seal or 0- rings at shaft openings. 9 Stuffing Boxes. Located on top of bonnet and outside gear case. H Gate Valves 20 Inches and.Larger Furnish and equip with bypass valves. 1 Sizes: Provide 3-inch bypass valves for 16-inch through 20 inch gate valves. Provide 4-inch bypass valves for 24-inch gate valves. I Valves 4 Inches through 12 Inches for Installation in Vertical Pipe Lines. 1 Double disc,square bottom. J Valves 14 Inches and Larger for Installation in Horizontal Pipe Lines: 1 Equipped with bronze shoes and slides. K Gate Valves Installed at Greater than 4 foot Depth. 1 Provide non-rising, extension stem having coupling sufficient to attach securely to operating nut of valve. Upper end of extension stem shall terminate in square wrench nut no.deeper than 4 feet from finished grade. L Gate Valves in Factory Mutual(Fire Service)Type Meter Installations: 1 Conform to provisions of this specification, outside screw and yoke valves; carry label of Underwriters'Laboratories,Inc.,flanged,Class 125,clockwise to close. M. Provide flanged joints when valve is connected to steel or PCCP 2.02 BUTTERFLY VALVES AND ACTUATORS A Butterfly Valves and Actuators. Conform to AWWA C504, except as modified or supplemented herein. Provide valves manufactured by Keystone International, American-Darling,or approved equal. B If type of valve is not indicated on Plans,butterfly valves shall be used for line valve sizes 16 inch and larger If type of valve is specified,no substitute will be allowed. C Butterfly valves.shall be short-body,flanged design and installed at iodations as shown on Plans. D Direct-bury valves,valves in subsurface vaults. Above-ground and plant valves shall open counterclockwise. E Provide flanged joints when valve is connected to steel or PCCP F Butterfly Valves and Actuators(Additional Requirements for Large-Diameter Water Mains): Valves larger than 72 inches in diameter shall have all components designed 02/2008 02541-4 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES f so that the allowable stresses at rated pressure shall not exceed one-third of the yield strength or one-fifth of the ultimate strength of the material used. Provide valves manufactured by Keystone International,American-Darling,or equal. 2.03 BUTTERFLY VALVE CONSTRUCTION A Valves: AWWA C504, Class 150B. Body Cast iron, ASTM A 126, Class B Flanges:ANSI B 16.1,Class 1251b. B ; Discs for Butterfly Valves: Either cast iron or ductile iron. C Seats: Buna-N or neoprene, and may:be applied to disc or body Seats shall be mechanically secured and may not rely solely on adhesive properties of epoxy or similar bonding agent to attach seat to body Seats on disc shall be mechanically retained by stainless steel(18-8)retaining ring held in place by stainless steel(18-8) cap screws that pass through rubber seat for added retention. When seat is on disc, seat shall be retained in position by shoulders located on both disc and stainless-steel retaining ring. Mating surfaces for seats: Type 304 or 316,stainless steel and secured to disc by mechanical means. Sprayed-on or plated mating surfaces will not be allowed. D Coat interior wetted ferrous surfaces of valve,including disc,with epoxy suitable for potable-water conditions. Epoxy, surface preparation, and epoxy application: In accordance with AWWA C550 and coating manufacturer's recommendations. Provide two coats of two-component, high-build epoxy with minimum dry thickness of 10 mils. Epoxy coating: Indurall 3300 or approved equal. Coatings shall be holiday tested and measured for thickness. E Valve shaft and keys,dowel pins,or taper pins used for attaching valve shaft to valve disc: Type-304 or 316 stainless steel. Shaft Bearings: Stainless steel,bronze,nylon, or Teflon (supported by fiberglass mat or backing material with proven record of preventing Teflon flow under load)in accordance with AWWA C504 F Packing: Field-adjustable, split-V type,and replaceable without removing operator assembly, G. Retaining Hardware for Seats. Type 304 or 316 stainless steel. Nuts and screws used with clamps and discs for rubber seats shall be held securely with locktight,or other approved method,to prevent loosening by vibration or cavitational effects. H Valve disc shall seat in position at 90 degrees to the pipe axis and shall rotate 90 degrees between full-open and tight-closed position. Install valves with valve shafts horizontal and convex side of disc facing anticipated direction of flow,except where shown otherwise on Plans. 2.04 BUTTERFLY VALVE ACTUATOR CONSTRUCTION A Provide actuators for valves with size based on line velocity of 16 feet per second, and, unless otherwise shown on Plans,equip with geared manual actuators. Provide 02/2008 02541-5 of 8 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES fully enclosed and traveling-nut type, rack-and-pinion type,or worm-gear type for valves.24 inches,and smaller. B Provide actuator designed for installation with valve shaft horizontal unless otherwise indicated on Plans. C Provide valve shaft extended from valve to actuator Space between actuator housing and valve body shall be completely enclosed so that no moving parts are exposed to soil or elements. D Provide oil-tight and watertight actuator housings for valves,specifically designed for buried service or submerged service when located in valve vaults,and factory packed with suitable grease. E Install a valve position indicator on each actuator housing located above ground or in valve vaults. Valves shall be equipped with 2-inch actuator nut only F Indicate direction of opening of valve on exposed visible part of assembly G Design worm-gear or traveling-nut actuators so that a torque of 150 foot-pounds,or less,will operate valve at most adverse condition for which valve is designed.Vertical axis Of actuating nut shall not move as valve is opened or closed. 2.05 VALVE BOXES A Provide standard adjustable valve boxes only conforming to requirements of Section 02520—Valve Boxes,Meter Boxes,and Meter Vaults. 2.06 VALVE SERVICE MANHOLES A For large-diameter water mains, provide manholes to dimensions shown on Plans conforming to requirements of Section 02542—Concrete Manholes. 2.07 AIR RELEASE AND VACUUM RELIEF VALVES A Air Release Valves: Apco No. 200, GA Industries Fig. 2-AR, or equal. Materials: body and cover, ASTM A 48, Class 30, cast iron, float and leverage mechanism, ASTM A 240 or A276 stainless steel;orifice and seat,stainless steel against Buna-N or Viton mechanically retained with hex head nut and bolt;other valve internals,stainless steel or bronze. Provide inlet and outlet connections,and orifice as shown on Plans. B Air Release and Vacuum,Valves: Provide single-body, standard combination or duplex-body custom combination valves as indicated on Plans. 1 For 2 inch and 3 inch, single-body valves, provide inlet and outlet sizes as shown on Plans and orifice sized for 100 psi working pressure. Valve materials: body,cover and baffle,ASTM A 48,Class 35,or ASTM A 126, Grade B cast iron,plug or poppet,ASTM A 276 stainless steel,float,ASTM A 240 stainless steel,seat,Buna-N,other valve internals,stainless steel. Valve exterior Painted with shop-applied primer suitable for contact with potable 02/2008 02541-6 of 8 CITY OF PEARI.AND ,. WATER AND WASTEWATER LINE VALVES .,- water Provide Apco Model 145C or 147C,Val-Matic Series 200, or equal valves. 2. For 3 inch and larger duplex body valves as shown on Plans,provide Apco Series 1700 with No. 200 air release valve, GA Industries Fig.No.AR/GH- 21 K/280,or equal. Air and vacuum valve materials: body and cover,ASTM A 48,Class 35,cast iron;float,ASTM A 240 stainless steel,seat,Type-304, stainless steel and Buna-N,other valve internals,stainless steel or bronze. Air release valve: Constructed as specified in paragraph above on Air Release Valves. C Vacuum Relief Valves: Provide air inlet vacuum relies;valves with flanged inlet and outlet connections as shown on Plans. Provide air release valves in combination with inlet and outlet, and orifice as shown on Plans. Valve shall open under pressure differential not to exceed 0.25 psi. Provide Apco Series 1500 with a No.'200A air release valve, GA Industries'Fig. No. HCARV, or approved equal. Materials for vacuum relief valves: valve body,ASTM A 48, Class 35,cast iron, seat and plug, ASTM B 584 bronze, copper alloy 836; spring, ASTM A 313, Type-304, stainless steel,bushing,ASTM B 584 bronze,copper alloy 932;retaining screws,ASTM A 276, Type-304,stainless steel, D Air Release Valve Vault as detailed in Plans. 2.08 PRESSURE REDUCING VALVES ) A Provide Cla-Val Model 90-01,or approved equal,PRV with strainer in location and arrangement as shown on Plans. Valve body ASTM A 48,cast iron or ASTM A 126, Class B,cast iron with ANSI B16.1,Class 125,flanges. Valve cover ASTM A 48 cast iron. Valve internals: Type-303,stainless steel or B-62 bronze. Rubber parts: Buna-N No leather parts shall be allowed. Resilient seat shall have rectangular cross section. B Control Tubing: Contain shutoff cocks with"Y" strainer C PRV Equip with valve position indicator Initially set in field by authorized manufacturer's representative with 60 psi downstream pressure. D Provide basket strainer upstream of PRV as shown on Plans. Strainer body quick- opening type, fabricated-steel construction with ANSI B 16.1, Class 150, flanges. Basket: Type-304,stainless steel. Provide Hayward Model 90,or equal,for PRV fl- inch through 24-inch. Provide Hayward Model 510,or equal,for PRV 14 inches or greater when space limitations dictate the use of smaller strainer housing. E Pilot Systems for PRV Adjustable and pressure sustaining. F Valve Box.Valve Box conforming to requirements of Section 02520—Valve Boxes, Meter boxes,and Meter Vaults. I ` 02/2008 02541-7 of 8 _ y CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 3.0 EXECUTION 3,01 INSTALLATION A Earthwork. Conform to applicable provisions of Section 02318 —Excavation and Backfill for,Utilities. B Operation. Do not use valves for throttling without prior approval of manufacturer 3.02 SETTING VALVES AND VALVE BOXES A Remove foreign matter from within valves prior to installation. Inspect valves in open and closed positions to verify that parts are in satisfactory working condition. B Install valves and valve boxes where shown on Plans. Set valves plumb and as detailed. Center valve boxes on valves. Carefully tamp earth around each valve box for minimum radius of 4 feet,or to undisturbed trench face if less than 4 feet. Install valves completely closed when placed in water line. C For pipe section of each valve box,use only cast iron,ductile iron,or DR18 PVC pipe cut to proper length. Size to allow future operation of valve. Assemble and brace box in vertical position as indicated on Plans. 3.03 DISINFECTION AND TESTING A Perform disinfection and testing of valves and appurtenances as required by Section 02510—Water Mains. B Repair or replace valves which exceed the allowable specified leakage rate. 3.04 PAINTING OF VALVES A Paint valves in vaults, stations, and above ground using ACRO Paint No. 2215, or approved equal. END OF SECTION 02/2008 02541 -8 of 8 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES Section 02542 CONCRETE MANHOLES AND ACCESSORIES 1.0 GENERAL 1.01 SECTION INCLUDES A Cast-in-Place and Pre-Cast Concrete Manholes for sanitary sewer and storm sewer B Iron castings for manhole frames and covers,inlet frames and grates,catch basin frames and grates,meter vault frames and covers,adjustment rings and extensions. C Ring grates. D References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01500-Temporary Facilities and Controls 4 Section 03300—Cast-in-Place Concrete 5. Section 02255—Bedding,Backfill,and Embankment Materials 6. Section 02318—Excavation and Backfill for Utilities 7 Section 02530—Gravity,Sanitary Sewers 8. Section 01140—Contractor's Use of Premises • E Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM C 478,"Standard Specification for Precast Reinforced Concrete Manhole Sections" b. ASTM C 443,"Standard Specification for Joints for Concrete Pipe and Manholes,Using Rubber Gaskets" c. ASTM C 270,"Standard Specification for Mortar for Unit Masonry" d. ASTM C 923, "Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures,Pipes and Laterals" e. ASTM C 1107,"Standard Specification for Packaged Dry,Hydraulic- Cement Grout(Nonshrink)" f. ASTM A 48,"Standard Specification for Gray Iron Castings" g. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" h. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" 2. American Association of State Highway and Transportation Officials (AASHTO) 3. American Water Works Association(AWWA) 4 American Welding Society(AWS) a. AWS D12.1, "Reinforcing Steel Welding Code" 02/2008 02542-1 of 9 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES F Definitions: 1 Shallow Depth Manholes-manholes having a depth of 4 feet or less measured from the top of cover to sewer invert. 2. Normal Depth Manholes-manholes having a depth of greater than 4 feet and up to 8 feet measured from top of cover to sewer invert. 3. Extra Depth Manholes- manholes having a depth of greater than 8 feet measured from the top of cover to sewer invert. 4 Corrosion Resistant Manholes- concrete manholes incorporating additional material, such as liners or coatings, which make them more resistant to corrosion than typical concrete manholes. 5. Standard Manholes Drops- drops of up to 3 vertical feet measured from the invert of the T-fitting to the sewer invert. 6. Extra Depth Manhole Drops-drops in excess of 3 vertical feet measured from the invert of the T-fitting to the sewer invert. 1.02 MEASUREMENT AND PAYMENT A Measurement for Normal Depth Manholes and/or Normal Depth Corrosion Resistant Manholes shall be per each. B Measurement for Shallow Depth Manholes and/or Shallow Depth Corrosion Resistant Manholes'shall be per each. C Measurement for Extra Depth Manholes and/or Extra Depth Corrosion Resistant Manholes is on a vertical foot basis for each foot of depth greater than 8 feet. D Payment for Manholes under this Section shall be for complete installation including riser,frames, grates, adjustment rings, stainless steel inflow preventers, cut-in work, covers,penetrations,other appurtenances,and be in accordance with Section 01200— , Measurement and Payment Procedures. E Measurement for Standard Manhole Drops shall be per each. F Measurement for Extra Depth Manhole Drops is on a vertical foot basis for each foot of Drop greater than 3 feet. G Payment for Drops under this Section shall be for assembly components,encasement, other appurtenances, and be in accordance with Section.01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit proposed design mix and test data for each type and strength of concrete. C Submit manufacturer's data and details of following items for approval. 1 Frames,grates,rings,and covers. 02/2008 02542-2 of 9 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES ri 2. Materials to be used in fabricating drops. 3 Materials to be used for pipe connections at manhole walls. 4 Materials to be used for stubs and stub plugs. 5 Plugs to be used for sanitary sewer hydrostatic testing. 6. Shop Drawings of manhole sections and base units and construction details, including reinforcement,jointing methods,materials and dimensions. 7 Certification from manufacturer that precast manhole design is in full accordance with ASTM C 478 and design criteria as established in this Section, 2.03E,"Design Loading Criteria" 8. Materials and procedures for corrosion resistant liner and coatings,if required. 9 Manufacturer's data for pre-mix(bag)concrete,if used for channel inverts and benches. D Provide Shop Drawings for fabrication and erection of casting assemblies. Include plans, elevations, sections and connection details. Show anchorage and accessory items. Include Setting Drawings for location and installation of castings and anchorage devices. 2.0 PRODUCTS 2.01 PRECAST CONCRETE MANHOLES A Use manhole sections and base sections conforming to ASTM C 478. Use base riser section with integral floors,unless shown otherwise. Provide adjustment rings which are standard components of the manufacturer of the manhole sections meeting material requirements of ASTM C 478 Mark date of manufacture and name or trademark of manufacturer on inside of barrel. B Construct barrels for precast manholes from 48-inch diameter standard reinforced • concrete manhole sections unless otherwise indicated on Plans. Use various lengths of Manhole sections in combination to provide the correct height with the fewest joints. Wall sections shall be designed for depth as shown and loading conditions as described in this Section,2.03E,"Design Load Criteria",but shall not be less than 5 inches thick. Base section shall have a minimum thickness of 12 inches under the invert. C Provide cone tops to receive cast iron frames and covers,unless indicated otherwise. Use tops designed to support an AASHTO H-20 loading. I D Where the Plans indicate that manholes larger than 48-inch diameter are required, precast base sections of the required diameter shall be provided with flat slab top precast sections used to transition to 48-inch diameter manhole access riser sections. Transition can be concentric or eccentric. The transition shall be located to provide a minimum of 7-foot head clearance from the top of bench to underside of transition. E Design Loading Criteria. The manhole walls,transition slabs,cone tops,and manhole base slab shall be designed by the manufacturer to the requirements of ASTM C 478 for the depth as shown on Plans and the following design criteria. 1 AASHTO H-20 loading applied to the manhole cover and transmitted down to the transition and base slabs. 02/2008 02542-3 of 9 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2. Unit soil weight of 120 pcf located above all portions of the manhole,including base slab projections. 3 Lateral soil pressure based on saturated soil conditions producing an at-rest equivalent fluid pressure of 100 pcf, with soil pressure acting on empty manhole. 4 Internal liquid pressure based on a unit weight of 63 pcf, with manhole filled with liquid from invert to cover,with,no balancing external soil pressure. 5. Dead load of manhole sections fully supported by the transition and base slabs. 6. Design additional reinforcing steel to transfer stresses at openings. 7 The minimum clear distance between any two wall penetrations shall be 12 inches or half the diameter of the smaller penetration, whichever is greater F Form joints between sections with 0-ring gaskets conforming to ASTM C 443. G Do not incorporate manhole steps in manhole sections. H Do not use brick masonry in construction of sanitary sewer manholes. 2.02 MORTAR A Conform to requirements of ASTM C 270,Type S using Portland cement. 2.03 MISCELLANEOUS METALS A Provide cast-iron frames, grates, rings, covers, and stainless steel inflow preventers conforming to requirements of this Section and the City of Pearland Standard Construction Details. 2.04 DROPS A Drops shall conform to the same pipe material requirements used in the main pipe,. unless otherwise indicated on the Plans. 2.05 PIPE CONNECTIONS A Use resilient connectors conforming to requirements of ASTM C 923 Metallic mechanical devices as defined in ASTM C 923 shall be made of the following materials: 1 External clamps:Type 304 stainless steel 2. Internal,expandable clamps on standard manholes.Type 304 stainless steel, 11 gage minimum. 3 Internal,expandable clamps on corrosion-resistant manholes: a. Type 316 stainless steel, 11 gage minimum,or b. Type 304 stainless steel,.11 gage minimum,coated with minimum 16 mil fusion-bonded epoxy conforming to AWWA C 213 4 All precast openings shall be fully circular,360°openings. 02/2008 02542-4 of 9 I t CITY.OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES i B Where rigid joints between pipe and a cast-in-place manhole base are specified or shown on the Plans,use polyethylene-isoprene water-stop meeting the physical property requirements of ASTM C 923,Press-Seal'WS Series;or equal. C Storm sewer pipe connections: 1 Connections acceptable for sanitary sewers. 2. Line pipe grouted in place with mortar. 2.06 SEALANT MATERIALS A Sealing materials between precast concrete adjustment ring and manhole cover frame shall be Adeka Ultraseal P201,or approved equal. 2,07 CORROSION RESISTANT MANHOLE MATERIALS A Provide one of the following as indicated on the Plans. 1 Precast cylindrical polymer concrete manhole sections,base sections,and cone sections. 2. Precast cylindrical Portland cement concrete manhole sections,base sections, and cone sections with one of the following factory applied internal coatings or approved equal:' a. NeoPoxyTM NPR-53\00 Series"PureEpoxy"spray on epoxy liner and other required fillers/sealants per manufacturer's recommendations: 1) NeoPoxy NPR-3501 high tensile elongation epoxy elastomeric gout and sealant. 2) NeoPoxy NPR-5305 trowelable epoxy filler, grout and sealant, 3) Chemical and cementitious rapid set hydraulic grouts such as Strong-Plug, Strong-Seal QSR,Quadex Hyperform and Quadex Hydro-Plug,or other equivalents pre-approved by the engineer 4) NeoPoxy P-88 ultraviolet light resistant topcoat. b. EMACO liner(contact City of Pearland Public Works Department for specific type). c. Raven liner (contact City of Pearland Public Works Department for specific type). 2.08 BACKFILL MATERIALS A Backfill materials shall conform to the requirements of Section 02255 — Bedding, Backfill,and Embankment Materials. 2.09 NON-SHRINK GROUT K A For non shrink grout, use prepackaged,inorganic; flowable, non-gas-liberating,non- metallic, cement-based grout requiring only the addition of water It shall meet the requirements of ASTM C 1107 and shall have a minimum 28-day compressive strength of 7000 psi. 02/2008 02542-5 of 9 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2.10 CASTINGS A Castings for frames,grates,rings and covers shall conform to City of Pearland Standard Construction Details and shall be ASTM A 48, Class 30. Provide locking covers if indicated on Plans. B Castings shall be capable of withstanding the application of an AASHTO H-20 loading without permanent deformation. C Fabricate castings to conform to the shapes,.dimensions, and with wording or logos shown on the Plans. D Castings shall be clean, free from blowholes and other surface imperfections. Cast holes in covers shall be clean and symmetrical,free of plugs. 2.11 BEARING SURFACES- ,- A Machine bearing surfaces between covers or grates and their respective frames so that even bearing is provided for any position in which the casting may be seated in the frame. 2.12 SPECIAL FRAMES AND COVERS A Where indicated on the Plans, provide watertight manhole frames and covers with a minimum of four bolts and a gasket designed to seal cover to frame. Supply watertight manhole covers and frames, Model R-1916 manufactured by Neenah Foundry Company,Model V-2420 by East Jordan Iron Works,or approval equal. 2.13 FABRICATED RING GRATES A Ring grates shall be fabricated from reinforcing steel conforming to ASTM A 615 B Welds connecting the bars shall conform to AWS D 12.1 2.14 INFLOW PREVENTERS A Provide stainless steel inflow preventers with air release vents on all sanitary sewer manholes. 3.0 EXECUTJON 3.01 EXAMINATION A Verify lines and grades are correct. B Determine if the subgrade,when scarified and re-compacted,can be compacted to 95 percent of maximum Standard Proctor Density according to ASTM D 698 prior to 'placement of foundation material and base section. If it cannot be compacted to that density,the subgrade shall be moisture conditioned until that density can be reached or shall be treated as an unstable subgrade. 02/2008 02542-6 of 9 CITY OF PEARLAND , CONCRETE MANHOLES AND ACCESSORIES C Do not build sanitary or storm sewer manholes in ditches, swales, or drainage paths unless approved by the Engineer 3.02 PLACEMENT OF PRECAST MANHOLES A Install precast manholes to conform to locations and dimensions shown on Plans. B Place manholes at points of change Of alignment,grade,size,pipe intersections,and end' of sewer. 3.03 MANHOLE BASE SECTIONS AND FOUNDATIONS A Place precast base on 12-inch-thick(minimum)foundation of cement stabilized sand or a concrete foundation slab. Compact cement-sand in accordance with requirements of Section 02318-Excavation and Backfill for Utilities. B Unstable Subgrade Treatment: When unstable subgrade is encountered,the subgrade will be examined by the Engineer to determine if the subgrade has heaved upwards after being excavated. If heaving has not occurred,the subgrade shall be over-excavated to allow for a 24-inch thick layer of crushed stone wrapped in filter fabric as the foundation material under the manhole base. If there is evidence of heaving, a pile- supported concrete foundation, as detailed on the Plans, shall be provided under the manhole base,when indicated by the Engineer 3.04 PRECAST MANHOLE SECTIONS A Install sections, joints, and gaskets in accordance with manufacturer's printed recommendations. B Install precast or steel adjustment rings above tops of cones or flat-top sections as required to adjust the finished elevation and to support manhole frame. C Seal any lifting holes with non-shrink grout. D Where PVC liners are required, seal joints between sections in accordance with manufacturers recommendations. 3.05 PIPE CONNECTIONS AT MANHOLE A Install approved resilient connectors at each pipe entering and exiting sanitary sewer manholes in accordance with manufacturer's instructions. B Ensure that no concrete,cement stabilized sand,fill,or other rigid material is allowed to enter the space between the pipe and the edge of the wall opening at and around the resilient connector on either the interior or exteriorof the manhole. If necessary,fill the space with a compressible material to guarantee the full flexibility provided by the resilient connector All pipe openings shall be fully circular,360°openings. 02/2008 02542-7 of 9 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES C Where a new manhole is to be constructed on an existing sewer,install precast manhole base with factory installed Femco type connections and pipe stubouts at least two(2) feet outside manhole wall. Manhole shall be cut-in to existing pipe. No"horseshoe"or "dog house"type connections will be permitted. D Do not construct joints on sanitary sewer pipe within wall sections of manholes. Use approved connection material. E Construct pipe stubs with resilient connectors for future connections at locations and with material indicated on Plans. Install approved stub plugs at interior of manhole. F Test connection for watertight seal before backfilling. 3.06 INVERTS FOR SANITARY SEWERS A Construct invert channels to provide a smooth flow transition waterway with no disruption of flow at pipe-manhole connections. Conform to following criteria: 1 Slope of invert bench: 1 inch per foot minimum,1-1/2 inch per foot maximum. 2. Depth of bench to invert: a. Pipes smaller than 15-inches:one-half largest pipe diameter b. Pipes 15 to 24-inches.three-fourths the largest pipe diameter c. Pipes larger than 24-inches: equal to the largest pipe diameter 3. Invert slope through manhole: 0.10-foot drop across manhole with smooth transition of invert through manhole,unless otherwise indicated on Plans. B Form invert channels with class A concrete if not integral with manhole base. For direction changes of mains, construct channels tangent to mains with maximum possible radius of curvature. Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts. 3.07 DROPS FOR SANITARY SEWERS A Construct Drops with same materials used in main pipe unless otherwise indicated on Plans or approved by the Engineer Install a Drop when a sewer line enters a manhole higher than 30-inches above the invert of the manhole. All drops must be interior drops. B Terminate encasement of blind drops a minimum of 5 inches below top of bell and not less than 12 inches above top of next lower bell. Install approved plug at bell. 3.08 MANHOLE FRAME AND ADJUSTMENT RINGS A Combine precast concrete adjustment rings so that the elevation of the installed casting cover is 3/8 inch below the pavement surface. Seal between adjustment ring and the manhole top with non-shrink grout;do not use mortal between adjustment rings. Apply a latex-based bonding agent to concrete surfaces to be joined with non-shrink grout. Set the cast iron frame on the adjustment ring in a bed of approved sealant. The sealant bed shall consist of two beads of sealant, each bead having minimum dimensions of 1/2- inch and 3/4-inch wide. 02/2008 02542-8 of 9 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES - B For manholes in unpaved areas,top of frame shall be set a minimum of 6 inches above existing ground line unless Otherwise indicated on Plans. In unpaved areas,encase the manhole frame,in mortar or non-shrink grout placed flush with the face of the manhole ring and the top edge of the frame. Provide a rounded corner around the perimeter. 3.09 BACKFILL A Place and compact backfill materials in the area of excavation`surrounding manholes in accordance with requirements of Section 02318—Excavation and Backfill forUJtilities. Use embedment zone backfill material, as specified for the adjacent utilities, from manhole foundation up to an elevation 12 inches over each pipe connected to the manhole. Provide trench zone backfill,as specified for the adjacent utilities,above the embedment zone backfill. B Where rigid joints are used for connecting existing sewers to the manhole, backfill under the existing sewer up to the spring-line of the pipe with Class B concrete or flowable fill. 3.10 FIELD QUALITY CONTROL A Conduct leakage testing of manholes in accordance with requirements of Section 02530 —Gravity Sanitary Sewers. 3.11 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. 3.12 PROTECTION OF THE WORK A Protect Manholes from damage until subsequent work has been accepted. B Repair or replace damaged elements of Manholes at no additional cost to the Owner C In unpaved areas,provide positive drainage away from manhole frame to natural grade. END OF SECTION 02/2008 02542-9 of 9 THERMOPLASTIC City of Pearland PAVEMENT MARKING Section 02582 THERMOPLASTIC PAVEMENT MARKING PART I GENERAL 1.01 SECTION INCLUDES A. Thermoplastic pavement markings. I.02 UNIT PRICES A. Measurement for linear pavement markings is on a linear foot basis for each width,measured in place. B. Measurement for words and symbols is on a lump sum basis for each word or symbol. C. Refer to Section 01025 — Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A. Submittals shall conform to requirements of Section 01300-Submittals. B. Each container shall be clearly marked to indicate the color, weight, Type of material,manufacturer's name and the lot/batch number. PART 2 PRODUCTS A. Pavement markings are thermoplastic type marking.materials that require heating to elevated temperatures for application. B. Materials shall conform to TxDOT Specification Item 666. PART 3 EXECUTION 3.01 GENERAL A. Prepare pavement surfaces and install markings in accordance with manufacturer's recommendations and TxDOT specifications. B. Accurately locate and install approved markings to conform to classes, colors,lengths,widths,and configurations indicated on Drawings. Page 1 of 2 THERMOPLASTIC City of Pearland PAVEMENT MARKING 3.02 PREPARATION A. Clean and repair surfaces to receive markups. Blast clean surfaces indicated on Drawings or where directed by the Engineer in accordance with requirements of Section 02581 Do not clean portland cement concrete pavements by grinding. 3.04 SURFACE INSTALLATION A. Test pavement surface for moisture content prior to application of markings. Place an approximate 2 square foot sheet of clear plastic or tar paper on road surface and hold in place for 20 minutes. Immediately' inspect the sheet for build up of condensed moisture. If sufficient moisture has condensed to cause water to drip from sheet, do not apply markings. Repeat test as necessary until adequate moisture has evaporated from pavement to allow placement. B Observe manufacturer's recommended pavement and ambient air temperature requirements for application. If manufacturer has no temperature recommendations, do not install markings if pavement temperature is below 60 degrees F or above 120 degrees F C. Prime pavement surface and apply markings as recommended by manufacturer 3.05 FIELD QUALITY CONTROL A. Pavement markings shall present a neat,uniform appearance. B Repair or replace improperly installed markers at Contractors expense. 3.06 CLEANING A. Keep project site free of unnecessary traffic hazards at all times. B Clean area upon completion of work and remove rubbish from work site. 3.07 WARRANTY A. Contractor shall warrant material and labor for a period of twelve months from date of installation of markings. Immediately upon notification, replace portions of pavement marking lines or legends that have lifted, shifted or spread,lost daytime color,or nighttime retro-reflectivity END OF SECTION Page 2 of 2 CITY OF PEARLAND FRAMES,GRATES, IRINGS,AND COVERS Section 02603 FRAMES,GRATES,RINGS,.AND COVERS 1.0 GENERAL 1.01 SECTION INCLUDES A Iron castings for manhole frames and covers, inlet frames and grates, catch basin frames and grates,meter vault frames and covers,adjustment rings and extensions. B Ring grates. C References to Technical,Specifications: ' 1. Section 01200—Measurement and Payment Procedures 2. Section 01350-Submittals D Referenced Standards: - 1 American Society for Testing and Materials(ASTM) a. ASTM A 48,"Standard Specification for Gray Iron Castings" b. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" c. ASTM C 270,"Standard Specification for Mortar for Unit Masonry" 2. American Association of State Highway and Transportation Officials (AASHTO) a. AASHTO M 306,"Drainage,Sewage,Utility,and Related Castings" 3 American Welding Society(AWS) a. AWS D12.1,"Reinforcing Steel Welding Code" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for frames,grates, rings, covers, and seals under this Section. Include cost in Bid Items for which this Work is a component.'' B If frames,grates,rings,covers,and'seals are included as a Bid Items,measurement will be based on the Units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Provide copies of manufacturer's specifications, load tables, dimension diagrams, anchor details, and installation instructions. Manufacturer shall be East Jordan Iron Works,Inc.'or approved equal. 02/2008 02603-1 of 3 CITY OF PEARLAND FRAMES,GRATES, RINGS,AND COVERS C Provide Shop Drawings for fabrication and erection of casting assemblies. Include plans, elevations, sections and connection details. Show anchorage and accessory items. Include Setting Drawings for location and installation of castings and anchorage devices. 2.0 PRODUCTS 2.01 CASTINGS A Castings for frames,grates,rings and covers shall conform to ASTM A 48,Class 35B and AASHTO M 306. Provide locking covers if indicated on Plans. B Castings shall be capable of withstanding the application of an AASHTO H-20 loading without permanent deformation. C Fabricate castings to conform to the shapes,dimensions,and with wording or logos shown on the Plans. D Castings shall be 75% post-consumer recycled;material, clean, free from blowholes and other surface imperfections. Cast holes in covers shall be clean and symmetrical, free of plugs. 2.02 BEARING SURFACES A Machine bearing surfaces between covers or grates and their respective frames so that even bearing is provided for any position in which the casting may be seated in the frame. 2.03 SPECIAL FRAMES AND COVERS A Where indicated on the Plans,provide stainless steel inflow preventers and watertight manhole frames and covers with a minimum of four tiolts and a gasket designed to seal cover to frame. Supply watertight manhole Frames and Covers, Model R-1916 manufactured by Neenah Foundry Company, Model V-2420 by East Jordan Iron Works,or approval equal. 1. 2.04 FABRICATED RING GRATES A Ring grates shall be fabricated from reinforcing steel conforming to ASTM A 615 I t B Welds connecting the bars shall conform to AWS 012.1 2.05 MORTAR A Conform to requirements of ASTM C 270,Type S using Portland cement. it l J it 02/2008 02603-2 of 3 CITY OF PEARLAND FRAMES,GRATES, RINGS,AND COVERS 3.0 EXECUTION 3.01 INSTALLATION A All installations that have an elevation difference between the final elevation of the manhole cover and the surrounding finished grade greater than 18 inches will be required to be hinged,lift assist gasketed ring and cover. - B Install castings according to approved.Shop Drawings, instructions given in related Sections,and applicable directions from the manufacturer's printed materials. C Set castings accurately at required locations to proper alignment and elevation. Keep castings plumb, level, true and free of rack. Measure location accurately from established lines and grades. Brace or anchor frames temporarily in formwork until permanently set. D Ring grates shall be fabricated in accordance with Plans and shall be set in mortar in the mouth of the pipe bell. r END OF SECTION 1 02/2008 02603-3 of 3 CITY OF PEARLAND JACKING PIPE OR BOX Section 02629 JACKING PIPE OR BOX 1.0 GENERAL 1.01 SECTION INCLUDES A - Description-Furnish and install pipe or box by jacking. 'B Direct Jacking Direct jacking of concrete box is a method of installing a Precast Reinforced Concrete Box (RCB) under roadways, railways, runway or highways in lieu of the open cut method.The box jacking procedure uses a PIPE OR BOX that is suitable to be jacked through the soil;sizes range from an end area of approximately 32 square feet to 144 square feet(8' x 4'to 12' x 12').Maximum jacking loads are controlled by pumping bentonite or suitable lubricants around the outside of the box during the jacking operation.Typically,jacks are oversized so they can be operated at a lower pressure and maintain a reserve jacking capacity It is common,although not mandatory,to use a 24-hour operation when pushing box,reducing the possibility that the box will freeze or"set"in the ground. C References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01450—Testing Laboratory Services 4 Section 02255—Bedding,Backfill,and Embankment Materials 5 Section 02318—Excavation and Backfill for Utilities 6. Section 02415—Augering Pipe or Casing for Sewers 7 Section 01140—Contractor's Use of Premises D Referenced Standards. 1 American Society for Testing and Materials(ASTM) 2. ASTM C 76,"Standard Specification for Reinforced Concrete Culvert,Storm Drain,and Sewer Pipe 3. ASTM C 443, "Standard Specification for Joints 'for Concrete Pipe and Manholes,Using Rubber Gaskets" 4 ASTM C 506,"Standard Specification for Reinforced Concrete Arch Culvert, Storm Drain,and Sewer Pipe" 5 ASTM C 877,"Standard Specification for External Sealing Bands for Concrete Pipe,Manholes,and Precast Box Sections" 6. ASTM C 507., "Standard Specification for Reinforced Concrete Elliptical Culvert,Storm Drain,and Sewer Pipe" 7 ASTM C 655, "Standard Specification for Reinforced Concrete D-Load Culvert,Storm Drain,and Sewer Pipe" 8. ASTM D 3350, "Standard Specification for Polyethylene Plastic Pipe and Fittings Materials" 07/2008 02629-1 of 8 CITY OF PEARLAND JACKING PIPE OR BOX 9 ASTM C 1433,"Standard Specification for Precast Reinforced Concrete Box Sections for Culverts,Storm Drains,and,Sewers" 10. ASTM B 633,"Standard Specification for Electrodeposited Coatings of Zinc on Iron and Steel" 11 ASTM A 760, "Standard Specification for Corrugated Steel Pipe, Metallic- Coated for Sewers and Drains" 12. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A Measurement for storm sewers is on a linear foot basis taken along the center line of the pipe from center line to center line of manholes or from end to end of culverts,measured and complete in place. Separate measurement will be made for each type and size of pipe installed. B Payment for storm sewer includes pipe,earthwork,connections to existing manholes and pipe,accessories,equipment and execution required or incidental to storm sewer work. C Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Tunnel specialist to be performing the work on the job must submit a letter of qualification to the Owner outlining: 1 A successful history of direct jacking box, 2. Have successfully completed direct jack installations of equal or greater size and length, 3 Direct jack installation of pipe or box has been completed within the last two years; 4 List of Project Names and Owners with contact information for projects qualifying the Tunnel specialist. C Submit manufacturer's literature for product specifications and installation instructions. D Submit product quality,,material sources, and field quality information in accordance with this Section, 1.04 QUALITY ASSURANCE A The condition for acceptance will be a storm sewer that is watertight both in pipe-to-pipe joints and in pipe-to-manhole connections. 1.05 PRODUCT DELIVERY,STORAGE AND HANDLING A Comply with manufacturer's recommendations. 07/2008 02629-2 of 8 CITY OF PEARLAND JACKING PIPE OR BOX B Handle pipe,fittings,and accessories carefully with approved handling devices. Do not drop or roll pipe off trucks or trailers. Materials cracked,gouged,chipped,dented,or otherwise damaged will not be approved for installation. C Store pipe and fittings on heavy timbers or platforms to avoid contact with the ground. D Unload pipe,fittings,and specials as close as practical to the location of installation to avoid unnecessary handling. E Keep interiors of pipe and fittings completely free of dirt and foreign matter 2.0 PRODUCTS 2.01 PIPE MATERIAL A Reinforced Concrete Box Must be"Jacking Quality"designed to withstand estimated jacking loads;Boxes with an end area greater than 50 square feet should be no longer than six(6)foot in length. B ' Joint Cushions. Use 3/4 minimum thickness plywood cushions or other approved material,Use cushioning rings of single or multiple pieces. C Piping materials for storm sewers shall be of the sizes and types indicated on the Plans. } D Materials for pipe and fittings, other than those specified Or referenced, may be considered for use-in stOrm sewers. E For consideration of other materials, submit complete manufacturer's data including materials, sizes, flow carrying capacity, installation procedures, and history of similar installations to Engineer for pre-bid evaluations,if allowed,or as a substitution. 2.02 REINFORCED CONCRETE PIPE A Circular reinforced concrete pipe shall conform to requirements of ASTM C 76, for Class III wall thickness. Joints shall be rubber gasketed conforming to ASTM C 443. B Reinforced concrete arch pipe shall conform to the requirements of ASTM C 506 for Class A-M. Joints shall conform to ASTM C 877 C Reinforced concrete elliptical pipe, either vertical or horizontal, shall conform to the requirements of ASTM C 507 for Class VE-III for vertical or Class HE-UITfor horizontal. Joints shall be rubber gaskets conforming to ASTM C 877 D Reinforced concrete D-load pipe shall conform to the requirements of ASTM C 655. E When approved by the Engineer, high density-polyethylene, corrugated drainage pipe meeting requirements of AASHTO M252 or M294 and ASTM D 3350,HancQr or equal. 2.03 PRECAST REINFORCED CONCRETE BOX SEWERS 07/2008 02629-3 of 8 CITY OF PEARLAND JACKING PIPE OR BOX A All box sewer sections shall conform to ASTM C 1433,as indicated on the Plans. B All pipe and boxes shall be machine-made or cast by a process which will provide for uniform placement of concrete in the forms and compaction by mechanical devices which will assure a dense concrete. C Concrete shall conform to requirements of Section 03300—Cast-in-Place Concrete. D Concrete shall be mixed in a central batch plant or other batching facility from which the quality and uniformity of the concrete can be assured. Transit-mixed concrete is not acceptable. 2.04 CORRUGATED METAL PIPE AND FITTINGS A Corrugated metal pipe may be galvanized steel,aluminized steel,aluminum or precoated galvanized steel as indicated'on Plans and conforming to the following: Galvanized Steel AASHTO M218 Aluminized Steel AASHTO M274 Aluminum AASHTO M197 Precoated Galvanized Steel AASHTO M246 1 Reference to gauge of metal is to U.S Standard Gauge for uncoated sheets. Tables in AASHTO M218 and AASHTO M274 list thicknesses for coated sheets in inches. The tables in AASHTO M197 list thicknesses in inches for clad aluminum sheets. B Coupling bands and other hardware for galvanized or aluminized steel pipe shall conform to requirements of AASHTO M36 for steel pipe and AASHTO M196 for aluminum pipe. 1 Coupling bands shall be not more than 3 nominal sheet thicknesses lighter than thickness of pipe to be connected and in no case lighter than 0.052 inch for steel or 0.048 inch for aluminum. 2. Coupling bands shall be made of same base metal and coating (metallic or otherwise)as pipe. 3 Minimum width of corrugated locking bands shall be as shown below for corrugations which correspond to end circumferential corrugations on pipes being joined. a. 10'/2 inches wide for 2 2/3 inch x 1/2-inch corrugations. b. 12 inches wide for 3 inch x 1 inch corrugations. 4 Helical pipe without circumferential end corrugations will be permitted only when it is necessary to join a new pipe to an existing pipe which was installed with no circumferential end corrugations. In this event pipe furnished with helical corrugations at ends shall be field jointed with either helically corrugated bands or with bands with projections (dimples). The minimum width of helical corrugated bands shall conform to the following: a. 12 inches wide for 1/2 inch-deep helical end corrugations. b. 14 inches wide for one inch-deep helical end corrugations. 07/2008 02629-4 of 8 CITY OF PEARLAND JACKING PIPE OR BOX 5. Bands with projections shall have circumferential rows of projections with one projection for each corrugation. Width of bands with projections shall be not less than the following: a. 12 inches wide for pipe diameters up to and including 72.inches. Bands shall have two circumferential rows of projections. b. 16'A inches wide for pipe diameters of 78 inches and greater Bands shall have four circumferential rows of projections. 6. Bolts for coupling bands shall be 1/2 inch diameter Bands 12 inches wide or less will have a minimum of 2 bolts per end at each connection, and bands greater than 12 inches wide shall have a minimum of 3 bolts at each connection. 7 Galvanized bolts may be hot dip galvanized in accordance with requirements of AASHTO M 232,mechanically galvanized to provide same requirements as AASHTO M 232,or electro-galvanized per ASTM B 633,Type RS. C Bituminous coated pipe or pipe arch shall be coated inside and out with a bituminous coating which shall meet these performance requirements and requirements of AASHTO M190. 1 Pipe shall be uniformly coated inside and out to a minimum thickness of 0.05 inch,measured on crests of corrugations. 2. Bituminous coating shall adhere to the metal so that it will not chip,crack,or peel during handling and placement;and shall protect pipe from corrosion and deterioration. 3 Where a paved invert is shown on Plans,pipe or pipe arch,in addition to fully- coated treatment described above,shall receive additional bituminous material, same as specified above, applied to the bottom quarter of circumference to form a smooth pavement. Maintain a minimum thickness of 1/8 inch above crests of corrugations. j ' D Furnish all fittings and specials required for bends, end sections, branches, access manholes,and connections to other fittings. Design fittings and specials in accordance with Plans and ASTM A 760. Fittings and specials are subject to same internal and external loads as straight pipe. 3.0 EXECUTION 3.01 HYDRAULIC JACKING SYSTEM 1 Has main jacks mounted in jacking frame located in tunneling shaft; 2. Positions jacks at the"haunches"or four corners of the RCB, 3 Has jacking frame which successively pushes string of connected pipes following tunnel excavation towards receiving shaft; 4 Has sufficient jacking capacity to push tunneling shield and string of box through the ground, 5 Has capacity at least 25% percent greater than calculated maximum jacking load; 6. Develops uniform distribution of jacking on end of box by use of a thrust transfer device and plywood cushions or"Kidney Ring", 07/2008 02629-5 of 8 • CITY OF PEARLAND JACKING PIPE OR BOX 7 Use joint cushioning material, use 1/2 inch minimum thickness for pipe diameter 30 inches or less,use 3A.inch minimum thickness for pipe diameter greater than 30 inches. Use 3/4 inch minimum thickness for all boxes. 8. Uses hydraulic jacks which are individually controlled; 9 Uses even pressure to all jacks during operation. B Box Guides 1 Should be sufficient to support the section of the pipe or box, 2. Should direct the pipe or box on the proper line and grade. C Tunnel Shield 1 Provides adequate protection for cutters and loaders at the face of the tunnel, 2. Conforms to the shape and size of the pipe or box, 3. May be a half or full shield. D Ventilation 1 Provide adequate air flow for workers inside the tunnel excavation, 2. Provide equipment with the ability to maintain a reasonable air temperature inside the tunnel excavation., E Other 1 Use other equipment as necessary to complete box jacking operations including,but not limited to,lighting,air compressor,and mud mixing system. 3.02 SHAFTS A Shaft 1 Shall be constructed in accordance with the OSHA 1926 standard,Pits should be large enough to accommodate the backstop, jacking equipment, muck removal equipment,and maintain a minimal walking room on either side. 2. Install pipe or box so there is no interference with the operation of street highway,railroad or other facility and no embankment or structure is weakened or damaged. 3 Immediately after installation of pipe or box, backfill shafts or trenches excavated to facilitate jacking,boring or tunneling. ,B Backstop 1 Should be constructed to withstand anticipated jacking loads,Constructed out of steel,concrete and/or other approved material. 3.03 JACKING A Alignment 1 Place the entire jacking assembly in line with the direction and grade of the pipe or box, 2. Jack the pipe or box from the downstream end, whenever possible; 3 The final position of the box must not vary from the line and grade shown on the plans by more than one(1)inch in ten(10)feet; 4 Variation must be regular and in one direction, 07/2008 02629-6 of 8 CITY OF PEARLAND JACKING PIPE•OR BOX 5 The final flow must be in the direction shown on the plans. B Line and Grade Control 1 Use a construction laser to check line and grade after each time the pipe or box is pushed. C Excavation 1 Excavate the material at the face of the tunnel; 2. Excavation should conform to the shape and size of the pipe or box, 3. The excavation at the bottom of the box should maintain the desired grade of the tunnel, 4 If desired,over excavate to provide not more than two(2)inches of clearance for the upper portion of the box; 5 The distance the excavation extends beyond the end of the pipe or box or Tunnel shield must not exceed two(2)feet; 6. Decrease the distance of the excavation as necessary to maintain stability of the material being excavated; 7 Remove material through the pipe or box, 8. Force the box into the excavated area with the jacking equipment. D Face Control 1 Provide adequate face control as necessary for the existing soil conditions. i E Box Lubrication i 1 Provide and maintain box lubrication system adequate to reduce friction between the pipe or box and the surrounding soil, 2. Use high yield Wyoming bentonite; 3 Lubricate the pipe or box a minimum of twice per work shift; 4 Volume of mud pumped should be sufficient to fill over excavation. F Work Schedule 1 Maintain a standard work schedule as long as jacking loads allow; 2. As jacking loads increase,increase work schedule; 3. Use a 24 hour,7 day week operation when necessary G Grouting I Pressure grout any over excavation of more than one(1)inch. H Box Repair 1 Repair any box damaged in during jacking operations. 2. Remove and replace any box damaged beyond repair at the Contractor's expense 3.04 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. 07/2008 02629-7 of 8 CITY OF PEARLAND JACKING PIPE OR BOX B In unpaved areas, grade surface as a uniform slope to pre construction conditions or better or natural grade as indicated on the Plans., END OF SECTION 0712008 02629-8 of 8 CITY OF PEARLAND STORM SEWERS Section 02630 STORM SEWERS. 1.0 GENERAL 1.01 SECTION INCLUDES A Storm sewers and appurtenances. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350=Submittals 3. Section 01450—Testing Laboratory Services 4 Section 03300—Cast-in-Place'Concrete 5 Section 02255—Bedding,Backfill,and Embankment Materials 6. Section 02318—Excavation and Backfill for Utilities 7 Section 02415—Augering Pipe or Casing for Sewers 8. Section 01140—Contractor's Use of Premises C Referenced Standards. 1 American Society.for Testing and Materials (ASTM) a. ASTM C 76,"Standard Specification for Reinforced Concrete Culvert, Storm Drain,and Sewer Pipe b. ASTM C 443,"Standard Specification for Joints for Concrete Pipe and Manholes,Using Rubber Gaskets" c. ASTM C 506, "Standard Specification for Reinforced Concrete Arch Culvert,Storm Drain, and Sewer Pipe" d. ASTM C 877,"Standard Specification for External Sealing.Bands for Concrete Pipe,Manholes;and Precast Box Sections" e. ASTM C 507, "Standard Specification for Reinforced Concrete Elliptical Culvert,Storm Drain,and Sewer Pipe" f. ASTM C 655, "Standard Specification for Reinforced Concrete D- Load Culvert,Storm Drain,and Sewer Pipe" g. ASTM D 3350,"Standard Specification for Polyethylene Plastic Pipe and Fittings Materials" h. ASTM C 1433, "Standard Specification for Precast Reinforced Concrete Box Sections for Culverts,Storm Drains,and Sewers" i. ASTM B 633, "Standard Specification for Electrodeposited Coatings of Zinc'on Iron and Steel" j ASTM A 760, "Standard Specification for Corrugated Steel Pipe, Metallic-Coated for Sewers and Drains" 2. American Association of State Highway and Transportation Officials (AASHTO) 07/2006 02630-1 of 10 CITY OF PEARLAND STORM.SEWERS 1.02 MEASUREMENT AND PAYMENT A Measurement for storm sewers is on a linear foot basis taken along the center line of the pipe from center line to center line of manholes or from end to end of culverts,measured and complete in place. Separate measurement will be made for each type and size of pipe installed. B Payment for storm sewer includes pipe,earthwork,connections to existing manholes and pipe,accessories,equipment and execution required or incidental to storm sewer work. C Refer to Section 01200—Measurementand Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit manufacturer's literature for product specifications and installation instructions. C Submit product quality, material sources, and field quality information in accordance with this Section. 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 —Testing Laboratory Services and as specified in this Section. 1.05 QUALITY ASSURANCE A The condition for acceptance will be a storni sewer that is watertight both in pipe-to-pipe joints and in pipe-to-manhole connections. 1.06 PRODUCT DELIVERY,STORAGE AND HANDLING A Comply with manufacturer's recommendations. B Handle pipe,fittings,and accessories carefully with approved handling devices. Do not drop or roll pipe off trucks or trailers. Materials cracked,gouged,chipped,dented,of otherwise damaged will not be approved for installation. C Store pipe and fittings on heavy timbers or platforms to avoid contact with the ground. D Unload pipe,fittings,and specials as close as practical to the location of installation to avoid unnecessary handling. E Keep interiors of pipe and fittings completely free of dirt and foreign matter 2.0 PRODUCTS 07/2006 02630-2 of 10 CITY OF PEARLAND STORM SEWERS • 2.01 PIPE MATERIAL A Piping materials for storm sewers shall be of the sizes and types indicated on the Plans. B Materials for pipe and fittings, other than those specified or referenced, may be considered for use in storm sewers. C For consideration of other materials, submit complete manufacturer's data including materials, sizes,flow carrying capacity,installation procedures, and history of similar installations to Engineer for pre-bid.evaluations,if allowed,or as a substitution. 2.02 REINFORCED CONCRETE PIPE A Circular reinforced concrete pipe shall conform to requirements of ASTM C 76, for Class III wall thickness. Joints shall be rubber gaslceted conforming to ASTM C 443. B Reinforced concrete arch pipe shall conform to the requirements of ASTM C 506 for Class A-M. Joints shall conform to ASTM C 877 C Reinforced concrete elliptical pipe, either vertical or horizontal, shall conform to the requirements of ASTM C 507 for Class VE4I1 for vertical or Class HE III for horizontal. Joints shall be rubber gaskets conforming to ASTM C 877 D ° Reinforced concrete D-load pipe shall conform to the requirements of ASTM C 655. I � E When approved by the Engineer, high density polyethylene,corrugated drainage pipe meeting requirements of AASHTO M252 or M294 and ASTM D 3350,Hancor or equal. 2.03 PRECAST REINFORCED CONCRETE BOX SEWERS , A All box sewer sections shall conform to ASTM C 1433,as'indicated on the Plans. B All pipe and boxes shall be machine-made or cast by a process which will provide for uniform placement of concrete in the forms and compaction by mechanical devices which will assure a dense concrete. C Concrete shall conform to requirements of Section 03300—Cast-in-Place Concrete. D Concrete shall be mixed in a central batch plant or other batching facility from which the quality and uniformity of the concrete can be assured. Transit-mixed concrete is not acceptable. 2.04 CORRUGATED METAL PIPE AND FITTINGS A Corrugated metal pipe may be galvanized steel,aluminized steel,aluminum or precoated galvanized steel as indicated on Plans and conforming to the following: Galvanized Steel AASHTO M218 Aluminized Steel AASHTO M274 Aluminum AASHTO M 197 Precoated Galvanized Steel AASHTO M246 0712006 02630-3 of 10 CITY OF PEARLAND STORM SEWERS I Reference to gauge of metal is to U.S. Standard Gauge for uncoated sheets. Tables in AASHTO M218 and AASHTO M274 list thicknesses for coated sheets in inches. The tables in AASHTO M197 list thicknesses in inches for clad aluminum sheets. B Coupling bands and other hardware for galvanized or aluminized steel pipe shall conform to requirements of AASHTO M36 for steel pipe and AASHTO M196 for aluminum pipe. 1 Coupling bands shall be not more than 3 nominal sheet thicknesses lighter than thickness of pipe to be connected and in no case lighter than 0.052 inch for steel or 0:048 inch for aluminum. 2. Coupling bands shall be made Of same base metal and coating (metallic or otherwise)as pipe. 3 Minimum width of corrugated locking bands shall be as shown below for corrugations which correspond to end circumferential corrugations on pipes being joined: a. 10' inches wide for 2%inch x 1/2-inch corrugations. b. 12 inches wide for 3 inch x 1 inch corrugations. 4 Helical pipe without circumferential end corrugations will be permitted only when it is necessary to,join a new pipe to an existing pipe which was installed with no circumferential end corrugations. In this event pipe furnished with helical corrugations at ends shall be field jointed with either helically corrugated bands or with bands with projections (dimples). The minimum width of helical corrugated bands shall conform to the following: a. 12 inches wide for 1/2 inch-deep helical end corrugations. b. 14 inches wide for one inch-deep helical end corrugations. 5. Bands with projections shall have circumferential rows of projections with one projection for each corrugation. Width of bands with projections shall be not less than the following: a. 12 inches wide for pipe diameters up to and including 72 inches. Bands shall have two circumferential rows of projections. b. 161/4 inches wide for pipe diameters of 78 inches and greater Bands shall have four circumferential rows of projections. 6. Bolts for coupling bands shall be 1/2 inch diameter Bands 12 inches wide or less will have a minimum of 2 bolts per end at each connection, and bands greater than 12 inches wide shall have a minimum of 3 bolts at each connection. 7 Galvanized bolts may be hot dip galvanized in accordance with requirements of AASHTO M 232,mechanically galvanized to provide same requirements as AASHTO M 232,or electro-galvanized per ASTM B 633,Type RS C Bituminous coated pipe or pipe arch shall be coated inside and out with a bituminous coating which shall meet these performance requirements and requirements of AASHTO M 190. 1 Pipe shall be uniformly coated inside and out to a minimum thickness of 0.05 inch,measured on crests of corrugations. 07/2006 02630-4 of 10 CITY OF PEARLAND _. STORM SEWERS 2. Bituminous coating shall adhere to the metal so that it will not chip,crack,or peel during handling and placement;and shall protect pipe from corrosion and deterioration. 3 Where a paved invert is shown on Plans,pipe or pipe arch,in addition to fully- coated treatment described above,shall receive additional bituminous material, same as specified above, applied to the bottom quarter of circumference to form a smooth pavement. Maintain a minimum thickness of 1/8 inch above crests of corrugations. D Furnish all fittings and. specials required for bends, end sections, branches, access manholes,and connections to other fittings. Design fittings and specials in accordance with Plans and ASTM A 760. Fittings and specials are subject to same internal and external loads as straight pipe. 2.05 PIPE FABRICATION � S A Steel Pipe: 1 Galvanized or aluminized steel pipe shall be full circle or arch pipe conforming to AASHTO M 36,Type I,Type IA,or Type 11,as indicated on the Plans. 2. Fabrication with circumferential corrugations, lap joint construction with riveted or spot-welded seams,helical corrugations'with continuous helical lock seam,or ultra-high frequency resistance.butt-welded seams is acceptable. V B Aluminum Pipe: 1 Pipe shall conform to the requirements of AASHTO M 196,Type!,Type IA, circular pipe,or Type ll,'pipe arch as indicated on the Plans. 2. Fabrication with circumferential corrugations, lap joint construction with riveted or spot-welded seams,or helical corrugations with a continuous helical lock seam. 3. Portions of aluminum pipe that will be in contact with concrete or metal other than aluminum, shall be insulated from these materials with a coating of bituminous material meeting requirements of AASHTO M 190. Extend coating a minimum distance of one foot beyond area of contact. C Precoated Galvanized Steel Pipe: 1 Pipe shall be full circle or arch pipe conforming to AASHTO M 245,Type I, Type IA or Type II as indicated on the Plans. 2. Fabrication with circumferential corrugations, lap joint construction with riveted seams,or helical lock seams is acceptable. 3 Inside and outside coating shall be a minimum of 10 mils. 07/2006 02630-5 of 10 CITY OF PEARLAND STORM SEWERS } 2.06 SOURCE QUALITY CONTROL A Tolerances: Allowable casting tolerances for concrete units are plus or minus 1/4 inch from dimensions shown on the Plans. Concrete thickness in excess of that required will not constitute cause for rejection provided that such excess thickness does not interfere with proper jointing operations. B Precast Unit Identification. Mark date of manufacture and name or trademark of manufacturer clearly on the inside of inlet,headwall or wingwall. C Rejection: Precast units may be rejected for non-conformity with these specifications and for any of the following reasons: 1 Fractures or cracks passing through the shell,except for a single end crack that do not exceed the depth of the joint. 2. Surface defects indicating honeycombed or open texture. 3 Damaged or misshaped ends, where such damage would prevent making a satisfactory.joint. D Replacement: Immediately remove rejected units from the work site and replace with acceptable units. E Repairs: Occasional imperfections resulting from manufacture or accidental damage may be repaired if, in the opinion of the Engineer, repaired units conform to requirements of these specifications. 2,07 BEDDING,BACKFILL,AND TOPSOIL MATERIAL A Bedding and Backfill Material. Conform to Plans and requirements of Sections 02255— Bedding,Backfill,,and Embankment Materials. 3.0 EXECUTION 3.01 PREPARATION A Conform to requirements of Section 023.18—Excavation and Backfill for Utilities,3.02 "Preparation" 3.02 EARTHWORK A Excavate in accordance with requirements of Section 02318—Excavation and Backfill for Utilities,except where tunneling or jacking methods are shown on the Plans. When pipes are laid in a trench, the trench when completed and shaped to receive the pipe, shall be of sufficient width to provide free working space for satisfactory bedding and jointing and thorough tamping of backfill and bedding material under and around pipe. B Bed pipe in accordance with Plans. When requested by Engineer, furnish a simple template for each size and shape of pipe for use in checking shaping of bedding. Template shall consist of a thin plate or board cut to match lower half of cross section. 07/2006 02630-6 of 10 CITY OF PEARLAND STORM SEWERS C Where rock in either ledge or boulder form exists below pipe,remove the rock below grade and replace with suitable materials so that a slightly yielding compacted earth cushion is provided below pipe a minimum of 12 inches thick. D Where soil encountered at established grade is quicksand, muck or similar unstable materials, such unstable soil shall be removed and replaced in accordance with requirements.of Section 02318 —Excavation and Backfill for Utilities. Do not allow cement stabilized materials for backfill to come into contact with any uncoated aluminum or aluminized pipe surface. E After metal pipe structure has been completely assembled on proper line and grade and headwalls constructed when required by the drawing details,place selected material from excavation or borrow along both sides of the completed structures equally,in uniform layers not exceeding 6 inches in-depth (loose measurement), wetted if required and thoroughly compacted between adjacent structures and between structure and sides of trench, or for a distance each side of structure equal to diameter of pipe. Backfill material shall be compacted to the same density requirements as specified for adjoining sections of embankment in accordance with specifications. Above three-fourths point of structure,place uniformly on each side of pipe in,layers not to exceed 12 inches. F Only hand operated tamping equipment will be allowed within vertical planes 2 feet beyond horizontal projection of outside surface of structure for backfilling, until a minimum cover of 12 inches is obtained. Remove and replace damaged pipe. Do not permit heavy earth moving equipment to haul over structure until a minimum of 4 feet of permanent or temporary compacted fill has been placed. H During backfilling, obtain uniform backfill material and uniform compacted density throughout length of structure so that unequal pressure will be avoided. Provide proper backfill under structure. { j I Prior to adding each new layer of loose backfill material, an inspection will be made of inside periphery of structure for local or unequal deformation caused by improper construction methods. Evidence of deformation will be reason for such corrective measures as may be directed by Engineer 3.03 CORRUGATED METAL PIPE INSTALLATION A Place pipes on prepared foundation starting at outlet end. Join sections firmly together, with side laps or circumferential joints pointing upstream and with longitudinal laps on sides. B Metal in joints which is not protected by galvanizing or aluminizing shall be coated with an approved asphaltum paint. C Provide proper equipment for hoisting and lowering sections of pipe into trench without damaging pipe or disturbing prepared foundation and sides of trench. Pipe which is not in alignment or which shows undue settlement after laying,or is damaged,shall be taken up and relaid. 07/2006 02630-7 of 10 CITY OF PEARLAND STORM SEWERS D Multiple installations of corrugated metal pipe and pipe arches shall be laid with the center lines of individual barrels parallel: Unless otherwise indicated on the Plans, maintain the following clear distances between outer surfaces of adjacent pipes: DIAMETER CLEAR DISTANCE BETWEEN PIPES PIPE ARCH OF PIPE FULL CIRCLE AND PIPE ARCH DESIGN NO. 18" 1' 2" 2 24" 3 30„ 1' 8„ 4 36" I' 11" 5 42" 2' 2„ 6 48" 2' 5" 7 54" 2' 10" 8 60"-84" 3' 2" 9 90"- 120" 3' 5" 10&Over E Where extensions are attached to existing structures,install a proper connection between ,structure and existing as indicated on Plans, coat the connection with bituminous material when required. F When existing headwalls and aprons are indicated for reuse on the Plans,sever portion to be reused from the existing culvert, and relocate to prepared position. Damaged headwalls, aprons or pipes attached to the headwall,shall be restored to their original condition. 3.04 JOINTING A Field joints shall maintain pipe alignment during construction and prevent infiltration of side material. B Coupling bands shall lap equally on pipes being connected to form tightly-closed joint. C Use corrugated locking bands to field join pipes furnished with circumferential corrugations including pipe with helical corrugations having reformed circumferential corrugations on ends. Fit locking bands into a minimum of one full circumferential corrugation of pipe ends being coupled. 3.05 CONCRETE PIPE INSTALLATION A Install in accordance with the Plans and pipe manufacturer's recommendations and as specified in this Section. B Install pipe only after excavation is completed,the bottom of the trench shaped,bedding material is installed,and the,trench has been approved by the Engineer 07/2006 02630-8 of 10 CITY OF PEARLAND STORM SEWERS C Install pipe to the line and grade indicated. Place pipe so that it has continuous bearing of barrel on bedding material and is laid in the trench so the interior surfaces of the pipe follow the grades and alignments indicated. D Install pipe with the spigot ends toward the direction of flow E Form a concentric joint with each section of adjoining pipe so as to prevent offsets. F Place and drive home newly laid sections with come4a-long winches so as to eliminate damage to sections. Use of back hoes or similar powered equipment will not be allowed unless protective measures are provided and approved in advance by the Engineer G Keep the interior of pipe clean as the installation progresses. Where cleaning after laying the pipe is difficult because of small pipe size,use a suitable swab or drag in the pipe and pull it forward past each joint immediately after the joint has been completed. H Keep excavations free.of water during construction and until final inspection. I When work is not in progress,cover the exposed ends of pipes with an approved plug to prevent foreign material from entering the pipe. 3.06 PIPE INSTALLATION OTHER THAN OPEN CUT A For installation of pipe by augering,boring,or jacking pipe,conform to requirements of Section 02415- Augering Pipe or Casing for Sewers. 3.07 CONNECTIONS A Connect inlet leads to the inlets as shown on the Plans. Use non-shrink grout jointing material as shown on the Plans Drawing or as approved. Make connections water tight. 3.08 FINISHES A Cut off inlet leads neatly at the inside face of inlet wall. Point up with mortar or field galvenizing. B When the box section of the inlet has been completed,shape the floor of the inlet with mortar to conform to the detailed Plans. C Finish concrete surfaces in accordance with requirements of Section 03300—Cast-in- Place Concrete. 3.09 BACKFILL A Backfill the trench only after pipe installation is approved by the Engineer I , I , B Bed pipes with materials conforming to requirements of Section.02318—Excavation and Backfill for Utilities and as indicated on Plans. 0712006 02630-9 of 10 CITY OF PEARLAND STORM SEWERS . t C Backfill and compact soil in accordance with Section 02318—Excavation and Backfill for Utilities. 3.10 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. B In unpaved areas,,grade surface as a uniform slope too natural grade as indicated on the Plans. END OF SECTION 07/2006 02630- 10 of 10 CITY OF PEARLAND PRECAST INLETS,HEADWALLS, _AND WINGWALLS Section 02631 PRECAST INLETS,HEADWALLS,AND WINGWALLS 1.0 GENERAL 1.01 SECTION INCLUDES A Precast concrete inlets for storm or sanitary sewers,including cast iron frame and plate or grate. B Precast concrete headwalls and wingwalls for storm sewers. C References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01630—Product Options and Substitution 4 Section 03300—Cast-in-Place Concrete 5 Section 02542—Concrete Manholes and Accessories 6. Section 02318—Excavation and Backfill for Utilities D Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM C 76,"Standard Specification for Reinforced Concrete Culvert, Storm Drain,and Sewer Pipe b. ASTM C 270,"Standard Specification for Mortar for Unit Masonry" E Definitions. 1 Normal Depth Type A,Type B,Type C and Type E Inlets-depth of 2.25 feet or less(2'3")plus pipe inside diameter when measured from grating,bottom of gutter,or throat to flow line of inlet lead. 2. Normal Depth Type BB Inlet-depth of 2.55 feet (2'6% ")plus pipe inside diameter when measured from curb beam to flow line of inlet lead. 3. Extra Depth Inlet-specified depth exceeding normal depth for the type inlet used. 1.02 MEASUREMENT AND PAYMENT A Measurement for normal depth inlets is on a per each basis,complete in place. B When extra depth is specified on the Plans,measurement for extra depth inlets is on a vertical foot basis for each foot in excess of normal depth,measured and complete in place. C Measurement for headwalls and wingwalls is on a per each basis,complete in place. D Payment for inlets and for culvert headwalls'and wingwalls includes connection of lines,and furnishing and installing frames,grates,rings and covers. 07/2006 02631 -1 of 4 CITY OF PEARLAND PRECAST INLETS,HEADWALLS, AND WINGWALLS E Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit Shop Drawings for approval of design and construction details for precast concrete inlets,headwalls and wingwalls. C Submit proposals for using equivalent construction products or processes according to Section 01630—Product Options and Substitution. D Submit manufacturer's data and details for frames,grates,rings;and covers. 1.04 STORAGE AND SHIPMENT A Store precast units on level blocking. Do not place loads on them until design strength is reached. Shipment of acceptable units may be made when the 28 day strength requirements have been met. 2.0 PRODUCTS 2.01 MATERIALS A Concrete:Concrete for precast machine-made units meeting requirements of ASTM C 76 regarding reinforced concrete, cement, aggregate, mixture, and concrete test. Minimum 28-day compressive strength shall be 4,000 psi. B Reinforcing steel. Conform to requirements of Section 03300 — Cast-in-Place Concrete. Place reinforcing steel to conform to details shown on Plans and as follows: 1 Provide a positive means for holding steel cages in place throughout production of concrete units. The maximum variation in reinforcement position is plus or minus 10 percent of wall thickness or plus or minus 1/2 inch whichever is less. Regardless of variation, the minimum cover of concrete over reinforcement as shown on the Plans shall be maintained. 2. Welding of reinforcing steel is not permitted unless noted on the Plans. C Mortar Conform to requirements of ASTM C 270,Type S using Portland cement. D Miscellaneous metal. Cast-iron frames and plates conforming to requirements of Section 02542—Concrete'Manholes and Accessories. 2.02 SOURCE QUALITY CONTROL A Tolerances: Allowable casting tolerances for concrete units are plus or minus 1/4 inch from dimensions shown on the Plans, Concrete thickness in excess of that required will not constitute cause for rejection provided that such excess thickness does not interfere with proper jointing operations. 07/2006 02631-2 of 4 CITY OF PEARLAND "PRECAST INLETS,HEADWALLS, AND WINGWALLS B Precast Unit Identification: Mark date of Manufacture and name or trademark of manufacturer clearly on the inside of inlet,headwall or wingwall. C Rejection. Precast units may be rejected for non-conformity with these specifications and for any of the following reasons. 1 Fractures or cracks passing through the shell,except for a single end crack that does not exceed'the depth of the joint. 2, Surface defects indicating honeycombed or open texture. 3. Damaged or misshaped ends, where such damage would prevent making a satisfactory joint. D Replacement: Immediately remove rejected units from the work site and replace with acceptable units. E Repairs. Occasional imperfections resulting from manufacture or accidental damage may be repaired if, in the opinion of the Engineer, repaired units according to requirements of these specifications. 3.0 EXECUTION o• 3.01 EXAMINATION A Verify lines and grades are correct. B Verify compacted subgrade will support loads imposed by inlets. 3.02 INSTALLATION A Install inlets,headwalls,and wingwalls complete in place to the dimensions,lines and grades as shown on the Plans. B Excavate in accordance with requirements of Section 02318—Excavation and Backfill for Utilities. C Bed precast concrete units on cement stabilized sand on foundations of firm, stable material accurately shaped to conform to the shape of unit'bases. D Provide adequate means to lift and place concrete units. 3.03 FINISHES A Use a cement-sand mortar mix tO seal joints, fill lifting holes, and as otherwise required. B When the box section of the inlet has been completed,shape the floor of the inlet with mortar to conform to Plans details. C Accurately adjust cast iron inlet plate frames to line,grade,and slope. Grout frame in place with mortar 07/2006 0263.1-3 of 4 it CITY OF PEARLAND PRECAST INLETS,HEADWALLS, AND WINGWALLS 3.04 INLET WATERTIGHTNESS A Test each inlet for leaks. Verify that inlets are free of visible leaks. Repair leaks in an approved manner. 3.05 CONNECTIONS A Connect inlet leads to the inlets as shown on the Plans. Use non-shrink jointing material as shown on the Plans or as approved. Make connections water tight. 3.06 BACKFILL A Backfill the area of excavation surrounding each completed inlet, headwall or wingwall according to the requirements of Section 02318—Excavation and Backfill for Utilities. END OF SECTION 07/2006 02631 -4 of 4 CITY OF PEARLAND CAST-IN-PLACE INLETS, HEADWALLS,AND WINGWALLS. Section 02632 CAST-IN-PLACE INLETS,HEADWALLS,AND WINGWALLS 1.0 GENERAL 1.01 SECTION INCLUDES A Cast-in-place inlets for storm or sanitary sewers,including cast iron frame and plate or grate. B Cast-in-place headwalls and wingwalls for storm sewers. C References to Technical Specifications: 1 Section 01200-Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 03300-Cast-in-Place Concrete 4 Section 02603—Frames,Grates,Rings,and Covers 5 Section 02318—Excavation and Backfill for Utilities D Referenced Standards: 1 American Society for Testing and Materials (ASTM) a. ASTM C 27Q, "Standard Specification for Mortar for Unit Masonry" E Definitions: 1 Normal Depth Type A,Type B,Type C and Type E Inlets-Depth of 2.25 feet or less(2'3")plus pipe inside diameter when measured from grating,bottom of gutter,or throat to flow line of inlet lead. 2. Normal Depth Type BB Inlet-Depth of 2.55 feet (2' 6543") plus pipe inside diameter when measured from curb beam to flow line of inlet lead. 3 Extra Depth Inlet-Specified depth exceeding normal depth for the type inlet used. 1.02 MEASUREMENT AND PAYMENT A Measurement for normal depth inlets is on a per each basis,complete in. B Measurement for extra depth inlets is on a vertical foot basis for each foot in excess of normal depth,measured and complete in place. C Measurement for headwalls and wingwalls is on a per each basis,complete in place. D Payment for inlets and for culvert headwalls and wingwalls includes connection of lines.and furnishing and installing,frames,grates,rings and covers. E Refer to Section 01200—Measurement and Payment Procedures. 07/2006 02632- 1 of 3 CITY OF PEARLAND CAST-IN-PLACE INLETS, HEADWALLS,AND WINGWALLS 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit Shop Drawings for approval of design and construction details for cast-in-place units which differ from units shown on Plans. C Submit manufacturer's data and details for frames,grates,rings,and covers. 2.0 PRODUCTS 2.01 MATERIALS A Concrete: Class .A concrete with minimum compressive strength of 4000 psi conforming to requirements of Section 03300 — Cast-in-Place Concrete, unless otherwise indicated on Plans or approved by the Engineer B Reinforcing steel. Conform to requirements of Section 03300 — Cast-in-Place Concrete. C Mortar Conform to requirements of ASTM C 270,Type S using Portland cement. D Miscellaneous metals: Cast-iron frames, grates, rings, and covers conforming to requirements of Section 02603—Frames,Grates,Rings,and Covers. 3.0 EXECUTION 3.01 EXAMINATION A Verify lines and grades are correct. B Verify compacted subgrade will support loads imposed by,inlets. 3.02 INSTALLATION A Construct inlets,headwalls,and wingwalls complete in place to the dimensions,lines and grades as shown on Plans. B Excavate in accordance with requirements of Section 02318—Excavation and Backfill for Utilities. C The box section of inlet may be constructed of Class A concrete. D Forms will be required for both the outside and inside faces of concrete inlet walls, however,if the nature of the material excavated for the inlet is such that it can be hand trimmed to a smooth vertical face,the outside forms may be omitted with approval of the Engineer 07/2006 02632-2 of 3 CITY OF PEARLAND CAST-IN-PLACE INLETS, HEADWALLS,AND WINGWALLS E Place reinforcing steel to conform to details shown on the Plans. Provide a positive means for holding steel cages in place during concrete placement. Welding of reinforcing steel is not permitted unless noted on the Plans. The maximum variation in reinforcement position is plus or minus 10 percent of wall thickness or plus or minus 1/2 inch whichever is less. Regardless of variation,the minimum cover of concrete over reinforcement as shown on the Plans shall be maintained. F Chamfer exposed edges unless otherwise indicated on Plans. 3.03 FINISHES A Cut off inlet leads neatly at the inside face of inlet wall. Point up with mortar. B When the box section of the inlet has been completed,shape the floor of the inlet with mortar to conform to the detailed Plans. C Finish concrete surfaces in accordance with requirements of Section 03300—Cast-in- Place Concrete. 3.04 INLET WATERTIGHNESS A Verify that inlets are free of visible leaks. Repair leaks in an approved manner. 3.05 BACKFILL A Backfill the area of excavation surrounding each completed inlet according to the requirements of Section 02318—Excavation and Backfill for Utilities. END OF SECTION 07/2006 02632-3 of 3 I R ` CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES Section 02633 ADJUSTING MANHOLES,INLETS,AND VALVE BOXES 1.0 GENERAL 1.01 SECTION INCLUDES A Adjusting elevation of manholes,inlets, and valve boxes to new grades. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 03300—Cast-in-Place Concrete 4 Section 02542—Concrete Manholes and Accessories 5 Section 02318—Excavation and Backfill for Utilities 6. Section 02910—Topsoil 7 Section 02921 —Hydromulch Seeding { C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM C 270,"Standard Specification for Mortar for Unit Masonry" 1.02 MEASUREMENT AND PAYMENT A Measurement for adjusting utility structures to grade is on a lump sum basis for: 1 Adjusting manholes. 2. Adjusting inlets. 3. Adjusting valve boxes. B Refer to Section 01200-Measurement and Payment Procedures. C Make Submittals required by this Section under the provisions of Section 01350— Submittals. 2.0 PRODUCTS 2.01 CONCRETE MATERIALS A For cast in place concrete,refer to Section 03300—Cast-in-Place Concrete. B For precast concrete manhole sections and adjustment rings,refer to Section 02542— Concrete Manholes and Accessories. C For mortar mix, conform to requirements of ASTM C 270, Type S using Portland cement. a 07/2006 V 02633-1 of 3 CITY OF.PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES 2.02 CAST IRON ADJUSTING RINGS A For cast iron adjusting rings, refer to Section 02542 — Concrete Manholes and Accessories. 2.03 PIPING MATERIALS A For riser pipes and fittings, refer to applicable piping materials specifications in Sections 02542—Concrete Manholes and Accessories. 3.0 EXECUTION 3.01 EXAMINATION A Examine existing structure,valve box,frame and cover or inlet box,frame and cover or inlet,and piping and connections for damage or defects that would affect adjustment to grade. Report such damage or defects to the Engineer 3.02 ESTABLISHING GRADE A Coordinate grade related items with existing grade and finished grade or paving,and relate to established bench mark or reference line. 3.03 ADJUSTING MANHOLES AND INLETS A Elevation of manhole or inlet can be raised using precast concrete rings or metal adjusting rings. Use of brick for adjustment to grade is prohibited. Elevation of manhole or inlet can be lowered by removing existing masonry,adjusting rings or the top section of the barrel below the new elevation and then rebuilding or raising the elevation to the proper height. B Grout inside and outside adjusting ring joints. C Salvage and reuse cast iron frame and cover or grate. D Protect or block off manhole or inlet bottom using wood forms shaped to fit so that no debris or soil falls to the bottom during adjustment. E Set the cast iron frame for the manhole cover or grate in a full mortar bed and adjust to the established elevation. In streets, adjust covers to be flush to 1/8 inch above pavement. F Verify that manholes and inlets are free of visible leaks as a result of reconstruction. Repair leaks in a manner subject to the Engineer's approval. 3.04 ADJUSTING'VALVE BOXES A If usable,salvage and reuse valve box and surrounding concrete block. 07/2006 02633-2 of 3 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES B Remove and replace 6 inch ductile iron riser pipe with suitable length for depth of cover required to establish the adjusted elevation to accommodate actual finish grade. C Reinstall in-kind adjustable valve box and riser piping plumbed in vertical position. Provide minimum 6 inches telescoping freeboard space between riser pipe top butt end and interior contact flange of valve box for vertical movement damping. D After valve box has been set,aligned,and adjusted so that top lid is level with final grade, pour a 24 inch by 24 inch by 8 inch thick concrete pad around valve box. Center valve box horizontally within concrete slab. 3.05 BACKFI'LL AND GRADING A Backfill the area of excavation surrounding each adjusted manhole,inlet,and valve box and compact according to requirements of Section 02318 — Excavation and Backfill for Utilities. B Grade the ground surface to drain away from each manhole and valve box. Place earth fill around manholes to the level'of the upper rim of the manhole frame. Place earth fill around the valve box concrete block. C In unpaved areas,grade surface at a uniform slope of 1 to 5 from the manhole frame to natural grade. Provide a minimum of 4 inches of topsoil conforming to requirements of Section 02910—Topsoil and seed in accordance with Section 02921—Hydromulch Seeding. - k END OF SECTION } ti 07/2006 02633-3 of 3 • CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS Section 02634 DUCTILE IRON PIPE AND FITTINGS li 1 1.0 GENERAL. 1.01 SECTION INCLUDES A Ductile iron pipe and fittings for water mains,wastewater force mains,gravity sanitary sewers,and storm sewers. B References to Technical Specifications: 1, Section 01350-Submittals 2. Section 02676—Hydrostatic Testing of Pipelines 3 Section 02533—Sanitary Sewage Force Mains 4 Section 02630—Polyethylene Wrap 5. Section 02510_Water Mains 6. Section 02530—Gravity Sanitary Sewers C Referenced Standards: 1 American National Standards Institute(ANSI) a. ANSI A21.51,Ductile-Iron Pipe Centrifugal Cast,in Metal Molds b. ANSI A21 11,Rubber Gasket Joints Cast and Ductile Iron Press Pipe c. ANSI A21 15,Flanged Cast and Ductile Iron d. ANSI A21.50,Thickness Design of Ductile Iron Pipe e. ANSI A21 10,Cast Iron and Ductile Iron Fittings,2 thru 48 in./Water f. ANSI B 16.1,Cast Iron Pipe Flanges and Flanged Fittings g. ANSI A21.53,Ductile-Iron Compact Fittings for Water Service h. ANSI A21 4, Cement-Mortar lining/Cast and Ductile Iron Pipe and Fittings 2. American Water Works Association(AWWA) a. AWWA C 111 Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings b. AWWA C110 Ductile-Iron and Gray Iron Fittings for Water c. AWWA C153 Ductile-Iron Compact Fittings for Water Service d. AWWA C600 Installation for Ductile-Iron Water Mains and Their Appurtenances 3. Steel Structures Painting Council(SSPC) a. SSPC-SP 6,Commercial Blast Cleaning 4 American Society for Testing and Materials (ASTM) a. ASTM G 62,"Standard Test Method for Holiday Detection in Pipeline Coatings" b ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 07/2006 02634-1 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for ductile iron pipe and fittings under this Section. Include cost in Bid Items for Water Mains,Sanitary Sewage Force Mains,Gravity Sanitary Sewers,and Storm Sewers. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit Shop Drawings showing design of new pipe and fittings indicating alignment and grade, laying dimensions,fabrication, fitting, flange, and special details. Show station numbers for pipe and fittings corresponding to Plans. Production of pipe and fittings prior to review by the Engineer is at Contractor's risk. 1.04 QUALITY CONTROL A Provide manufacturer's certifications that all ductile iron pipe and fittings meet provisions of this Section and have been hydrostatically tested at factory and meet requirements of ANSI A21.51 B Provide certifications that all pipe joints have been tested and meet requirements of ANSI A21 11. 2.0 PRODUCTS 2.01 DUCTILE IRON PIPE A Ductile iron pipe barrels: ANSI A21 15,ANSI A21.50 or ANSI A21.51,bear mark of Underwriters'Laboratories approval,pressure classes as shown on the Plans. B Provide pipe sections in standard lengths,not less than 18 feet long,except for special fittings and closure sections as indicated on Shop Drawings. 2.02 JOINTS A Joint types: ANSI A21 11 push-on,ANSI A21 11 mechanical joint;or ANSI A21 15 flanged end. Provide push-on joints unless otherwise indicated on the Plans or required by these specifications.For bolted joints,bolts shall conform to requirements of AWWA CI 11 B Where restrained joints for buried service are required by Plans, provide one of the following,or Approved Equal(restrained joints shall be polyethylene wrapped). 1 Super-Lock Joint by Clow Corporation. 2. Flex-Ring or Lok-Ring by American Cast Iron Pipe Company 3. TR-Flex Joint by U.S.Pipe and Foundry Company C Threaded or grooved type joints which reduce pipe wall thickness below minimum required are not acceptable. 07/2006 02634-2 of 5 it CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS D Provide for restrained joints designed to meet test pressures required under Section 02676 -Hydrostatic Testing of Pipelines or Section 02533—Sanitary Sewage Force Mains,as applicable. E Where ductile iron water main is cathodically protected from corrosion,bond rubber gasketed joints as shown on Plans to provide electrical continuity along entire pipeline, except where insulating flanges are required by Plans. 2.03 GASKETS A Furnish, when no contaminant is identified,plain rubber(SBR) gasket material,for flanged joints 1/8-inch thick gasket in accordance with ANSI A21 15 B Pipes to be installed in potentially contaminated areas,especially where free product is found near the elevation of the proposed pipeline, shall have the following gasket materials for the noted contaminants. CONTAMINANT GASKET MATERIAL REQUIRED Petroleum(diesel,gasoline) Nitrile Rubber Other contaminants As recommended by the pipe manufacture 2.04 FITTINGS A Use fittings of same size as pipe, Reducers are not permitted to facilitate an off-size fitting. Reducing bushings are also prohibited. Make reductions in piping size by reducing fittings. Line and coat fittings as specified for pipe they serve. B Push-on Fittings will not be allowed above grade. C Flanged Fittings: ANSI A21 10; ANSI B 16.1 cast or ductile iron. Flanges. ANSI B 16.1,Class 125;pressure rated at 250 psig. D Mechanical Joint Fittings. ANSI A21. 10(AWWA C110);pressure rated at 250 psi. E Ductile Iron Compact Fittings for Water Mains:ANSI A21.53(AWWA C 153);4-inch through 12-inch diameter;cement-mortar lining;conform to requirements of Section 02630—Polyethylene Wrap. 2.05 COATINGS AND LININGS A Water Main Interiors: ANSI A21 4,cement lined with seal coat. B Sanitary Sewer and Force Main Interiors: 1 Preparation: Commercial blast cleaning conforming to SSPC-SP6. 2. Liner thickness:Nominal 40 mils,minimum 35 mils,for pipe barrel interior; minimum 6- 10 mils at gasket groove and outside spigot end to 6-inches back from end. 07/2006 02634-3 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 3 Testing: ASTM G 62, Method B for voids and holidays; provide written certification. 4 Acceptable Lining Materials: a. Virgin polyethylene conforming to ASTM D 1248, with inert fillers and carbon black to resist ultraviolet degradation during storage heat bonded to interior surface of pipe and fittings,"Polyline"by American Cast Iron Pipe Company;or Approved Equal. b. Polyurethane:Corro-pipe II by Madison Chemicals. c. Ceramic Epoxy Protecto-401 by Enduron Protective Coatings. C Sanitary. Sewer Point Repair Pipe: For pipes which will be lined with high density polyethylene liner pipe or cured-in-place liner,provide cement-lined with seal coat in accordance with ANSI A21 4 For pipes which will not be provided with named liner, provide pipe as specified in this Section, 2.05B "Sanitary Sewer and Force Main Interiors" D Exterior. Prime coat and outside asphaltic coating conforming to ANSI A21 10,ANSI A21 15,or ANSI A21.51 for pipe and fittings in open cut excavation and in casings. E Polyethylene Wrap: For buried water lines and sanitary sewers, including point repairs, provide polyethylene wrap unless otherwise specified or shown. Provide Polyethylene Wrap for all buried ductile iron pipe,including polyurethane coated pipe. F For flanged joints in buried service,provide petrolatum wrapping system,Denso,or Approved Equal, for the complete joint and all alloy steel fasteners. Alternatively, provide bolts made of Type 304 Stainless Steel. G Pipe to be installed in potentially contaminated areas shall have coatings and linings recommended by the manufacturer as resistant to the contaminants. 2.06 MANUFACTURERS A Pre-approved manufacturers of ductile iron are American Cast Iron Pipe Co.,McWane Cast Iron Pipe Co.,and U S.Pipe and Foundry Co. 3.0 EXECUTION 3.01 INSTALLATION A Conform to installation requirements of Section 02510—Water Mains,Section 02530 -Gravity Sanitary Sewers,and Section 02533—Sanitary Sewage Force Mains,except as modified in this Section. B Install in accordance with AWWA C600 and manufacturer's recommendations. C Install all ductile iron pipe in polyethylene wrap, unless cathodic protection is provided. Do not use polyethylene wrap with a cathodic protection system. 07/2006 02634-4 of 5 • CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 3.02 GRADE A Unless otherwise specified on Plans,install ductile iron pipe for water service to clear utility lines with following minimum cover DIAMETER DEPTH OF COVER (INCHES) (FEET) 16and24 5 12 and smaller 4 END OF SECTION 07/2006 02634-5 of 5 CITY OF PEARLAND STEEL PIPE AND FITTINGS Section 02635 STEEL PIPE AND FITTINGS 1.0 GENERAL 1.01 SECTION INCLUDES A New steel pipe and fittings for water mains,pumping facilities,and casings. B References to Technical Specifications: 1 Section 01350—Submittals 2. Section 02636—Polyurethane Coatings on Steel or Ductile Iron Pipe 3 Section 02510—Water Mains C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM A 36, "Standard Specification for Carbon structural Steel" b. ASTM A 570, "Standard Practice for Roof System Assemblies Employing Steel Deck, Performed Roof Insulation, and Bituminous Built-Up Roofing" c. ASTM A 53,"Standard Specification for Pipe,Steel,Black and Hot- Dipped,Zinc-Coated,Welded and Seamless" d. ASTM A 135,"Standard Specification for Electric-Resistance-Welded Steel-Pipe" e. ASTM A 139, "Standard Specification for Electric-Fusion (arc)- Welded Steel Pipe(NPS 4 and Over)" f. ASTM C 150,"Standard Specification for Portland Cement" g. ASTM C 33, "Standard Specification for Concrete Aggregates" h. ASTM D 512,"Standard Test Method for Chloride Ion in Water" i. ASTM D 1293,"Standard Test Method for pH of Water" j. ASTM D 4541, "Standard Test Method for Pull-Off Strength of Coatings Using Portable Adhesion Testers" 2. American Water Works Association(AWWA) a. AWWA C200 Steel Water Pipe—6 in. and Larger b AWWA C206 Field Welding of Steel Water Pipe c. AWWA Ml 1 Steel Water Pipe: A Guide for Design and Installation, Fourth Edition d. AWWA C207 Steel Pipe Flanges for Waterworks Service—Sizes 4 in. Through 144 in. e. AWWA C214 Tape Coating Systems for the Exterior of Steel Water Pipelines f. AWWA C210 Liquid-Epoxy Coating Systems for the Interior and Exterior of Special Sections,Connections,and Fittings for Steel Water Pipelines 02/2008 02635-1 of 10 it CITY OF PEARLAND STEEL PIPE AND FITTINGS g. AWWA C205 Cement-Mortar Protective Lining and Coating for Steel '_) Water Pipe—4 in.and Larger—Shop Applied h. AWWA C602 Cement-Mortar Lining of Water Pipelines in Place-4 in. and Larger i. AWWA C209 Cold-Applied Tape Coatings for the Exterior of Special Sections,Connections,and Fittings for Steel Water Pipelines 3. American National Standards Institute(ANSI) 4 National Sanitation Foundation(NFS) 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for steel pipe and fittings under this Section. Include cost in Bid Items for water mains, pumping facilities and casings. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit Shop Drawings for aerial crossings and Water plant/facilities. Include design of new pipe and fittings indicating alignment and grade,laying dimensions,lining and coating systems,proposed welding procedures,fabrication,fitting,flange,and special details. C Show station numbers for pipe and fittings corresponding to Plans. —r 1.04 QUALITY CONTROL A Provide manufacturer's certifications that all pipe and fittings have been hydrostatically tested at factory in accordance with_AWWA C200,Section 3 4 B Provide manufacturer's affidavits that polyurethane coatings,linings and tape coatings comply with applicable requirements of this Section and that coatings were applied and allowed to cure at a temperature 5 degrees above the dew point. C Provide manufacturer's affidavits that mortar coatings and linings comply with applicable requirements of this Section and that linings were applied and allowed to cure at a temperature above 32 degrees F D Prior to work being started, provide proof of certification of qualification for all welders employed for type of work,procedures and positions involved. Qualifications shall be in accordance with AWWA C206. E Production of pipe and fittings prior to review by the Engineer shall be at Contractor's risk. 02/2008 02635-2 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS _ 2.0 PRODUCTS 2.01 STEEL PIPE A Provide steel pipe designed and manufactured in conformance with AWWA C200 and AWWA MI except as modified herein. Steel shall be minimum of ASTM A 36, ASTM A 570 Grade 36,ASTM A 53 Grade B,ASTM A 135 Grade B, or ASTM A 139 Grade B. B Minimum Allowable Steel-Wall Thickness. In accordance with following table for HS-20 live loads and depths of bury of up to 16 feet and AWWA C200 new uncoated "welded steel. CASING PIPE (ENCASEMENT SLEEVES) CASING MINIMUM WALL APPROXIMATE WEIGHT PIPE SIZE PER O.D. THICKNESS LINEAR FOOT UNCOATED 8" 8.625" 0.219" 19.64 10" 10.75" 0.219" 24.60 12" 12,75" 0.219" 29.28 14" 14.00" 0.219" 32.00 16" 16.00" 0.219" 36.86 20" 20.00" 0.250" 52.73 24" 24.00" 0.250" 63 41 30" 30.00" 0.250" 79 43 C Provide pipe sections in lengths of no less than 20 feet except as required for special fittings or closure sections. D Fittings: Factory forged for sizes 4 inches through 24 inches, long radius bends; beveled ends for field butt welding; wall thickness. equal to or greater than pipe to which fittings is to be welded;unless otherwise shown on the Plans. E Joints. 1 Standard field joint for steel pipe;including casings: AWWA C206. a. Single-welded,lap joint. b. Double-welded,butt joint. 2. Provide mechanically coupled or flanged joints where required for valves and fittings, and as shown on Plans. Flanges: AWWA C207, Class D; same diameter and drilling as Class 125 cast iron flanges, ASA B 16.1 Maintain electrically isolated flanged joints between steel and cast iron by using epoxy- 02/2008 02635-3 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS coated bolts, nuts, washers and insulating type gasket unless otherwise _ approved by Engineer. F Make curves and bends by use of beveled joints unless otherwise indicated on Plans. Contractor may submit details of other methods of providing curves and bends for consideration by the Engineer If other methods are deemed satisfactory,install at no additional cost to Owner G Provide shop coated and shop lined steel pipe with minimum of one coat of shop applied primer approved for use in potable water transmission on all exposed steel surfaces. Primer for tape coated steel pipe to be used for field-applied coatings shall have no less than 5 percent solids. Provide primer compatible with coating system and in accordance with coating manufacturer's recommendations. H Standard or Special Sections: Within 1/8 inch+of specified or theoretical lengths. Flanges: Square with pipe with bolt holes straddling both horizontal and vertical axis. Provide 1/2-inch gap between pipe ends where pipe is to be coupled with sleeve couplings. 2.02 EXTERNAL COATING SYSTEMS FOR BURIED STEEL PIPE A General. Supplied with either tape coatings as specified herein. 1 Tape Coating: AWWA C214,80-mil,shop-applied,Polyken YG-III,Tek-Rap Yard-Rap,or equal,except as modified herein. Components. primer,one 20- mil layer of inner-layer tape for corrosion protection and two 30-mil layers of outer-layer tape for mechanical protection. Primer compatible with tape coating, supplied by coating-system manufacturer. Provide pipe with shop coatings cut back from joint ends to facilitate joining and welding of pipe. Taper successive tape layers by 1-inch staggers to facilitate field wrapping of joints. Cut back approximately 4 to 4-1/2 inches to facilitate welding. Inner and outer tape widths: DIAMETER TAPE WIDTH 4"—6" 6" 8"— 12" 9" 14"— 16" 12" 18"—24" 18" 2.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE IN TUNNEL,CASING OR AUGER HOLES A Provide exterior coating system of pipe in augered holes or casing, without annular grout,as specified in Section 02636—Polyurethane Coatings on Steel or Ductile Iron Pipe. No additional exterior coating is required for mortar coated pipe. 02/2008 02635-4 of 10 { I CITY OF PEARLAND STEEL PIPE AND FITTINGS { 2.04 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED ABOVEGROUND(OR EXPOSED) A Provide a 3-coat epoxy/polyurethane coating system as designated below Surface Preparation SSPC SP10 Near White Blast Clean 2.0 to 3.0 mils surface profile Prime Coat ACRO 4422 Inhibitive Epoxy Primer,or approved equal 2.0 to 4.0 mils DFT Intermediate Coat ACRO 4460 Chemical Resistant Epoxy,or approved equal 4.0 to 6.0 mils DFT Finish Coat ACRO 4428 Polyurethane,or approved equal 1.5 to 2.0 mils DFT B Total minimum allowable dry film thickness for system. 10 mils. C All materials shall be from same manufacturer 2,05 INTERNAL LINING SYSTEMS FOR STEEL PIPE A General. Supply steel pipe with either epoxy lining or shop applied cement mortar lining,capable of conveying water at temperatures not greater than 140°F All linings shall conform to American National Standards Institute/National Sanitation Foundation (ANSI/NFS)Standard 61 and certified by an organization accredited by ANSI.Unless otherwise noted,coat all exposed(wetted)steel parts of flanges,blind flanges,bolts,access manhole covers,etc.,with epoxy lining,as specified herein. B Epoxy Lining: AWWA C210 - White, or approved equal for shop and field joint applied,except as modified herein. 1 Surface Preparation. SSPC-SP-10(64);Near White Blast Clean;2.0 to 3.0 mils surface profile. 2. Primp Coat: ACRO 4460 NSF Certified Epoxy-Buff;4.0 to 6.0 mils DFT or approved equal. 3 Intermediate Coat: ACRO 4460 NSF Certified Epoxy-Buff 4.0 to 6.0 mils DFT or approved equal. 4 Finish Coat: ACRO 4460 NSF Certified Epoxy-White 4.0 to 6.0 mils DFT or approved equal. 5 Minimum allowable dry film system thickness: 12.0 mils. 6. Maximum allowable dry film system thickness. 18,.0 mils. 7 Minimum field adhesion. 700 psi. 8. Dry film thicknesses for approved alternate products in accordance with the product manufacturer's recommendations. 9 The lining system may consist of three or more coats of the same approved alternate epoxy lining without the use of a separate primer 02/2008 02635-5 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 10. Provide materials from the same manufacturer. C Shop Applied Cement Mortar Lining: AWWA C205, shop-applied,cement mortar linings,except as specified herein 3/8 inch minimum thickness for pipe diameters 24 inches and smaller Pipe with cut back lining from joint ends no more than 2 inches to facilitate joining and welding of pipe. 2.06 MORTAR FOR EXTERIOR JOINTS A Cement Mortar One part cement to two parts of fine, sharp clean,sand, mix with water to a consistency of thick'cream. B Portland Cement: ASTM C 150,Type II. C Sand. 1 Inside joints. AWWA C602;fine graded natural sand. 2. Outside joints: ASTM C 33, natural sand with 100 percent passing No. 16 sieve. D Water total dissolved solids less than 1000 mg/1,ASTM D 512 chloride ions less than 100 mg/1 for slurry and mortar cure;ASTM D 1293 pH greater than 6.5 3.0 EXECUTION 3.01 PIPING INSTALLATION A Conform to applicable provisions of Section 02510—Water Mains except as modified herein. 3.02 EXTERNAL COATING SYSTEM FOR BURIED STEEL PIPE A Tape Coating System. 1 Inspect pipe,prior to shipment,for holidays and damage to coating. Perform electrical holiday test of minimum of 6,000 volts with a 60 cycle current audio detector. If test indicates no holidays and outer wrap(s) is torn, remove damaged layers of outer wrap by carefully cutting with sharp razor-type utility knife. Wash with Xylol area to be patched and at least 4 inches of undamaged tape where hand-applied tape wrap will overlap. AWWA C209 cold-applied tape; compatible with tape-wrapping system applied for each layer of outer- wrap tape that has been removed. If damaged area shows holiday when tested, remove outer layers and expose inner wrap. Prime exposed area and overlaps with light coat of primer Firmly press into place patch of inner wrap of sufficient size to extend 4 inches from holidays in all directions. Holiday test patch to verify that it is installed satisfactorily Retrim outer layer of tape to expose first wrap of outer-wrap tape sufficiently to allow minimum lap of 2 inches in all directions. Wash exposed outer wrap tape with Xylol and prime. Apply two layers of AWWA C209 outer wrap with 35 mils minimum thickness. 02/2008 02635-6 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 2. Regardless of results of electrical holiday test,bubbles in tape coating system are not allowed. Cut out bubbles and patch as detailed above. 3. Field repairs and applications of coatings: AWWA C209 around joint cutbacks except as modified herein. Field-welded joints: clean shop-primed ends of weld splatter, damaged primer and rust to achieve required surface preparation prior to field repair of linings and coatings. a. Immediately prior to placing joint in trench, remove shop-applied primer by abrasive blasting,solvent or other method as approved by the Engineer Avoid damage to adjacent existing coatings. Clean surfaces to achieve surface preparation at least equivalent to SSPC SP6 in accordance with AWWA C209 Solvent: environmentally safe and compatible with coating-system primer b. Apply primer immediately prior to application of first layer of tape to achieve maximum bond. Apply tape while primer is still"tacky"with 3-inch minimum overlap over shop-applied coating. 4 Do not expose tape coatings to harmful ultraviolet light for more than 90 days. Discard (remove) and replace outer layer of tape coating when exposure exceeds 90 days. In case of factory applied coatings,remove joint from site for removal and reapplication of outer layer of tape coatings. B At Owner's option,coating system and application may be tested and inspected at plant site in accordance with AWWA C214 C Cement Mortar Coating: AWWA C205, 1-inch minimum thickness; cut back from joint ends no more than 2 inches to facilitate joining and welding of pipe. 3.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED ABOVEGROUND, IN VAULTS, TUNNELS OR CASINGS, AND INTERNAL LINING FOR ALL INSTALLATIONS A Cement Mortar Lining: AWWA C205, 1/2-inch minimum thickness;cut back from joint ends to facilitate joining and welding of pipe. B Safety Paints,coatings,and linings specified herein are hazardous materials. Vapors may be toxic or explosive. Protective equipment,approved by appropriate regulatory agency, is mandatory for all personnel involved in painting, coating, and lining operations. C Workmanship: 1 Application. By qualified and experienced workers who are knowledgeable in surface preparation and application of high-performance industrial coatings. 2. Paint Application Procedures: SSPC Good Painting Practices,Volume 1 D Surface Preparation: 1 Prepare all surfaces for painting with abrasive blasting. 2. Schedule cleaning and painting so that detrimental amounts of dust or other contaminants do not fall on wet,newly-painted surfaces. Protect surfaces not intended to be painted from effects of cleaning and painting operations. 02/2008 02635-7 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 3. Prior to blasting,clean surfaces to be coated or lined of grease,oil and dirt by steaming or detergent cleaning in accordance with SSPC SPl 4 Metal and Weld Preparation: Remove all surface defects such as gouges,pits, welding and torch-cut slag, welding flux and spatter by grinding to 1/4-inch minimum radius. 5. Abrasive Material. a. Blast only as much steel as can be coated same day of blasting. b. Use sharp, angular, properly-graded abrasive capable of producing depth of profile specified herein. Transport abrasive to jobsite in moisture-proof bags or airtight bulk containers. Copper slag abrasives, are not acceptable. c. After abrasive blast cleaning, verify surface profile with replica tape such as Tes-Tex Coarse or Extra Coarse Press-O-Film Tape, or approved equal. Furnish tapes to Owner for filing and future reference. d. Do not blast if metal surface may become wet before priming commences,or when metal surface is less than 5 degrees F above dew point. 6. Remove all dust and abrasive residue from freshly blasted surfaces by brushing or blowing with clean,dry air E Coating and Lining Application: 1 Environmental Conditions: Do not apply coatings or linings when metal temperature is less than 50 degrees F,when ambient temperature is less than 5 degrees F above dew point; when expected weather conditions are such that - ambient temperature will drop below 40 degrees F within 6 hours after application of coating;or when relative humidity is above 85 percent. Measure relative humidity and dew point by use of sling psychrometer in conjunction with U.S Department of Commerce Weather Bureau Psychometric Tables. Provide dehumidifiers for all field-applied coatings and linings to maintain proper humidity levels. 2. Application Procedures. a. Apply coatings and linings in accordance with manufacturer's recommendations and requirements of this Section. Provide a finish free of runs,sags,curtains,pinholes,orange peel,fish eyes,excessive overspray or de-laminations. b. Thin materials only with manufacturer's recommended thinners. Thin only amount required to adjust viscosity for temperature variations, proper atomization and flow-out. Mix material components using mechanical mixers. c. Discard catalyzed materials remaining at end of day 3 Apply primer immediately after surface has been cleaned. Thoroughly dry pipe before primer is applied. Apply succeeding coats before contamination of under surface occurs. 4 Allow each coat of paint either to dry or cure amount of time recommended by coating or lining manufacturer before successive coats of paint are applied. Apply all successive coats of paint within recoat threshold time as , 02/2008 02635-8 of 10 „''' CITY OF PEARLAND STEEL PIPE AND FITTINGS recommended by coating or lining manufacturer on printed technical data sheets or through written communications. 3.04 INSPECTION A Procure services of an independent testing laboratory or inspection service,approved by the Engineer, to perform tests on all portions of coating and lining applications. Laboratory shall supply services of NACE Certified Coatings Inspectors having Level III Certification for all coating and linings inspection work. Include cost of such testing in contract unit price bid for water main. Furnish copies of all test reports to the Engineer for review. If defective coatings or lining are revealed,cost of repair and testing of repair will be paid for by Contractor. The Engineer shall have full and final decision as to suitability of all coatings and linings tested. B For all field applied coatings and linings,including joints,notify Owner sufficiently in advance of work so that Owner can perform examination of and acceptance of surface preparation and application of each coat prior to application of next coat. Furnish appropriate test data to Owner,verifying compliance with requirements of this Section of each coat prior to proceeding with next coat. Recoat or repair runs, overspray, roughness and/or abrasives in coating,or other indications of improper application in accordance with coating or lining manufacturer's and the Engineer's instructions. C Repairs, surface preparation and painting will be subject to inspection by Owner -, Guidelines published by Steel Structures Painting Council will be used as basis for acceptance or rejection of cleaning, painting or coating application. SSPC VIS1, Pictoral Surface, along with single-probe magnetic pull-off type dry film thickness gages,electrical holiday detectors,and standard wet film thickness gages will be used to determine acceptability of paint applications. D Check film thickness with nondestructive magnetic pull-off gage such as Mikrotest Model DFG-100 or electronic thickness gage. National Bureau of Standards certified thickness calibration plates will be used to verify accuracy of thickness gage. Determine maximum and minimum thickness in accordance with SSPC PA2 for frequency and method. Evaluate each length of pipe under SSPC PA2. Consider each field joint area separate and discrete for purpose of DFT measurements. Perform five spot DFT measurements on each field joint area (15 individual readings). Check thickness of each individual coat as well as thickness of overall system with respect to compliance with this Section. Failure to meet either overall system thickness requirements or requirements of component coats shall be cause for rejection and recoat or repair of entire joint or length of pipe. E Holiday Test: 1 Begin inspection after coating has sufficiently cured,usually one to five days. (Consult coating manufacturer for specific curing schedule.) 2. Use high-voltage d-c holiday detector such as D.E.Stearns Company Model 14/20 or Tinker & Rasor Model AP/W Use 1600 volts,plus or minus 100 -ti volts. Use brass brush type electrode. 02/2008 02635-9 of 10 CITY OF PEARLAND STEEL PIPE AND FITTINGS 3 Ground high-voltage d-c holiday detector to metal being inspected. Earth-type ground tape is not acceptable. Mark detected defects with white chalk,repair and reinspect. 4 Adhesion Tests: ASTM D 4541,pull-off testing using an Elcometer Model 106 Fixed Alignment Adhesion Tester Adhesion testing may be directed by the Engineer on any length of pipe or joint which exceeds maximum coating thickness limitations specified in this Section. 3.05 COATINGS AND LININGS INSPECTION A Owner reserves right to inspect or acquire service of independent third-party inspector who is fully knowledgeable of, and qualified to inspect, surface preparation and application of high-performance coatings to inspect any and all phases of all coatings and linings work,whether field or shop applied. Contractor responsible for application and performance of coating and lining whether or not Owner provides such inspection. END OF SECTION 02/2008 02635- 10 of 10 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE Section 02636 POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE 1.0 GENERAL 1.01 SECTION INCLUDES A Two-component polyurethane coating system for use as an internal or external coating for steel or ductile iron pipe. B References to Technical Specifications: 1 Section 01350—Submittals 2. Section 02634-Ductile Iron Pipe and Fittings 3 Section 02635—Steel Pipe and Fittings C Referenced Standards: 1 American Water Works Association(AWWA) a. AWWA C210, Liquid Epoxy Coating Systems for the Interior and Exterior of Steel Water Pipelines 2. American Society for Testing and Materials(ASTM) a. ASTM D 16, "Standard Terminology for Paint, Related Coatings, Materials,and Applications" } b. ASTM D 1737, "Standard Guide for Testing Industrial Water- Reducible Coatings" 3 Steel Structures Painting Council(SSPC) a. SSPC-PA 2, Measurement of Dry Paint Thickness with Magnetic Gauges b. SSPC-PA 3,A Guide to Safety in Paint Application c. SSPC-PS Guide 17.00,Guide for Selecting Urethane Painting Systems d. SSPC-SP 1,Solvent Cleaning e. SSPC-SP 10,Near-White Blast Cleaning 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for work performed under this Section.Include cost of polyurethane coatings in Bid Items for steel pipe or ductile iron pipe. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit coating manufacturer's catalog sheets and technical information for approval, prior to delivery of pipe. 07/2006 02636-1 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE C Obtain from coating manufacturer and submit a coating"affidavit of compliance"to requirements of this Section stating that coatings were applied in factory and in accordance with manufacturer's minimum requirements. 1.04 SAFETY A Secure, from manufacturer, Material Safety Data.Sheet (MSDS) for polyurethane coatings and repair materials listed in this Section. B Safety requirements stated in this and related Sections apply in addition to applicable federal, state and local rules and regulations. Comply with instructions of coating manufacturer and requirements of insurance underwriters. C Follow handling and application practices of SSPC-PA Guide 3, SSPC-PS Guide 17.00;Coating Manufacturer's Material Safety Data Sheet. 1.05 DELIVERY,STORAGE,AND HANDLING A Use standard containers to prevent gelling,thickening deleteriously or forming of gas in closed containers within period of one year from date of manufacture. B Label each container of separately packaged component clearly and durably to indicate date of manufacture, manufacturer's batch number, quantity, color, component identification and designated name or formula specification, number of coatings together with special instructions. Do not use coating components older than one year. C Deliver coating materials to pipe manufacturer in sealed containers showing designated name,batch number,color,date of manufacture and name of coating manufacturer D Store materials on site in enclosures which are out of direct sunlight, and in warm, ventilated,and dry area. E Prevent puncture,inappropriate opening, or other action which may lead to product contamination. 2.0 PRODUCTS 2.01 COATING MATERIAL A Coating Standard: ASTM D 16. B Coating System. Use Type V system which is a 2-package polyisocyanate,polyol- cured urethane coating, mixed in 1 1 ratio at time of application. The components shall be balanced viscosities in their liquid state and not require agitation during use. C Exterior Coating Material. CORROPIPE II-TX and Joint Coating Material CORROPIPE II-PW,manufactured by Madison Chemical Industries,Inc.,5673 Old Dixie Road,Forest Park,Georgia 30050,or approved equal. 07/2006 02636-2 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE i D Internal Coating Material: Joint Coating Material CORROPIPE II-PW,manufactured by Madison Chemical Industries, Inc., 5673 Old Dixie Road, Forest Park, Georgia 30050,or approved equal. E Cured Coating Properties: 1 Conversion to Solids by Volume: 97 percent plus or minus 3 percent. 2. Temperature Resistance: Minus 40 degrees F.and plus 130 degrees F 3. Minimum Adhesion. 500 psi,when applied without primer to ductile iron pipe which has been blasted to comply with SSPC-SP 1.0. 4 Cure Time: For handling in 1 minute at 120 degrees F,and full cure within 7 days at 70 degrees F 5 , Maximum Specific Gravities: Polyisocyanate resin, 1.20. Polyol resin, 1 15 6., Minimum Impact Resistance: 80 inch-pounds using 1-inch diameter steel ball where coating is applied at 30 mils to ductile iron pipe surface which has been blasted to SSPC No. 10 finish. 7 Minimum Tensile Strength. 2000.psi. 8. Hardness: 55 plus or minus 5 Shore D at 70 degrees F 9 Flexibility Resistance: ASTM D 1737 using 1-inch mandrel. Allow coating to cure for 7 days. Perform testing on test coupons held for 15 minutes at temperature extremes specified in this Paragraph. 2.02 REPAIR AND TOUCHUP MATERIAL A CORROPIPE II PW (two-component, brush applied, or approved equal). Mix in accordance with coating manufacturer's recommendations. 3.0 EXECUTION 3.01 SURFACE PREPARATION A Remove deposits of oil,grease or other organic contaminates before blast cleaning by using solvent wash-as specified in SSPC-PA Guide 3 Clean and dry surfaces making them completely dry,free of moisture, dust,grit,oil,grease or any other deleterious substances prior to application of coating. B Exterior and Interior Surfaces: SSPC-SP10, near-white metal blast cleaning. The blasting shall be done with clean,hard, sharp cutting abrasives with no steel or cast iron shot in the mix. C Ductile Iron Pipe: Prior to the start of production blasting,prepare specimens for a white metal blast and a near-white metal blast using the equipment and abrasives proposed for the work. During preparation of the specimens,the blasting intensity and abrasive shall be changed as necessary to provide the degree of cleaning required by SSPC-SP10,except that the color Of the blasted substrate is not expected to match the color of blasted steel. After examination and concurrence by the Engineer, the production blasting may begin. Monitor and control the production blasting so that production pipe surfaces match the surface of the approved blasting specimens. 07/2006 02636-3 of 6 CITY OP PEARL AND POLYURETHANE COATING ON MEL OR DUCTILE IRON PIPE 3.02 THICKNESS A External Coatings: Minimum DFT of 25 mils(0.025 inch). B Internal Coatings: Minimum DFT of 35 mils. C Thickness Determinations. Use Type 1 magnetic thickness gauge as described in SSP- PA2 specification. Individual readings below 90 percent of specified minimum are not acceptable. Average individual spot readings(consisting of three point measurements within 3 inches of each other)less than 95 percent of minimum are not acceptable. Average of all spot readings less than minimum thickness specified is not acceptable. 3.03 FACTORY APPLICATION OF POLYURETHANE COATING A Equipment: Two-component, 1 1 mix ratio,heated airless spray unit. B Temperature: Minimum 5 degrees F above dew point temperature. The temperature of the surface shall not be less than 60 degrees F during application. C Humidity. Heating of pipe surfaces may be required to meet the requirements of this Section,2.O1E,"Cured Coating Properties",if relative humidity exceeds 80 percent. D Do not thin or mix resins; use as received. Stgre resins at a temperature above 55 degrees F at all times. E Application. Conform to coating manufacturer's recommendations. Apply directly to substrate to achieve specified thickness. Multiple-pass,one-coat application process is permitted provided maximum allowable recoat time specified by coating manufacturer is not exceeded. F Recoat only when coating has cured less than maximum time specified by coating manufacturer When coating has cured for more than recoat time, brush-blast or thoroughly sand coating surface. Blow-off cleaning using clean,dry, high pressure compressed air G Cure at ambient temperature above 0 degrees F Do not handle pipe until coating has been allowed to cure as follows. AMBIENT MINIMUM FULL TEMPERATURE CURE TIME Over 70 degrees F 7 days 50 to 70 degrees F 9 days 0 to 50 degrees F 12 days 07/2006 02636-4 of 6 CITY OF PEARLAND POLYURETHANE COATING ON Ir \ STEEL OR DUCTILE IRON PIPE 3.04 JOINTS A Apply coating to unlined pipe surfaces including inside of bell socket and outside of spigot. B Coating thickness on sealing areas of spigot end of pipe exterior: Minimum 8 mils (0.008 inch),maximum of 10 mils(0.010.inch). Maximum 10 mils may be exceeded in spigot end provided maximum spigot diameter as specified by pipe manufacturer is not exceeded. 3.05 INSPECTION A Engineer may inspect coatings at coating applicator's facilities. B Secure approval of surface preparation by coating manufacturer's representative prior to coating application. C Holiday Inspection: Conform to AWWA C 210, Section 5.3.3 1 Follow coating manufacturer's recommendation. Conduct inspection any time after coating has reached initial cure. Repair in accordance with this Section, 3.07 "Repair and Field Touchup" 3.06 PIPE INSTALLATION ' A When required by the Engineer,provide services of manufacturer's representative for period of not less than 2 weeks at beginning of actual pipe laying operations to advise Contractor regarding installation including but not limited to handling and storing, cleaning and inspecting,coatings repairs,and general construction methods as to how they may affect pipe coatings. B Use nylon straps,padded lifts and padded storage skids. Field cuts should be kept to minimum. Repair damage to coating due to handling or construction practices. Refer to Section 02634-Ductile Iron Pipe and Fittings and Section 02635—Steel Pipe and Fittings for additional requirements. C Just before each section of pipe is to be placed into the trench,conduct a visual and holiday inspection. Defects in the coating system shall be repaired before the pipe is installed. 3.07 REPAIR AND FIELD TOUCHUP A Apply repair and touchup materials in conformance with factory application of polyurethane coating requirements specified in this Section, excluding equipment requirements. B Repair Procedure-Holidays: 1 Remove traces of oil,grease, dust,dirt,and other deleterious materials 2. Roughen area to be patched by sanding with rough grade sandpaper(40 grit). 07/2006 02636-5 of 6 CITY OF PEARLAND POLYURETHANE COATING ON STEEL OR DUCTILE IRON PIPE 3. Apply one coat of repair material described above. Work repair material into scratched surface by brushing. C Repair Procedure-Field Cuts or Large Damage: 1 Remove burrs from field cut ends or handling damage and smooth out edge of polyurethane coating. 2. Remove traces of oil,grease,dust,dirt,and other deleterious materials 3. Roughen area to be patched with rough grade sandpaper (40-grit). Feather edges and include overlap of 1 inch to 2 inches of roughened polyurethane in area to be patched. 4 Apply thick coat of repair material described above. Work repair material into scratched surface by brushing. Feather edges of repair material into prepared surface. Cover at least 1 inch of roughened area surrounding damage, or adjacent to field cut. D Repair Procedure-Thermite Brazed Connection Bonds: 1 Remove polyurethane coating with power wire brush from area on metal surface which is to receive thermite brazed connection. 2. Grind metal surface to shiny metal with power grinder and coarse grit grinding wheel. 3 Apply thermite-brazed connection using equipment, charge and procedure recommended by manufacturer of thermite equipment. 4 After welded surface has cooled to temperature below 130 degrees F, apply protective coating repair material to weld,exposed pipe surface and damaged areas of polyurethane coating. 5 Do not cover or backfill freshly repaired areas of coating at thermite-brazed connection until repair material has completely cured. Allow material to cure in conformance with manufacturer's recommendations. END OF SECTION 07/2006 02636-6 of 6 CITY OF PEARLAND BASE COURSE FOR PAVEMENT Section 02710 I ' BASE COURSE FOR PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Base course of crushed stone, recycled crushed concrete base, cement-stabilized crushed stone,cement-stabilized bank-run gravel,recycled crushed stone and hot mix asphalt base course: B References to Technical Specifications, 1 Section 01200—Measurement and Payment Procedures 2. Section 01350-Submittals 3. Section 01450—Testing Laboratory Services 4 Section 02742—Prime Coat C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM C 131,"Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine" I; ? b. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit,and Plasticity Index of Soils" c. ' ASTM C 150,"Standard Specification for Portland Cement" d. ASTM C 33,"Standard Specification for Concrete Aggregates" e. ASTM D 1557, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort" f. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" g. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods(Shallow Depth)" h. ASTM D 3017,"Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods(Shallow Depth)" 2. Texas Department of Transportation (TxDOT) a. Tex-101-E,"Preparing Soil and Flexible Base Materials for Testing" b. Tex-110-E,"Particle Analysis of Soils" c. Tex-120-E,"Soil-Cement Testing" d. Tex-106-E,"Calculating the`Plasticity Index of Soils" e. Tex-203-F,"Sand Equivalent Test" f. Tex-126-E,"Molding,Testing,and Evaluating Bituminous Black Base Material" g. Tex-204-F,"Design of Bituminous Mixtures" h. Tex-208-F,"Test for Stabilometer Value of Bituminous Material" i. Tex-227-F, "Theoretical Maximum Specific Gravity of Bituminous Mixtures" 07/2006 02710-1 of 11 CITY OF PEARLAND BASE COURSE FOR PAVEMENT j. Standard Specifications for Construction and Maintenance of Highway's,Streets and Bridges,2004 Adoption 1) Item 340,"Dense-Graded Hot-Mix Asphalt(Method)" 1.02 MEASUREMENT AND PAYMENT A Measurement for base course is on a square yard basis. Separate measurement will be made for each different required thickness of base course. B When required by Section 01100-Summary of Work,unit price adjustments shall be made for insufficient in-place depth determined by cores as follows: 1 Adjusted unit price shall be reduced by a ratio of average thickness determined by cores to thickness bid upon,times unit price bid. 2. Adjustment shall apply to lower limit of 90 percent of unit price bid. C Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit samples of crushed stone,gravel,crushed concrete and soil binder for testing. C Submit weight tickets,certified by supplier,witbeach bulk delivery of cement to work site. D Submit manufacturer's description and characteristics for pug mill and associated equipment,spreading machine,and compaction equipment for approval. E Submit manufacturing description and characteristics of spreading and finishing machine for approval. 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450—Testing Laboratory Services and as specified in this Section. 1.05 DELIVERY,STORAGE,AND HANDLING A Stockpiles shall be made up of layers of processed aggregate materials. Load material by making successive vertical cuts through entire depth of stockpile. Comply with applicable requirements of Section 01600 — Material and Equipment and Section 02255-Bedding,Backfill,and Embankment Material. 07/2006 02710-2 of 11 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 2.0 PRODUCTS 2.01 CRUSHED STONE FLEXIBLE BASE COURSE A Crushed Stone: Material retained on the No. 40 Sieve meeting the following requirements: 1 Durable particles of crusher-run broken limestone,sandstone,gravel or granite obtained from an approved source. 2. Los Angeles abrasion test percent of wear not to exceed 40 when tested in accordance with ASTM C 131 B Soil Binder Material passing the No. 40 Sieve meeting the following requirements when tested in accordance with ASTM D 4318. 1 Maximum Liquid Limit: 40. 2. Maximum Plasticity Index. 12. 3 Maximum Lineal Shrinkage:7(when calculated from volumetric shrinkage at liquid limit). f C Mixed Materials shall meet the following requirements. 1 Minimum compressive strength of 35 psi at 0 psi lateral pressure and 175 psi at 15 psi lateral pressure using triaxial testing procedures. 2. Grading in accordance with Tex-101-E and Tex-110-E within the following limits: SIEVE PERCENT RETAINED 1 3/-inch 0 to 10 No. 4 45 to 75 No.40 60 to 85 2.02 CEMENT STABILIZED BASE COURSE A Cement: ASTM C 150 Type I,bulk or sacked. B Water Clean;clear;and free fromoil, acids,alkali,or vegetable matter C Crushed Stone: material retained on the No. 40 Sieve meeting the following requirements: 1 Durable particles of crusher-run broken limestone obtained from an approved source. 2. Los Angeles abrasion test percent of wear not to exceed 40 when tested in accordance with ASTM C 131 15 Gravel. Durable particles of bank-run gravel or processed material. E Soil Binder Material passing the No.40 Sieve meeting the following requirements when tested in accordance with ASTM D 4318: 07/2006 02710-3 of 11 CITY OF PEARLAND BASE COURSE FOR PAVEMENT l Maximum Liquid limit: 35 2. Maximum Plasticity index. 10. F Mixed aggregate and soil binder shall meet the following requirements: 1 Grading in accordance with Tex-101-E and Tex-1 10-E within the following limits: PERCENT RETAINED SIEVE CRUSHED PROCESSED GRAVEL BANKRUN STONE GR.I GR.2 GRAVEL 1 3/-inch 0 to 10 0 to 5 - 0 to 5 1/2-inch - - 0 - No. 4 45 to 75 30 to 75 15 to 35 30 to 75 No.40 i 55 to 80 60 to 85 55 to 85 65 to 85 2. Obtain prior permission from Engineer for use of additives to meet above requirements. G Cut back asphalt: MC30 conforming to requirements of Section 02742—Prime Coat. H Emulsified petroleum resin. EPR-1 Prime conforming to requirements of Section 02742—Prime Coat. I Design mix for minimum average compressive strength of 200 psi at 48 hours using Tex-120-E unconfined compressive strength testing procedures. Provide minimum cement content of 1-1/2 sacks,weighing 94 pounds each,per ton of mix. ] Increase cement content if average compressive strength of tests on field samples fall below 200 psi. Refer to Part 3 concerning field samples and tests. K Mix in stationary pug mill equipped with feeding and metering devices which shall add specified quantities of base material, cement, and water into mixer. Dry mix base material and cement sufficiently to prevent cement balls from forming when water is added. L Resulting mixture shall be homogeneous and uniform in appearance. 2.03 CEMENT-STABILIZED RECYCLED CRUSHED CONCRETE BASE (RCCB) COURSE A System Description.Provide RCCB with following performance: 1 Minimum 5 percent cement. 2. Minimum Compressive Strength: 650 psi at 7 days following TxDOT Tex- 120-E. 07/2006 02710-4 of 11 it CITY OF PEARLAND BASE COURSE FOR PAVEMENT 3. Prepare concrete product in an on-or off-site pug mill,or in an on-or off-site portable concrete mixer B Preliminary Design: Prepare preliminary mix for 4 cement ratios; 5, 6, 7 and 8 percent. 1 Designate source of concrete for crushing. 2. Results of compression tests will be used by Engineer to select the final mix design. C Cement: ASTM C 150 Type I,II or III,bulk or.sacked. D Water Potable. E Aggregate: Recycled Crushed Concrete:Material retained on the No.40 Sieve,and durable coarse particles of crusher-run reclaimed cured Portland cement concrete, obtained from an approved source. Organic material is prohibited. F Soil Binder (classified below): Meeting the following requirements when tested following TxDOT Tex-106-E. 1 Maximum Liquid Limit: 35 2. Maximum Plasticity Index. 10 G Mixed Aggregate and Soil Binder Grading following Tex-101-E and Tex-110-E iwithin the following limits: SIEVE PERCENT RETAINED 1 3/4-inch 0 to 10 No. 4 45 to 75 No.40 55 to 80;classified as"Soil Binder" 1 Obtain prior permission from Engineer for use of additives to meet above requirements. H Asphaltic Seal Cure: 1 Use following as Contractor's option to curing by sprinkling,at no additional cost or.time. 2. Cut-back asphalt; MC30 following Section 02742—Prime Coat. 3 Emulsified petroleum resin. EPR-1 Prime following Section 02742—Prime Coat. j I Material Mix and Mixing Equipment 1 Design mix for minimum compressive strength of 650 psi at 7 days following Tex-120-E unconfined compressive strength. 07/2006 02710-5 of 11 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 2. Cement Ratio: If compressive strength of field samples of installed products fails to meet strength requirements above, increase cement content in one percent increments up to a maximum of 8 percent. 3. Mix according to the requirement s of this Section, 2.03A, with metering devices adding specified quantities of crushed concrete,cement,and water into mixer Dry mix crushed concrete and cement to prevent cement balls from forming when water is added. Produce homogeneous and uniformly mixed product. 2.04 HOT MIX ASPHALT BASE COURSE(BLACK BASE) A Coarse Aggregate: Gravel or crushed stone,or combination thereof that is retained on No. 10 sieve, uniform in quality throughout and free from dirt, organic, or other injurious matter occurring either free or as coating on aggregate. Aggregate shall conform to ASTM C 33 except for gradation. Furnish rock or gravel with Los Angeles abrasion loss not to exceed 40 percent by weight when tested in accordance with ASTM C 131 B Fine Aggregate: Sand or stone screenings, or combination thereof, passing No. 10 sieve. Aggregate shall conform to ASTM C 33 except for gradation. Use sand composed of sound,durable stone particles free from loams or other injurious foreign matter Furnish screenings of same or similar material as specified for coarse aggregate. Plasticity index of that part of fine aggregate passing No.40 sieve shall be not more than 6 when tested by Tex-106-E. Sand equivalent shall have a minimum value of 45 when tested by Tex-203-F C Composite Aggregate: Conform to the grading limits of TxDOT Item 340 for the paving type indicated on the Plans. D Asphaltic Material. Moisture-free homogeneous material which will not foam when heated to 347°F,meeting the following requirements: VISCOSITY GRADE TEST AC-10 AC-20 min. max. min. max. Viscosity, 140°F stokes 1000 t 200 2000 ±400 Viscosity,275°F stokes 1.9 - 2.5 - Penetration,77°F, 100 g,5 sec. 85 - 55 - Flash Point,C.E.C.,F 450 - 450 - Solubility in trichloroethylene,percent 99.0 - 99.0 - Tests on residues from thin film oven tests: Viscosity, 140°F stokes - 3000 - 6000 Ductility,77°F,5 ems per min.,cms 70 - 50 07/2006 02710-6 of 11 CITY OF PEARLAND BASE COURSE FOR PAVEMENT Spot tests Negative for all 1 Material shall not be cracked. 2. Engineer will designate grade of asphalt to use after design tests have been made. Use only one grade of asphalt after grade is determined by test design for project. E Mixing Plant: Weight-batching or drum mix plant with capacity for producing continuously mixtures meeting specifications. Plant shall have satisfactory conveyors, power units,aggregate handling equipment,hot aggregate screens and bins,and dust collectors. Provide equipment to supply materials adequately in accordance with rated capacity of plant and produce finished material within specified tolerances. Following equipment is essential. 1 Cold aggregate bins and proportioning device 2. Dryer 3. Screens 4 Aggregate weight box and batching scales 5 Mixer 6. Asphalt storage and heating devices 7 Asphalt measuring devices 8. Truck scales F Bins: Separate aggregate into minimum of four bins to produce consistently uniform grading and asphalt content in completed mix. G Mix. Employ and pay certified testing laboratory to prepare design mixes. Test in accordance with Tex-126-E,Tex-204-F,Tex-208-F,and Tex-227-F H Density and Stability Requirements: PERCENT DENSITY PERCENT HVEEM STABILITY PERCENT MIN MAX OPTIMUM NOT LESS THAN 95 99 97 35 I Proportions for Asphaltic Material.As specified in TxDOT Item 340 for the mix type shown on the Plans. 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted subgrade is ready to support imposed loads. AMY- B Verify lines and grades are correct. 07/2006 02710-7 of 11 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 3.02 PLACEMENT A Do not mix and place cement stabilized base when temperature is below 40°F and falling. Base may be placed when temperature taken in shade and away from artificial heat is above 35°F and rising. B Place material on prepared subgrade in uniform layers to produce thickness indicated on Plans. Depth of layers shall not exceed 8 inches. Do not dump material in piles or windrows. C Spread with approved spreading machine. Conduct spreading so as to eliminate planes of weakness or pockets of non-uniformly graded material resulting from hauling and dumping operations. D Provide construction joints between new material and stabilized base that has been in place 4 hours or longer Joints shall be approximately vertical. Form joint with a temporary header or make vertical cut of previous base immediately before placing subsequent base. E Use only one longitudinal joint at center line under main lanes and shoulder Do not use longitudinal joints under frontage roads and ramps. F Place base so that projecting reinforcing steel from curbs remain at approximate center of base. Secure a firm bond between reinforcement and base. G Do not place asphaltic base when air temperature is below 50 F and falling. Base may be placed when air temperature taken in shade and away from artificial heat is above 40 F and rising. H Haul prepared and heated asphaltic concrete mixture to project in tight vehicles previously cleaned of foreign material. Mixture shall be at temperature between 250° F and 325°F when laid. I Spread material into place with approved mechanical spreading and finishing machine of screening or tamping type. Use track-mounted finish machine to place base course directly on earth subgrade. J Place base courses 4 inches or greater in thickness in two or more layers,each having compacted thickness of not greater than 4 inches. Spread all lifts. Attain smooth course of uniform,density to section,line and grades as indicated on Plans. K Place courses as nearly continuously as possible. Pass roller over unprotected ends of freshly laid mixture only when mixture has become cooled. When work is resumed, cut back laid material to produce slightly beveled edge for full thickness of course. Remove old material which has been cut away and lay new mix against fresh cut. L When new asphalt/concrete is laid against existing asphalt,existing asphalt/concrete -- shall be saw cut full depth to provide straight smooth joint. 07/2006 02710-8 of 11 CITY OF FEARLAND BASE COURSE FOR PAVEMENT M In restricted areas where use of paver is impractical, spread and finish asphalt by mechanical compactor Use wood or steel forms,rigidly supported to assure correct grade and cross section. Carefully place materials to avoid segregation of mix. Do not broadcast material. Remove any lumps that do not break down readily Place asphalt courses in same sequence as if placed by machine. 3.03 COMPACTION A Start compaction'as soon as possible but not more than 60 minutes from start of moist mixing. Compact loose mixture with approved tamping rollers until entire depth is uniformly compacted. Do not allow stabilized base to mix with underlying material. B Correct irregularities or weak spots immediately by replacing material and recompacting. C Apply water to maintain moisture between optimum and 3 percent above optimum moisture as determined by ASTM D 1557 Mix in with a spiked tooth harrow or equal. Reshape surface and lightly scarify to loosen imprints made by equipment. D Remove and reconstruct sections where average moisture content exceeds ranges specified at time of final compaction. E Finish by blading surface to final grade after compacting final course. Seal with approved pneumatic tired rollers which are sufficiently light to prevent surface hair line cracking. Rework and recompact at areas where hair line cracking develops. F Compact to minimum density of 95 percent of modified Proctor density at a moisture content of treated material between optimum and 3 percent above optimum as determined by ASTM D 1557,unless otherwise indicated on the Plans. G Maintain surface to required lines and grades throughout operation. 3.04 CURING A Moist cure for minimum of 7 days before adding pavement courses. Restrict traffic on base to local property access. Keep subgrade surface damp by sprinkling. B If indicated on Plans,cover base surface with a curing membrane as soon as finishing operation is complete. Apply with approved self-propelled pressure distributer at following rates,or as indicated on Plans: 1 MC30: 0.1 gallon per square yard. 2. EPR-1 Prime: 0.15 gallon per square yard. C Do not use cutback asphalt during the period of April 16 to September 15 3.05 TOLERANCES 07/2006 02710-9 of 11 CITY OF PFARLAND BASE COURSE FOR PAVEMENT A Completed surface shall be smooth and conform to typical section and established lines and grades. B Top surface of base course: Plus or minus 1/4 inch in cross section, or in 16 foot length. 3.06 FIELD QUALITY CONTROL A At the direction of the Engineer, a minimum•of one core will be taken at random lochtions per 1,000 linear feet per lane of roadway or 500 square yards of base to determine in-place depth. B Contractor may,at his own expense,request additional cores in the vicinity of cores indicating nonconforming in-place depths. If the average of the tests falls below the required depth,place and compact additional material at no cost to the Owner C Compaction Testing will be performed in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 at a random location near each depth determination core. Rework and recompact areas that do not conform to compaction requirements at no additional cost to the Owner D Fill cores and density test sections with new compacted cement stabilized base. 3.07 NONCONFORMING PAVEMENT A Recompact pavement sections not meeting specified densities or replace them with new asphaltic concrete material. Replace with new material,sections of base course not meeting surface test requirements or having unacceptable surface texture. Patch asphalt pavement sections in accordance with procedures established by Asphalt Institute. B Remove and replace areas of asphaltic concrete base course found by cores to be deficient in thickness by more than 10 percent at no cost to Owner Use new asphaltic concrete base material of thickness shown on Plans. C Areas of asphaltic concrete base course found by cores to be deficient in thickness by less than 10 percent shall be remedied at the Owner's direction by one of the following methods: 1 Remove and replace using new asphaltic concrete base material of thickness shown on Plans and in accordance with the requirements of this Section at no cost to Owner 2. Reduce the Unit Price by the ratio of the average thickness(as determined by cores)to the thickness required. D No adjustments will be made for excess thickness. 3.08 PROTECTION OF THE WORK 07/2006 02710-10 of 11 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 4 A Maintain stabilized base in good condition until completion of work. Repair defects immediately by replacing base to full depth. B Protect the asphalt membrane,if used,from being picked up by traffic. The membrane may remain in place when proposed surface courses or other base courses are to be applied. END OF SECTION 07/2006 02710- 11 of 11 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT Section 02741 ASPHALTIC CONCRETE PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Surface courses of compacted mixture of coarse and fine aggregates and asphaltic material. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350-Submittals 3. Section 01450—Testing Laboratory Services 4 Section 02742-Prime Coat ' 5 Section 02743—Tack Coat C Referenced Standards: 1 American Society for Testing and Materials (ASTM) a. ASTM C 33,"Standard Specification for Concrete Aggregates" b. ASTM C 131,"Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine" 2. Texas Department of Transportation(TxDOT) a. Tex-106-E,"Calculating the Plasticity Index of Soils" b. Tex-203-F,"Sand Equivalent Test" c. Tex-126-E,"Molding,Testing,and Evaluating Bituminous Black Base Material" d. Tex-204-F,"Design of Bituminous Mixtures" e. Tex-208-F,"Test for Stabilometer Value of Bituminous Material" f Tex-207-F, "Determining Density of Compacted Bituminous Mixtures" g. Tex-227-F, "Theoretical Maximum Specific Gravity of Bituminous Mixtures" h. Standard Specifications for Construction and Maintenance of Highways,Streets and Bridges,2004 Adoption 1) Item 340,"Dense-Graded Hot-Mix Asphalt(Method)" 1.02 MEASUREMENT AND PAYMENT A Measurement for asphaltic concrete pavement is on square yard basis. Separate measurement will be made for each different required thickness of pavement. B Payment for asphaltic concrete pavement includes all labor and materials required to complete placement as indicated on Plans. C Refer to Section 01200—Measurement and Payment Procedures. 07/2006 02741 -1 of 7 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT D Refer to this Section,3.07"Noncomforming Pavement"for unit price adjustments for deficient thickness 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit certificates that asphaltic materials and aggregates meet requirements of this Section. C Submit proposed design mix and test data for each type and strength of surface course in Work. D Submit manufacturer's description and characteristics of mixing plant for approval. E Submit manufacturer's description and characteristics of spreading and finishing machine for approval. 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450—Testing Laboratory Services and as specified in this Section. 2.0 PRODUCTS 2.01 MATERIALS A Coarse Aggregate:Crushed stone or gravel or combination thereof,that is retained on No. 10 sieve, uniform in quality throughout and free from dirt, organic or other injurious matter occurring either free or as coating on aggregate. Aggregate shall conform to ASTM C 33 except for gradation. Furnish rock or gravel with Los Angeles abrasion loss not to exceed 40 percent by weight when tested in accordance with ASTM C 131 B Fine Aggregate: Sand or stone screenings or combination of both passing No. 10 sieve. Aggregate shall conform to ASTM C 33 except for gradation. Use sand composed of sound,durable stone particles free from loarns or other injurious foreign matter Furnish screenings of same or similar material as specified for coarse aggregate. Plasticity index of that part of fine aggregate passing No.40 sieve shall be not more than 6 when tested by Tex-106-E. Sand equivalent shall have a minimum value of 45 when tested by Tex-203-F C Composite Aggregate: Conform to the grading limits of TxDOT Item 340 for the paving type indicated on the Plans. 07/2006 02741-2 of 7 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT D Asphaltic Material. Moisture-free homogeneous material which will not foam when heated to 347°F,meeting following requirements: VISCOSITY GRADE TEST AC-10 AC-20 MIN. MAX. MIN. MAX. Viscosity; 140°stokes 1000 ±200 2000 ±400 Viscosity,275°stokes 1.9 - 2.5 - Penetration,77°, 100 g, 5 sec. 85 - 55 - Flash Point,C.O.C.,F 450 - 450 - Solubility in trichloroethylene,percent 99.0 - 99.0 - Tests on residues from thin film oven tests: Viscosity, 140°stokes - 3000 - 6000 Ductility,77°,5 cms per min.,cms 70 - 50 - Spot tests Negative for all grades 1 Material shall not be cracked. 2. The Engineer will designate grade of asphalt to use after design tests have been made. Use only one grade of asphalt after grade is determined by test design for project. 2.02 EQUIPMENT A Mixing Plant: Weight-batching or drum mix plant with capacity for producing continuously mixtures meeting specifications. Plant shall have satisfactory conveyors, power units,aggregate handling equipment,hot aggregate screens and bins,and dust collectors. Provide equipment to supply materials adequately in accordance with rated capacity of plant and produce finished material within specified tolerances. Following equipment is essential. 1 Cold aggregate bins and proportioning device. 2. Dryer 3 Screens. 4 Aggregate weight box and batching scales. 5 Mixer 6a. Asphalt storage and heating devices. 7 Asphalt measuring devices. 8 Truck scales. B Bins: Separate aggregate into minimum of four bins to produce consistently uniform grading and asphalt content in completed mix. 07/2006 02741-3 of 7 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT 2.03 MIXES A Employ and pay certified testing laboratory to prepare design mixes. Test in accordance with Tex-126-E or Tex-204-F and Tex-208'-F B Density and Stability Requirements: PERCENT DENSITY PERCENT HVEEM STABILITY PERCENT MIN. MAX. OPTIMUM . NOT LESS THAN 95 99 97 35 C Proportions for Asphaltic Material:As specified in TxDOT Item 340 for the paving type shown on the Plans. 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted base course is ready to support imposed loads. B Verify lines and grades are correct. 3.02 PREPARATION A Prime Coat: If indicated on the Plans,apply a prime coat conforming to requirements of Section 02742—Prime.Coat. Do not apply a tack coat until primed base has cured to satisfaction of the Engineer B Tack Coat: Conform to requirements of Section 02743 — Tack Coat. Where the mixture will adhere to the surface on which it is to be placed without use of a tack coat,tack coat may be eliminated if approved by the Engineer. C Do not use cutback asphalt during the period of April 16 to September 15 3.03 PLACEMENT A Do not place asphaltic mixture in rain or when air temperature is below 50°F and falling. Mixture may be placed when air temperature taken in shade and away from artificial heat is above 40 F and rising. B Haul prepared and heated asphaltic concrete mixture to the project in tight vehicles previously cleaned of foreign material. Mixture shall be at temperature between 250° F and 325°F when laid. C Spread material into place with approved mechanical spreading and finishing machine of screening or tamping type. Use track-mounted finish machine to place base course directly on earth subgrade. 07/2006 02741-4 of 7 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT D Surface Course Material. Surface course 2 inches or less in thickness maybe spread in one lift. Spread all lifts in such manner that,when compacted,finished course will be smooth,of uniform density,and will be to section,line and grade as shown.Coincide construction joints on surface courses with lime lines,or as directed by the Engineer E Place courses as nearly continuously as possible. Pass roller over unprotected ends of freshly laid mixture only when mixture has cooled. When work is resumed,cut back laid material to produce slightly beveled edge for full thickness of course. Remove old material which has been cut away and lay new mix against fresh cut. F When new asphalt is laid against existing or old asphalt mat,existing or old asphalt shall be saw cut full depth to provide straight smooth joint. G In restricted areas where use of paver is impractical, spread and finish asphalt by mechanical compactor. Use wood or steel forms,rigidly supported to assure correct grade and cross section. Carefully place materials to avoid segregation of mix. Do not broadcast material. Remove any lumps that do not break down readily Place asphalt courses in same sequence as if placed by machine. 3.04 COMPACTION A Begin rolling while pavement is still hot and as soon as it will bear roller without undue displacement or hair cracking. Keep wheels properly moistened with water to prevent adhesion of surface mixture. Do not use excessive water B Compress surface thoroughly and uniformly, first with power-driven, 3-wheel, or tandem rollers weighing from 8 to 10 tons. Obtain subsequent compression by starting at side and rolling longitudinally toward center of pavement,overlapping on successive trips by at least one-half width of rear wheels. Make alternate trips slightly different in length. Continue rolling until no further compression can be obtained and all rolling marks are eliminated. Complete all rolling before mixture temperature drops below 175 F C Use tandem roller for final rolling. Double coverage with approved pneumatic roller on asphaltic concrete surface is acceptable after flat wheel and tandem rolling has been completed. D Along walls,curbs,headers and similar structures,and in all locations not accessible to rollers,compact mixture thoroughly with lightly oiled tamps. E Compact binder course and surface course to density not less than 93 percent of the maximum possible density of voidless mixture composed of same materials in like proportions. 3.05 TOLERANCES A Furnish templates for checking surface in finished sections. Maximum deflection of templates,when supported at center, shall not exceed 1/8 inch. 07/2006 02741-5 of 7 1 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT B Completed surface,when tested with 10-foot straightedge laid parallel to center line of pavement,shall show no deviation in excess of 1/8 inch in 10 feet. Correct any surface not meeting this requirement. 3.06 FIELD QUALITY CONTROL A At the direction of the Engineer, minimum of one core may be taken at random locations per 1,000 feet per lane of roadway or 500 square yards of asphalt concrete pavement to determine in-place depth and density B In-place density will be determined in accordance with Tex-207-F and Tex-227-F from cores or sections of asphaltic base located near each core. Other methods of determining in-place density,which correlate satisfactorily with results obtained from roadway specimens,may be used when approved by the Engineer C Contractor may,at his own expense,request three additional cores in vicinity of cores indicating nonconforming in-place depths. In-place depth at these locations shall be average depth of four cores. D Fill cores and density test sections with new compacted asphaltic concrete pavement. 3.07 NONCONFORMING PAVEMENT A. Recompact pavement sections not meeting specified densities or replace them with new asphaltic concrete material. Replace with new material sections of surface course pavement not meeting surface test requirements or having unacceptable surface texture. Patch asphalt pavement sections in accordance with procedures established by Asphalt Institute. B Remove and replace areas of asphaltic concrete pavement found by cores to be deficient in thickness by more than 10 percent at no cost to Owner Use new asphaltic concrete pavement of thickness shown on Plans. C Areas of asphaltic concrete pavement found by cores to be deficient in thickness by less than 10 percent shall be remedied at the Owner's direction by one of the following methods. 1 Remove and replace using new asphaltic concrete pavement of thickness shown on Plans and in accordance with the requirements of this Section at no cost to Owner 2. Reduce the Unit Price by the ratio of the average thickness(as determined by cores)to the thickness required. D No adjustments will be made for excess thickness. 3.08 PROTECTION OF THE WORK A Do not open pavement to traffic until 12 hours after completion of rolling,or as shown on Plans. 07/2006 02741-6 of 7 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT B Maintain asphaltic concrete pavement in good condition until completion of Work. C Repair defects immediately by replacing asphaltic concrete pavement to full depth. END OF SECTION 07/2006 02741-7 of 7 CITY OF FEARLAND PRIME COAT r Section 02742 PRIME COAT 1.0 GENERAL 1.01 SECTION INCLUDES A Prime coat for asphaltic concrete paving B References to Technical Specifications. 1 Section 01200-Measurement and Payment Procedures 2. Section 01350-Submittals 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for prime coat under this Section. Include cost in Bid Items for which this Work is a component. B If prime coat is included as a Bid Item,measurement will be based on the units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS i A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit product data for proposed prime coat. C Submit report of recent calibration of distributor 2.0 PRODUCTS 2.01 CUTBACK ASPHALT A Provide moisture-free homogeneous material which will not foam when heated to 347° F and which meets following requirements: 1 Asphalt material for prime coat shall be MC-30 or MC-70 and shall meet following requirements. TYPE-GRADE MC-30 MC-70 PROPERTIES MIN, MAX. MIN. MAX. Water,percent --- 0.2 --- 0.2 Flash Point,T O.C.,°F 100 100 --- Kinematic Viscosity at 140°F,cst 30 60 70 140 07/2006 02742-1 of 4 CITY OF PEARLAND PRIME COAT 2. Distillate shall be as follows,expressed as percent by volume of total distillate ' - to 680°F• MC-30 MC-70 MIN. MAX. MIN. MAX. to 437°F --- 25 --- 20 to 500°F 40 70 20 60 to 600°F 75 93 65 90 Residue from 680°F Distillation, Volume,percent 50 --- 55 --- 3 Tests on Distillation Residue: MC-30 MC-70 MIN. MAX. MIN. MAX. Penetration at 77°F, 100g,5 sec. 120 250 120 250 Ductility at 77°F,5 cm/min.cms 100* --- 100* --- Solubility in trichloroethylene, % 99 --- 99 --- Spot Test All Negative * If penetration of residue is more than 200 and ductility at 77°F is less than 100 cm, material will be acceptable if its ductility at 60°F is more than 100. 2.02 EMULSIFIED PETROLEUM RESIN A EPR-1 Prime: Slow curing emulsion of petroleum resin and asphalt cement conforming to the following requirements: PROPERTIES MIN. MAX. Fural Viscosity at 77°F,sec 14 40 Residue by Evaporation, %by weight 60 - Sieve Test, % - 0.1 Particle Charge Test Positive Tests on the Distilation Residue: Flash Point,COC(F) 400 - Kinematic Viscosity @ 140°F(cSt) 190 350 07/2006 02742-2 of 4 CITY OF PEARLAND PRIME COAT B For use,EPR-1 may be diluted with water up to a maximum of three parts water to one part EPR-1 in order to achieve the desired concentration of residual resin/asphalt and facilitate application. 3.0 EXECUTION 3.01 EXAMINATION A Verify base is ready to support imposed loads. B Verify lines and grades are correct. 3.02 PREPARATION A Thoroughly clean base course surface of loose material by brooming prior to application of prime coat. B Prepare sufficient base in advance of paving for efficient operations. 3.03 APPLICATION,GENERAL A Apply prime coat with approved type of self-propelled pressure distributor. Distribute prime coat evenly and smoothly under pressure necessary for proper distribution. B Keep all storage tanks,piping,retorts,booster tanks and distributors used in handling asphaltic materials clean and in good operating conditions. Conduct operations so that asphaltic material does not become contaminated. C If yield of asphaltic material appears to be in error, recalibrate distributor prior to continuing Work. D Maintain the surface until Work is accepted by Owner 3.04 APPLICATION,CUTBACK ASPHALT A Do not use cutback asphalt during the period of April 16 to September 15 B Do not place prime coat in rain or when air temperature is below 60°F and falling. Materials may be placed when air temperature taken in shade and away from artificial heat is above 50°F and rising. C Distribute at rate of 0.25 to 0.35 gallons per square yard. D Provide all necessary facilities for determining temperature of asphaltic material in all heating equipment and in distributor, for determining rate of application, and for obtaining uniformity at junction of two distributor loads. Provide and maintain in good working order,recording thermometer at storage heating unit at all times. E Temperature of application shall be based on temperature-viscosity relationship that will permit application of asphalt with viscosity of 100 to 125 centistokes. Maintain 07/2006 02742-3 of 4 CITY OF PEARLAND PRIME COAT asphalt within 15°F of temperature required to meet viscosity Selected temperature shall be within following range: PRIME COAT TYPE MINIMUM(°F) MAXIMUM(°F) MC-30 70 150 MC70 125 175 F Do not allow temperature of MC-30 to exceed 175°F at any time. Do not allow temperature of MC-70 to exceed 200°F at any time. 3.05 APPLICATION,EMULSIFIED PETROLEUM RESIN A Do not place prime coat in rain or when air temperature is below 36°F and falling. B Distribute at rate of 0.15 to 0.25 gallons per square yard. 3.06 PROTECTION OF THE WORK A No traffic or placing of subsequent courses shall be permitted over freshly applied prime coat until authorized by the Engineer END OF SECTION 07/2006 02742-4 of 4 CITY OF PEARLAND TACK COAT Section 02743 TACK COAT 1.0 GENERAL 1.01 SECTION INCLUDES A Tack coat for asphaltic concrete paving. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350-Submittals C Referenced Standards. 1 American Society for Testing and Materials(ASTM) a. ASTM D 244, "Standard Test Methods and Practices for Emulsified Asphalts" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate,payment will be made for tack coat under this Section. Include cost in Bid Items for which this Work is a component. 1 B If tack coat is included as a Bid Item,measurement will be based on the units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 1:03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit product data for proposed tack coat. C Submit report of recent calibration of distributor 2.0 PRODUCTS 2.01 CUTBACK ASPHALT A Provide moisture-free, homogeneous material which will not foam when heated to '$47°F and which meets following requirements: 07/2006 02743-1 of 3 CITY OF PEARLAND TACK COAT 1 Asphalt material for tack coat: RC-250 and meet following: PROPERTIES MIN. MAX. Water,percent --- 0.2 Flash Point,T.O.C.,°F 80 --- Kinematic Viscosity at 140°F,cst 250 400 2. Distillate: Expressed as percent by volume of total distillate to 680°F MIN MAX to 437°F 40 75 to 500°F 65 90 to 600°F 85 --- Residue from 680°F Distillation Volume,percent 70 --- 3. Tests on Distillation Residue. MIN. MAX Penetration at 77°F, 100g,5 sec. 100 150 Ductility at 77°F,5 cms 100 --- Solubility in trichloroethylene,% 99 --- Spot Test All Negative 2.02 EMULSION A Provide homogeneous material which shall show no separation of asphalt after mixing and shall meet the viscosity requirements at any time within 30 days after delivery 1 Emulsion material for tack coat: SS-1 and meet following: MIN. MAX Furol Viscosity at 77°F,sec. 30 100 Residue by Distillation, % 60 -. Oil Portion of Distillate,% --- 2 Sieve Test, % --- 0.1 Miscibility(Standard Test) Passing Passing 07/2006 02743-2 of 3 CITY OF PEARLAND TACK COAT Cement Mixing, % --- 2.0 Storage Stability, 1 Day,% --- 1 Test on Residue: Penetration at 77°F, 100 g,5 sec 120 160 Solubility in Trichloroethylene,% 97.5 --- Ductility at 77°F,5 cm/min,ems 100 --- 2. For emulsions used for tack coats during the period of April 16 to September 15,volatile organic compound solvents(VOC)shall not exceed 12%by weight when tested in accordance with ASTM D 244 3.0 EXECUTION 3:01 EXAMINATION A Verify compacted base is ready to support imposed loads. B Verify lines and grades are correct. 3.02 PREPARATION A Thoroughly clean base course or concrete surface of loose material by brooming prior to application of tack coat. 3.03 APPLICATION A Apply tack coat uniformly by use of approved distributor at rate not to exceed 0.05 gallons per square yard of surface. B Paint all contact surfaces of curbs and structures,and all joints with thin uniform coat of tack coat. C Cutback Asphalt: 1 Do not use cutback asphalt during the period of April 16 to September 15 2. Do not place tack coat in rain or when air temperature is below 50° F and falling. Materials may be placed when air temperature taken in shade and away from artificial heat is above 40°F and rising. 3 Temperature of tack coat shall be between 125°F and 180°F when applied. 4 Do not heat tack coat above 200°F at any time. 3.04 PROTECTION OF THE WORK A No traffic or placing of subsequent courses shall be permitted over freshly applied tack coat until authorized by the Engineer END OF SECTION 07/2006 02743-3 of 3 CITY OF PEARLAND SINGLE COURSE SURFACE TREATMENT _lti Section 02744 SINGLE COURSE SURFACE TREATMENT 1.0 GENERAL 1.01 SECTION INCLUDES A A wearing surface, also known as Seal Coat or Chip-Seal, composed of a single application,of asphaltic material,covered with aggregate,constructed on a prepared surface or base course. B References to Technical Specifications: 1 Section 01100—Summary of Work 2. Section 01200—Measurement and Payment Procedures 3 Section 01350—Submittals 4 Section 02980—Pavement Repair C Referenced Standards. 1 Texas Department of Transportation (TxDOT) a. Standard Specifications for Construction and Maintenance of Highways,Streets and Bridges,2004 Adoption 1) Item 300,"Asphalts,Oils,and Emulsions" 2) Item 302,"Aggregates for Surface Treatments" 3) Item 316,"Surface Treatments" 4) Item 210,"Rolling" 1.02 MEASUREMENT AND PAYMENT A Measurement for Single Course Surface Treatment is on square yard basis,measured and completed in place. Payment includes materials, equipment, preparation, and work associated with the application of the Surface Treatment. B Unless indicated as a Bid Item,no separate payment will be made for repair of failed or defective areas of pavement prior to resurfacing. C If paving repair is included as a laid Item,measurement is on a square yard basis. The limits are as defined in Section 01100—Summary of Work,or as shown on Plans. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 - Submittals. B Submit test results and certifications that asphaltic materials and aggregates meet requirements of this Section prior to use. 07/2006 02744-1 of 4 CITY OF PEARLAND SINGLE COURSE SURFACE TREATMENT C Submit manufacturer's description and characteristics of aggregate spreading and finishing machine(s)for approval. D Submit calibration report of emulsion distributor The requirement of this submittal may be waived by Engineer when a computer controlled distributor is used. 2.0 PRODUCTS 2.01 EMULSION A Asphaltic material shall conform to the requirements of TxDOT,Item 300,,"Asphalts, Oils,and Emulsions" B The asphaltic material shall be Grade CRS-1P or CRS-2P 1 The CRS-1P shall be a rapid setting, cationic emulsion for use in placing surface treatments when the air temperature is between 40°F and 70°F 2. The CRS-2P shall be a rapid setting, cationic emulsion for use in placing surface treatments when the air temperature is 60°F and rising. C The emulsion shall break and cure in a reasonable amount of time when the aggregate is applied,regardless of sunlight or humidity conditions. 2.02 AGGREGATE A Aggregate material shall conform in type, grade, classification, and quality to the requirements of TxDOT, Item 302, "Aggregates for Surface Treatments" Samples submitted for testing shall be taken from stockpiles located on the Project Site. B Stockpile aggregate separately Take necessary steps to prevent stockpiles from being contaminated. Do not add materials to approved stockpiles without the Engineer's approval. C When tested by TxDOT, Tex-200-F, Part 1, the aggregate gradation shall meet the requirements in the table below for the specified grade: Aggregate Gradation Requirements (Cumulative % Retained) SIEVE GRADE GRADE SIZE 3 4 3/a in 0 %in 0-2 0 %in 20-40 0-5 %in 80- 100 20-40 i/4in 95- 100 — #4 — 95- 100 #8 99— 100 98— 100 07/2006 02744-2 of 4 CITY OF PEARLAND SINGLE COURSE SURFACE TREATMENT • 2.03 EQUIPMENT A Equipment used in each phase of application shall conform to the requirements of TxDOT,Article 316.3 "Equipment" 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted base or prepared surface is ready to support imposed loads. B Verify lines and grades are correct. 3.02 PREPARATION A All holes, ruts, depressions, or other defects in the surface shall be repaired and defective areas cleaned out by scarifying or acceptable hand'methods under the provisions of Section 02980—Pavement Repair B Fill defects with new material of the same character,or other materials approved by the Engineer,the road surface shall be compacted by rolling or tamping so that a smooth, hard,well cemented surface,conforming to the lines,grade,and typical cross-section shown on the plans is secured. C After the patches have been allowed to set-up under traffic,sweep the surface of the z roadway clean from dirt,dust,and other deleterious matter by means of mechanical, rotary street sweeper,hand brooms,or compressed air D Before any asphaltic material is applied,all cakes of dust or clay and all foreign matter shall be removed and the surface thoroughly cleaned until the embedded aggregate is cleaned but not discharged or loosened. E The surface may be lightly sprinkled just prior to application of the asphalt if found necessary by the Engineer. 3.03 APPLICATION A Air temperature shall be taken in the shade and away from artificial heat. 1 Treatment may be applied when air temperature is above 40°F and rising. 2. Do not apply treatment when air temperature is below 50°F and falling. 3 Do not apply treatment when roadway surface temperature is below 60°F 4 When, in the opinion of the Engineer, general weather conditions are not suitable,do not apply treatment. B When Grade 3 aggregate is specified, the asphaltic material shall be applied on the prepared surface at a rate of approximately 0.35 gallons per square yard. C When Grade 4 aggregate is specified, the asphaltic material shall be applied on the prepared surface at a rate of approximately 0.30 gallons per square yard. 07/2006 02744-3 of 4 CITY OF PEARLAND SINGLE COURSE SURFACE TREATMENT } D When Type B(crushed gravel,crushed slag,crushed stone,or limestone rock asphalt) aggregate is specified, the rate of spread shall be one cubic yard to each 90 square yards of surface area. E When Type PB (precoated crushed gravel,crushed slag,crushed stone,or limestone rock asphalt)aggregate is specified,the rate of spread shall be one cubic yard to each 95 square yards of surface area. F The surface shall be thoroughly rolled as soon as aggregate is applied with a self- propelled light,pneumatic roller in accordance with applicable sections of TxDOT, Item 316,"Surface Treatment"and TxDOT,Item 210,"Rolling" G The Contractor shall repair all fatty areas with additional cover material and all lean areas by adding asphalt to the extent that a uniformly dense treatment is finally obtained. Should depressions,unevenness,or irregular spots develop on the surface, they shall be remedied and the surface brought to true grade and cross-section. H The surface shall be broomed to remove excess aggregate as soon as aggregate has sufficiently bonded. Brooming shall be repeated the following work day 3.04' PROTECTION OF THE WORK A No traffic or placing of subsequent courses shall be permitted over freshly applied tack coat until authorized by the Engineer B Contractor is responsible for maintaining Single Course Surface Treatment until Owner accepts the Work. END OF SECTION 07/2006 02744-4 of 4 CITY OF PEARLAND CONCRETE PAVEMENT SPECIAL PROVISION ,SPECIAL PROVISION to Section 02751 CONCRETE PAVEMENT 1.03 SUBMITTALS F The deformed metal strip is to be used in hand pours only 3.03 EQUIPMENT G "Approved traveling form paver may be used.. "is replaced by the following: G "Approved traveling form paver shall be used. " 3.05 REINFORCING STEEL AND JOINT ASSEMBLIES C See TxDOT"Continuously Reinforced Concrete Pavement(CRCP(1)-03)for reinforcing steel sizes and layout. 3.11 EXPANSION JOINTS B Maximum expansion joint spacing shall be 120 feet. 3.12 CONTRACTION JOINTS B Maximum contraction joint spacing shall be 20 feet. 3.14 SAWED JOINTS B Maximum sawed joint spacing shall be 20 feet. END OF SPECIAL PROVISION 12/2008 02751 SP-1 of 1 CITY OF PEARLAND CONCRETE PAVEMENT Section 02751 CONCRETE PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Portland'Cement Concrete Pavement for Concrete Streets,Driveways and Sidewalks; Joints and Curing Materials. B References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures '2. Section 01350—Submittals 3. Section 01450-Testing Laboratory Services C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM C 150,"Standard Specification for Portland Cement" b. ASTM C 94,"Standard Specification for Ready-Mixed Concrete" c. ASTM C 33,"Standard Specification for Concrete Aggregates" d. ASTM C 131,"Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine" e. ASTM C 136,"Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates" f. ASTM C 40,)"Standard Test Method for Organic Impurities in Fine Aggregates for Concrete" g. ASTM C 260 h. ASTM C 494,"Standard Specification for Chemical Admixtures for Concrete" i. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" j. ASTM D 994,"Standard Specification for Preformed Expansion Joint Filler for Concrete(Bituminous Type)" k. ASTM D 1751,"Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction(Nonextruding and Resilient Bituminous Type) 1. ASTM D 6690,"Standard Specification for Joint and Crack Sealants, Hot-Applied,for Concrete and Asphaltic Pavements" m ASTM C 39, "Standard Test Method for Compressive Strength of Concrete" n. ASTM C 31,"Standard Practice for Making and Curing Concrete Test Specimens in the Field" o. ASTM C 143,"Standard Test Method for Slump of Hydraulic Cement Concrete" 07/2006 02751 -1 of 16 CITY OF PEARLAND CONCRETE PAVEMENT i p. ASTM C 138,"Standard Test Method for Density(Unit Weight),Yield, and Air Content(Gravimetric)of Concrete" q. ASTM C 231,"Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method" r ASTM C 171,"Standard Specification for Sheet Materials for Curing Concrete" s. ASTM C 309,"Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete" t. ASTM C 42,"Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete" 2. Texas Department of Transportation(TxDOT) a. Tex-406-A, "Material Finer than 75-pm (No. 200) Sieve in Mineral Aggregates(Decantation Test for Concrete Aggregates) b. Tex-203-F,"Sand Equivalent Test" c. Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges,2004 Adoption 1) Item 438 "Cleaning and Sealing Joints and Cracks(Rigid Pavements and Bridge Decks)" 1.02 MEASUREMENT AND PAYMENT A Measurement for concrete paving is on square yard basis. Separate measurement will be made for each different required thickness of pavement. B Payment includes all labor and materials required for installation of concrete paving, joints and curing material,as indicated on Plans. C Refer to Section 01200—Measurement and Payment Procedures. D Refer to this Section,3.26"Noncomforming Pavement"for unit price adjustments for deficient thickness. 1:03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. Submittals shall conform to requirements of Section 01350-Submittals. B Submit proposed mix design and test data for each type and strength of concrete in Work. Include proportions and actual compressive strength obtained from design mixes at required test ages. C Submit manufacturer's description and characteristics for mixing equipment,and for traveling form paver, if proposed for use, for approval. D Submit manufacturer's certificates giving properties of reinforcing steel. Provide specimens for testing when required by the Engineer 07/2006 .02751 -2 of 16 CITY OF PEARLAND CONCRETE PAVEMENT E.. Submit product data for joint sealing compound and proposed sealing equipment for approval. F Submit samples of dowel cup,metalsupports,and deformed metal strip for approval. 1.04 HANDLING AND STORAGE A Do not mix different classes of aggregate without written permission of the Engineer B Class of aggregate being used may be changed before or during Work with written permission of the Engineer New class shall comply with specifications. C Segregated aggregate will be rejected. Before using aggregate whose particles are separated by size,mix them uniformly to grading requirements. D Aggregates mixed with dirt,weeds or foreign matter will be rejected. E Do not dump or store aggregate in roadbed. 2.0 PRODUCTS 2.01 MATERIALS A Portland Cement: } 1 Sample and test cement to verify compliance with Standards of ASTM C 150, Type I or Type III. 2. Bulk cement which meets referenced standards may be used if the method of handling is approved by the Engineer When using bulk cement, provide satisfactory weighing devices. B Water Conform to requirements for water in ASTM C 94 C Coarse Aggregate: Gravel or crushed stone, or combination thereof,which is clean, hard, durable, conforms to requirements of ASTM C 33, and has abrasion loss not more than 45 percent by weight when subjected to Los Angeles Abrasion Test(ASTM C 131). No pit run gravel will be allowed. 1 Maximum percentage by weight of deleterious substances shall not exceed following values: PERCENT BY WEIGHT ITEM OF TOTAL SAMPLE MAXIMUM Clay lumps and friable particles. 3.0 Material finer than 75-µm (No.200) sieve: Concrete subject to abrasion. 3.0* 07/2006 02751 -3 of 16 CITY OF PEARLAND CONCRETE PAVEMENT All other concrete. 5.0* Coal and lignite: Where surface appearance of concrete is of 0.5 importance. All other concrete. 1.0 * In case of manufactured sand, if material finer than 75-µm(No.200) sieve consists of dust of fracture,essentially free from clay or shale, these limits may be increased to 5 and 7 percent,respectively. 2. Coarse aggregate(size 1 1/2 inch to No.4 sieve)shall conform to requirements of ASTM C 33 Gradation shall be within following limits when graded in accordance with ASTM C 136: SIEVE DESIGNATION (SQUARE OPENINGS) (PERCENTAGE BY WEIGHT) Retained on 1 3/4 inch sieve 0 Retained on 1 1/2 inch sieve 0 to 5 Retained on 3/4 inch sieve 30 to 65 Retained on 3/8 inch sieve 70 to 90 Retained on No.4 sieve 95 to 100 Loss by Decantation Test *Method Tex-406-A 1.0 maximum * In case of aggregates made primarily from crushing of stone, if material finer than 200 sieve is dust of fracture essentially free from clay or shale as established by Part III of Tex-406-A,percent may be increased to 1.5 D Fine Aggregate: Sand,manufactured sand,or combination thereof,composed of clean, hard,durable,uncoated grains,free from loams or other injurious foreign matter. Fine aggregate for concrete shall conform to requirements of ASTM C 33 Gradation shall be within following limits when graded in accordance with ASTM C 136• SIEVE DESIGNATION (SQUARE OPENINGS) (PERCENTAGE BY WEIGHT) Retained on 3/8 inch sieve 0 Retained on No.4 sieve 0 to 5 Retained on No. 8 sieve 0 to 20 Retained on No. 16 sieve 15 to 50 Retained on No. 30 sieve 35 to 75 Retained on No. 50 sieve 65 to 90 07/2006 02751 -4 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 1 Retained on No. 100 sieve 90 to 100 Retained on No. 200 sieve 97 to 100 1 When subjected to color test for organic impurities (ASTM C 40), fine aggregate shall not show color darker than standard color Fine aggregate shall be subjected to Sand Equivalent Test(Tex-203-F). Sand equivalent value shall not be less than 80,unless higher value is shown on Plans. E Air Entraining Agent: Furnish an air entraining agent conforming to requirements of ASTM C 260. F Water Reducer Water reducing admixture conforming to requirements of ASTM C 494 may be used if required to improve the workability of concrete. Amount and type of such admixture shall be subject to approval by the Engineer G Reinforcing Steel: l Provide new billet steel manufactured by open hearth process and conforming to ASTM A 615,Grade 60. Store steel to protect it from mechanical injury and rust. At time of placement,steel shall be free from dirt,scale,rust,paint,oil or other injurious materials. 2. Cold bend reinforcing steel to shapes shown. Once steel has been bent,it may not be rebent. 2.02 CONCRETE JOINTS A When allowed on the Plans,or with approval of the Engineer,Board Expansion Joint Material may be used: Filler board of selected stock. Use wood of density and type as follows: 1 Clear,all-heart cypress weighing no more than 40 pounds per cubic foot,after being oven dried to constant weight. 2. Clear,all-heart redwood weighing no more than 30 pounds per cubic foot,after being oven dried to constant weight. 3 Use wood only when part of a load transmission device-assembly. B Unless specified otherwise,use Preformed Expansion Joint Material: Bituminous fiber and bituminous mastic composition material conforming to ASTM D 994 and ASTM D 1751 C Joint Sealing Compound: 1 Hot poured rubber-asphalt compound meeting the requirements of ASTM D 6690. 2. When indicated on Plans, self-leveling Low Modulas Silicone sealant single component meeting the requirements of TxDOT Specification 438. D Load Transmission Devices: 07/2006 02751 -5 of 16 CITY OF PEARLAND CONCRETE PAVEMENT r 1 Smooth, steel dowel bars conforming to ASTM A 615, Grade 60. When indicated on Plans,encase one end of dowel bar in approved cap having inside diameter 1/16 inch greater than diameter of dowel bar 2. Deformed steel tie bars conforming to ASTM A 615,Grade 60. E Metal Supports for Reinforcing Steel and Joint Assembly Employ metal supports of approved shape and size that will secure reinforcing steel and joint assembly in correct position during placing and finishing of concrete. Space supports as directed by the Engineer 2.03 EQUIPMENT A Equipment: Conform to requirements of ASTM C 94 2.04 MIXING A Employ and pay certified testing laboratory to prepare mix designs. Compressive strength shall be as specified using test specimens prepared in accordance with ASTM C 31 and tested in accordance with ASTM C 39 Contractor shall determine and measure batch quantity of each ingredient,including all water for batch designs and all concrete produced for Work. Mix shall conform to these specifications and other requirements indicated on Plans. B Mix design to produce concrete which will have a minimum compressive strength of 2500 psi at 7days and 3500 psi at 28 days. When high-early-strength cement is used,it shall reach a minimum compressive strength of 3500 psi at 7 days and 4000 at 28 days. Slump of concrete shall be at least 2 inch,but no more than 5 inches,when tested in accordance with ASTM C 143 1 Concrete pavement shall contain at least 5 1/2 sacks(94 pounds per sack)of cement per cubic yard,with not more than 6.5 gallons of water,net,per sack of cement (water cement ratio maximum 0.57). Cement content shall be determined in accordance with ASTM C 138. Addition of mineral filler may be used to improve workability or plasticity of concrete to limits specified. 2. Coarse dry aggregate shall not exceed 85 percent of loose volume of concrete. 3 Add air-entraining admixture to ensure uniform distribution of agent throughout batch. Base air content of freshly mixed air-entrained concrete upon trial mixes with materials to be used in Work, adjusted to produce concrete of required plasticity and workability Percentage of air entrainment in mix shall be 4 1/2 percent plus or minus 1 1/2 percent. Air content shall be determined by testing in accordance with ASTM C 231 4 Use retardant when temperature exceeds 90 degrees F Proportion shall be as recommended by manufacturer Use same brand as used for air-entraining agent.Add and batch material using same methods as used for air-entraining agent. Accelerators will not be allowed unless approved by the Engineer 07/2006 02751 -6 of 16 CITY.OF PEARLAND CONCRETE PAVEMENT 2.05 COVER MATERIALS FOR CURING A Curing materials shall conform to one of following: 1. Polyethylene Film. Opaque pigmented white film conforming to requirements of ASTM C 171 • 2. Waterproofed Paper: Paper conforming to requirements of ASTM C 171. 3 Cotton Mats: Single layer of cotton filler completely enclosed in cover of cotton cloth. Mats shall contain not less than 3/4 of a pound of uniformly distributed cotton filler per square yard of mat. Cotton cloth used for covering materials shall weigh not less than 6 ounces per square yard. Mats shall be stitched so that mat will contact surface of pavement at all points when saturated with water 4. Liquid Membrane-forming Compounds: Liquid membrane-forming compounds shall conform to ASTM C 309 Membrane shall restrict loss of water to not more than 0.55 kg/m2 of surface in 72 hours. 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted base is ready to support imposed loads and meets compaction requirements. I B Verify lines and grades are correct. 3.02 PREPARATION A Properly prepare,shape and compact each section of subgrade before placing forms, reinforcing steel or concrete. After forms have been set to proper grade and alignment, use subgrade planer to shape subgrade to its final cross section. Check contour of subgrade with template. B Remove subgrade that will not support loaded form. Replace and compact subgrade to required density 3.03 EQUIPMENT A Alternate equipment and methods, other than those required by this article, may be used provided the Contractor demonstrates that equal, or better, results will be obtained. Maintain equipment for preparing subgrade and for finishing and compacting concrete in good working order Unless approved otherwise by the Engineer or the Plans, slip form paving methods shall be used. B Subgrade Planer and Template: 1 Use subgrade planer with adjustable cutting blades to trim subgrade to exact section shown on Plans. Select planer mounted on visible rollers which ride on forms. Planer frame must have sufficient weight so that it will remain on form 07/2006 02751-7 of 16 CITY OF PEARLAND CONCRETE PAVEMENT at all times, and have such strength and rigidity that, under tests made by changing support from wheels to center,planer will not develop deflection of more than 1/8 inch. Tractors used to pull planer shall not produce ruts or indentations in subgrade. When slip form method of paving is used,operate subgrade planer on prepared track grade or have it controlled by electronic sensor system operated from string line to establish horizontal alignment and elevation of subbase. 2. Provide template for checking contour of subgrade. Template shall be long enough to rest upon side forms and have such strength and rigidity that,,when .supported at center, maximum deflection shall not exceed 1/8. inch. Fit template with accurately adjustable rods projecting downward at 1 foot intervals. Adjust these rods to gauge cross sections of slab bottom when template is resting on side forms. C Machine Finisher Provide a power-driven,transverse fmishing machine designed and operated to strike off and consolidate concrete. Machine shall have two screeds accurately adjusted to crown of pavement and with frame equipped to ride on forms. Use finishing machine with rubber tires if it operates on concrete pavement. D Hand Finishing: Provide mechanical strike and tamping template 2 feet longer than width of pavement to be finished. Shape template to pavement section. 2. Provide two bridges to ride on forms and span pavement for finishing expansion and dummy joints. Provide floats and necessary edging and finishing tools. E Belt Finishing:While concrete is still workable,give surface final belting to produce a uniform surface of gritty texture. Perform belting with short rapid transverse strokes having sweeping longitudinal motion. F Vibrators: Furnish mechanically operated synchronized vibrators mounted on tamping bar which rides on forms and hand-manipulated mechanical vibrators. Furnish vibrators with frequency of vibration to provide maximum consolidation of concrete without segregation. G Traveling Form Paver Approved traveling form paver may be used in lieu of construction methods employing forms, consolidating, finishing and floating equipment. Requirements of this specification for subgrade, pavement tolerances, pavement depth,alignments,consolidation,finishing and workmanship shall be met. If traveling form paver does not provide concrete paving that meets the compaction, finish and tolerances requirements of this specification, its use shall be immediately discontinued when so ordered by the Engineer and conventional methods shall be used. 1 Equip traveling paver with longitudinal transangular finishing float adjustable to crown and grade. Float shall be long enough to extend across pavement to side forms or edge of slab. 07/2006 02751-8 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 2. Insure that continuous deposit of concrete can be.made at paver to minimize starting and stopping. Use conventional means of paving locations inaccessible to traveling paver,or having horizontal or vertical curvature that traveling paver cannot negotiate. 3 Where Plans require tie bars for adjacent paving,securely tie and support bars to prevent displacement. Tie bars may be installed with approved mechanical bar inserter mounted on traveling-form paver Replace any pavement in which tie bars assume final position other than that shown on Plans,unless corrective alternates are authorized in writing by the Engineer 3.04 FORMS A Side Forms: Use clean metal forms of approved shape and section. Preferred depth of form shall be equal to required edge thickness of pavement. Forms with depths greater or less than required edge thickness of pavement will be permitted,provided difference between form depth and edge thickness if not greater than 1 inch,and further provided that forms of depth less than pavement edge are brought to required edge thickness by securely attaching wood or metal strips to bottom of form,or by grouting under form. Bottom flange of form shall be same size as thickness of pavement. Aluminum forms are not allowed. All forms shall be approved by the Engineer Length of form sections shall be not less than 10 feet and each section shall provide for staking in position with not less than 3 pins. Flexible or curved forms of wood or metal of proper radius shall be used for curves of 200 foot radius or less. Forms shall have ample strength and shall be provided with adequate devices for secure setting so that when in-place they will withstand, without visible springing or settlement, impact and vibration of finishing machine. In no case shall base width be less than 8 inches for form 8 inches or more in height. Forms shall be free from warp, bends or kinks and shall be sufficiently true to provide reasonable straight edge on concrete. Top of each form section,when tested with straight edge,shall conform to requirements specified for, surface of completed pavement. Provide sufficient forms for satisfactory placement of concrete. For short radius curves, forms less than 10 feet in length or curved forms may be used: For curb returns at street intersections and driveways, wood forms of good grade and quality may be used. B Form Setting: 1 Rest forms directly on subgrade. Do not shim with pebbles or dirt. Accurately set forms to required grade and alignment and, during entire operation of placing,compacting and finishing of concrete,do not deviate from this grade and alignment more than 1/8 inch in 10 feet of length. Do not remove forms for at least 8 hours after completion of finishing operations. Provide supply of forms that will be adequate for orderly and continuous placing of concrete. Set forms and check grade for at least.300 feet ahead of mixer or as approved by the Engineer 2. Adjacent slabs may be used instead of forms,provided that concrete is well protected from possible damage by finishing equipment. These adjacent slabs shall not be used for forms until concrete has aged at least 7 days. 07/2006 02751-9 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 3.05 REINFORCING STEEL AND JOINT ASSEMBLIES A Accurately place reinforcing steel and joint assemblies and position them securely as indicated on Plans. Wire reinforcing bars securely together at intersections and splices. Bars and coatings shall be free of rust,dirt or other foreign matter when concrete is placed. Place all reinforcing steel and secure to chairs. All reinforcing steel must be positively supported before pour begins. B Place pavement joint assemblies at required locations and elevations, and rigidly secure all parts in required positions. Install dowel bars accurately in joint assemblies as shown,each parallel to pavement surface and to center line of pavement. Rigidly secure in required position to prevent displacement during placing and fmishing of concrete. Accurately cut header boards,joint filler and other material used for forming joints to receive each dowel bar Drill dowels into existing pavement, secure with epoxy,and provide paving headers,as required,to provide rigid pavement sections. 3.06 PLACEMENT A Place concrete only in rain-free days when air temperature taken in shade and away from artificial heat is above 35 degrees F and rising. Concrete shall not be placed when temperature is below 40 degrees F and falling. When concrete temperature is 85 degrees F or above, do not exceed 60 minutes between introduction of cement to the aggregates and discharge. When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre-cooling of aggregates and mixing water, using ice or placing at night,as necessary to maintain concrete temperature,as placed,below 90 degrees F B Place concrete within 60 minutes of mixing. Remove and dispose of concrete not placed within this period. C Concrete slump during placement shall be 2 to 5 inches,except when using traveling- form paver slump shall be a maximum of 3 inches. D Deposit concrete rapidly and continuously on subgrade or subbase in successive batches: Distribute concrete to required depth and for entire width of placement in manner that will require as little rehandling as possible. Where hand spreading is necessary,distribute concrete with shovels or by other approved methods. Use only concrete rakes in handling concrete. At end of day or in case of unavoidable interruption of more than 30 minutes, place transverse construction joint at point of stopping work. Remove and replace sections less than 10 feet long. E. Take special care in placing and spading concrete against forms and at longitudinal and transverse joints to prevent honeycombing. Voids in edge of finished pavement will be cause for rejection. 07/2006 02751 -10 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 3.07 COMPACTION A Consolidate the concrete using mechanical vibrators as specified herein. Extend a vibratory unit across the pavement, not quite touching side forms. Space individual vibrators at close enough intervals to vibrate and consolidate entire width of pavement uniformly Mount mechanical vibrators to avoid contact with forms,reinforcement, transverse or longitudinal joints. B Furnish enough hand-manipulated mechanical vibrators for proper consolidation of concrete along forms, at joints and in areas not covered by mechanically controlled vibrators. Stand-by operational vibrator is required before start of pour 3.08 FINISHING A Finish concrete pavement with power-driven transverse finishing machines or by hand finishing methods. 1 Use transverse finishing machine to make at least two trips over each area. Make last trip continuous run of not less than 40 feet. After transverse screeding, use hand-operated longitudinal float to test and level surface to required grade. 2. Hand finish with mechanical strike and tamping template as wide as pavement to be finished. Shape template to pavement section. Move strike template forward in direction of placement, maintaining slight excess of material in } front of cutting edge. Make at least two trips over each area. Screed pavement surface to required section. Work screed with combined transverse and longitudinal motion in direction work is progressing. Maintain screed in contact with forms. Use longitudinal float to level surface. B On narrow strips and transitions,finish concrete pavement by hand. Thoroughly work concrete around reinforcement and embedded fixtures. Strike off concrete with strike- off screed. Move strike-off screed forward with combined transverse and longitudinal motion in direction work is progressing,maintaining screed in contact with forms,and maintaining slight excess of materials in front of cutting edge. Tamp concrete with tamping template. Use longitudinal float to level surface. C While concrete is still workable,give surface final belting to produce a uniform surface of gritty texture. Perform belting with short rapid transverse strokes having sweeping longitudinal motion. 3.09 JOINTS AND JOINT SEALING A When new work is adjacent to existing concrete, place joints at same location as existing joints in adjacent pavement. B If the limit of removal of existing concrete or asphaltic pavement does not fall on existing joint, saw cut existing pavement minimum of 1 1/2 inches deep to provide straight, smooth joint surface without chipping, spalling or cracks. 07/2006 02751 -11 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 3.10 CONSTRUCTION JOINTS A Place transverse construction joint wherever concrete placement must be stopped for more than 30 minutes. Place longitudinal construction joints at interior edges of pavement lanes using No.5 deformed tie bars,30 inches long and spaced 18 inches on centers. 3.11 EXPANSION JOINTS A Place 3/4 inch expansion joints at locations shown on Plans. Use no filler shorter than 6 feet. When pavement is 24 feet or narrower,use not more than 2 lengths of filler. Secure pieces to form straight joint. Shape filler accurately to cross section of concrete slab. Use load transmission devices of type and size shown on Plans. Seal with joint sealing compound. 3.12 CONTRACTION JOINTS A Place contraction joints at same locations as in adjacent pavement or at spaces indicated on Plans. Maximum spacing of contraction/construction joints,20 feet. Seal groove with joint sealing compound. 3.13 LONGITUDINAL WEAKENED PLANE JOINTS A Place longitudinal weakened plane joints at spaces indicated on Plans. Seal groove with joint sealing compound. 3.14 SAWED JOINTS A Contractor may use sawed joints as an alternate to contraction and weakened plane joints.Circular cutter shall be capable of cutting straight line groove minimum of 1/2 inch wide.Depth shall be one quarter of pavement thickness plus 1/2 inch. Commence sawing as soon as concrete has hardened sufficiently to permit cutting without chipping, spalling or tearing and prior to initiation of cracks. Once sawing has commenced, it shall be continued until completed. Make saw cut with one pass. Complete sawing within 24 hours of concrete placement. Saw joints at required spacing consecutively in sequence of concrete placement. B Concrete Saw. Provide sawing equipment adequate in power to complete sawing to required dimensions and within required time. Provide at least one standby saw in good working order Maintain an ample supply of saw blades at work site at all times during sawing operations. Sawing equipment shall be on job at all times during concrete placement. 3.15 JOINTS FOR CURB,AND CURB AND GUTTER A Place 3/4 inch preformed expansion joints through curb and gutters at locations of expansion and contraction joints in pavement; at end of radius returns at street -- 07/2006 02751 - 12 of 16 CITY OF PEARLAND CONCRETE PAVEMENT intersections and driveways; and at curb inlets. Maximum spacing shall be 60 foot centers. 3.16 JOINTS FOR CONCRETE SIDEWALKS A Provide 3/4 inch expansion joints conforming to ASTM A 1751 along and across sidewalk at back of curbs,'at intersections with driveways,steps,and walls;and across walk at intervals not to exceed 36 feet. Provide expansion joint material conforming to ASTM D. 994 for small radius curves and around fire hydrants and utility poles. Extend the expansion joint material full depth of the slab. Reinforcing bars shall extend 10 inches beyond the expansion joint and then shall be wrapped with building paper,or approved sleeves,so that the 10 inches shall not be bonded to the concrete. 317 JOINTS FOR CONCRETE DRIVEWAYS A Provide 3/4 inch expansion joints conforming to ASTM D 1751 across driveway in line with street face of sidewalks, at existing concrete driveways, and along intersections with sidewalks and other structures. Extendexpansion joint material full depth of slab. Where dowels are used,wrap or sleeve one end. 3.18 JOINT SEALING A Seal joints only when surface and joints are dry, ambient temperature is above 50 degrees F but less than 85 degrees F,and weather is not foggy or rainy I B Joint sealing equipment shall be in first-class working condition,and be,approved by the Engineer Use concrete grooving machine or power-operated wire brush and other equipment such as plow, brooms,brushes,blowers or hydro or abrasive cleaning as required to produce satisfactory joints. C Clean joints of loose scale,dirt,dust and curing compound. Term joint includes wide joint spaces, expansion joints, dummy groove joints or cracks, either preformed or natural. Remove loose material from concrete surfaces adjacent to joints. D Fill joints neatly with joint sealer to depth shown. Pour sufficient joint sealer into joints so that,upon completion,surface of sealer within joint will be 1/4 inch below level of adjacent surface or at elevation as directed. 3.19 CONCRETE CURING A Concrete pavement shall be cured by protecting it against loss of moisture for period of not less than 72 hours immediately upon completion of finishing operations. Do not use membrane curing for concrete pavement to be overlaid by asphaltic concrete. B Where curing requires use of water,curing shall have prior right to all water supply or supplies. Failure to provide sufficient cover material shall be cause for immediate suspension of concreting operations. 07/2006 02751 -13 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 3.20 POLYETHYLENE FILM CURING A Immediately after finishing surface,and after concrete has taken its initial set,apply water in the form of a fine spray Cover surface with polyethylene film so film will remain in intimate contact with surface during specified curing period. B Cover entire surface and both edges of pavement slab. Joints in film sheets shall overlap minimum of 12 inches. Immediately repair tears or holes occurring during curing period by placing acceptable moisture-proof patches or by replacing. 3.21 WATERPROOFED PAPER C Y G A Immediately after finishing surface, and after concrete has taken its initial set,apply water in form of fine spray Cover surface with waterproofed paper so paper will remain in intimate contact with surface during specified curing period. B Prepare waterproofed paper to form blankets of sufficient width to cover entire surface and both edges of pavement slab, and not be more than 60 feet in length. Joints in blankets caused by joining paper sheets shall lap not less than 5 inches and shall be securely sealed with asphalt cement having melting point of approximately 180 degrees F Place blankets to secure an overlap of at least 12 inches. Tears or holes appearing in paper during curing period shall be immediately repaired by cementing patches over defects. 3.22 COTTON MAT CURING A Immediately after finishing surface, and after concrete has taken its initial set, completely cover surface with cotton mats,thoroughly saturated before application,in such manner that they will contact surface of pavement equally at all points. B Mats shall remain on pavement for specified curing period. Keep mats saturated so that,when lightly compressed,water will drip freely from them. Keep banked earth or cotton mat covering edges saturated. 3.23 LIQUID MEMBRANE-FORMING COMPOUNDS A Immediately after finishing surface,and after concrete has taken its initial set,apply liquid membrane-forming compound in accordance with manufacturer's instructions. 3.24 TOLERANCES A Test entire surface before initial set and correct irregularities or undulations. Bring surface within requirements of following test and then finish. Place 10 foot straightedge parallel to center of roadway to bridge any depressions and touch all high spots. Do not permit ordinates measured from face of straight edge to surface of pavement to exceed 1/16 inch per foot from nearest point of contact. Maximum ordinate with 10 foot straightedge shall not exceed 1/8 inch. Grind spots in excess of 07/2006 02751 -14 of 16 . CITY OFPEARLANVD CONCRETE PAVEMENT requirements of this paragraph to meet surface test requirements. Restore texture by grooving concrete to meet surface finishing specifications. - 3.25 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450—Testing Laboratory Services. B Test Specimens: Four test specimen cylinders for compressive strength tests will be made for each 150 cubic yards or less of pavement that is placed in one day Two specimens will be tested at 7 days. For failed 7-day tests,remaining two specimens will be tested at 28 days. Specimens will be made,cured and tested in accordance with ASTM C 31 and ASTM C 39 C Yield test will be made in accordance with ASTM C 138 for cement content per cubic yard of concrete. If such cement content is found to be less than that specified per cubic yard, reduce batch weights until amount of cement per cubic yard•of concrete conforms to requirements. D At the Engineer's direction a minimum of one 4-inch core may be taken at random locations per 1,000 feet per lane or 500 square yards of pavement to measure in-place depth. Each core may be tested for 28 day compressive strength according to methods of ASTM C 42. The 28 day compressive strength of each core tested shall be a minimum of 3000 pounds per square inch. E Contractor may,at his own expense,request three additional cores in vicinity of cores indicating nonconforming in-place depths. In-place depth at these locations shall be the average of depth of four cores. F Fill cores and density test sections with new concrete paving or non shrink grout. 3.26 NONCONFORMING PAVEMENT A Remove and replace areas of pavement found by cores to be deficient in thickness by more than 10 percent, or that fail compressive strength tests, with new concrete pavement of thickness shown on Plans at no cost to the Owner B Areas of concrete pavement found by cores to be deficient in thickness by less than 10 percent shall be remedied at the Owner's direction by one of the following methods: 1 Remove and replace using new concrete pavement of thickness shown on Plans and in accordance with the requirements of this Section at no cost to Owner 2. Reduce the Unit Price by the ratio of the average thickness(as determined by cores)to the thickness required. C No adjustments will be made for excess thickness. 07/2006 02751-15 of 16 CITY OF PEARLAND CONCRETE PAVEMENT 3.27 PAVEMENT MARKINGS A Restore pavement markings to match those existing in accordance with City of Pearland Standard Details and the Engineer's requirements. 3.28 PROTECTION A Barricade pavement section from use until concrete has attained minimum design strength. B On those sections of pavement to be opened to traffic,seal joints,clean pavement and place earth against pavement edggs'before permitting use by traffic. Such opening of pavement to traffic shall not relieve Contractor from his responsibility for Work. C Maintain concrete paving in good condition until completion of Work. D Repair defects by replacing concrete to full depth. END OF SECTION 07/2006 02751 - 16 of 16 CITY OF PEARLAND TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS Section 02762 TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS 1.0 GENERAL 1.01 SECTION INCLUDES A Temporary retroreflective preformed pavement markings. B Wet retroreflective markers. C References to Technical Specifications. 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 02981 —Blast Cleaning of Pavement D Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM D 4061, "Standard Test Methods for Retroreflectance of Horizontal Coatings" b. ASTM E 1347, "Standard Test Methods for Color and Color- Difference Measurement by Tristimulus(Filter)Colorimetry" c. ASTM E 303, "Standard Test Methods for Measuring Surface Frictional Properties Using British Pendulum Tester" d. ASTM D 1056, "Standard Specification for Flexible Cellular Materials-Sponge or Expanded Rubbber" e. ASTM E 809, "Standard Practice for Measuring Photometric Characteristics of Retroreflectors" f. ASTM E 808, "Standard Practice for Describing Retroreflection"ASTM D 1056, "Standard Specification for Flexible Cellular Materials-Sponge or Expanded Rubbber" 1.02 MEASUREMENT AND PAYMENT A Measurement for,temporary pavement markings is on a linear foot basis,for each class, measured and complete in place. B Payment includes all labor and materials required to complete installation as indicated on Plans. C Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 07/2006 02762- I of 4 CITY OF PEARLAND TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS B Submit manufacturer's product data for each proposed class of marking material and installation instructions for approval. Include certificate by manufacturer that each class of marking conforms to the requirements of this specification. C Submit details of manufacturer's replacement policy for each class of marker. 1.04 TEMPORARY PAVEMENT MARKING CLASSIFICATIONS A Class I- Temporary preformed pavement markings suitable for longitudinal and word and symbol markings where removability will be required. B Class II- Temporary non-removable preformed pavement markings suitable for overlay lane lines,edge lines,and channelizing lines where pavement will be resurfaced. C Class III- Class I markers with wet reflective markers added every 8 feet. D Class 1V- Class II markers with wet reflective markers added every 8 feet. 1.05 DELIVERY AND STORAGE A Deliver preformed plastic marking material in rolls or strips. B Store material in cool dry conditions until application. 2.0 PRODUCTS 2.01 PREFORMED MARKINGS A Retroreflective preformed markings: White or yellow retroreflective tape on conformable backing with pigments conforming to standard highway colors. Glass beads shall be incorporated in film and a reflective layer of beads shall be bonded to the top surface of the film. Bead adhesion shall be such that beads cannot be easily removed by scratching with a thumbnail. B Preformed marking shall be precoated with pressure sensitive adhesive and shall have a demonstrated ability to adhere to roadways under climatic and traffic conditions normally encountered in a construction work zone when properly applied. C Class I markings shall be removable from portland cement and asphaltic concrete pavements intact,or in large pieces,at temperatures above 40 degrees F without use of heat, solvents, grinding, or blast cleaning. Marking film shall be removable after exposure to following minimum traffic exposure when tested on transverse test decks with rolling traffic: 1 Time in Place(days) 632 2. ADT per lane(23%trucks, 3.5 axles/unit) 9,000 3 Minimum Axle Hits 13,000,000 07/2006 02762-2 of 4 CITY OF PEARLAND TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS D Quality performance characteristics: CLASS I CLASS II TEST WHITE YELLOW WHITE YELLOW METHOD 1 hilt.Retroreflectance (mcd•ff2•fc''),mid. * @ 86.0°,0.2° 1770 1310 1360 $20 ASTM D 4061 * @ 86.5°, 1.0° 750 450 500 350 2. Daytime Reflectance 65 36 65 36 ASTM E 97 Factor"Y"%,min. 3. Init.Skid Resistance, 50 35 ASTM E 303 Avg.BPN 4 Refractive Index of Liquid Beads,min. 1.9 1.9 Immersion 5. Thickness,without 40 9 Caliper Gauge adhesive,mils,min. * (Entrance Angle,Observation Angle). 2.02 RAISED WET REFLECTIVE MARKERS A Raised Markers: Expanded rubber extrusions capable of being elastically compressed and deflected when impacted by rotating vehicle tires. Marker body shall have the following properties when tested in accordance with ASTM D 1056: 1 Compression deflection < 16 psi @ 25°deflection. 2. Oven aged compression deflection %change,+18. 3 Compress set low 10% 4 Water absorption <9% 5 Density(lbs/ft) (-24). B Markers shall be precoated with pressure sensitive adhesive capable of holding markers to top of preformed marking film. C Markers shall have enclosed retroreflective lens sheeting elements attached to marker bodies with pressure sensitive adhesive. 1 Retroreflective lenses elements shall have the following initial minimum reflectance when measured in accordance with ASTM E 809• COLOR WHITE YELLOW WHITE YELLOW WHITE YELLOW WHITE YELLOW Observation Angle 0.2° 0.5° 1.0° 1.5° Coeff.of Luminous Intensity,R 1.00 0.60 0.40 0.24 0.19 0.11 0.14 0.08 (cd•fc I) Notes: 1 Test at an entrance angle(Beta 2 horizontal entrance component described in ASTM E 808)of—4°measured from an axis perpendicular to top edge of marker when viewed from above. 07/2006 02762-3 of 4 CITY OF PEARLAND TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARIiNGS 2. Angle formed by reflective surface and base of marker shall be between 75°and 90°prior tQ measurement. 2. Marker reflective elements shall be visible at night,to motorists with low beam headlights,under the following conditions: a. Dry conditions . 1500 feet b. Rainfall at a rate of 1"per hour. . 1000 feet c. Rainfall at a rate of 8"per hour 250 feet 3.0 EXECUTION 3.01 INSTALLATION A Apply markings to clean dry surfaces in accordance with manufacturer's recommendations at locations indicated on Plans,or as directed by the Engineer B Place markings on each paving lift that is to be opened to traffic prior to the end of each day's work. C Maintain markings, and replace as needed, until they are covered with subsequent paving courses or replaced by permanent markings on final lifts. 3.02 REMOVAL A Remove and obliterate markings on existing and final lifts used for redirecting traffic during construction. Ifblast cleaning is required,comply with requirements of Section 02981 —Blast Cleaning of Pavement. END OF SECTION 07/2006 02762-4 of 4 CITY OF PEARLAND CURB,CURB&GUTTER,AND HEADERS Section 02770 CURB,CURB&GUTTER,AND HEADERS 1.0 GENERAL 1.01 SECTION INCLUDES A Reinforced concrete curb, reinforced monolithic concrete curb and gutter, and mountable curb. B ,Paving headers and railroad headers poured monolithically with concrete base or pavement. C References to Technical Specifications. 1 Section 01.200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 02751 —Concrete Pavement 4 Section 02335—Subgrade 5 Section 02710—Base Course for Pavement 1.02 MEASUREMENT AND PAYMENT A Measurement for curbs and for curbs and gutter is on linear foot basis measured along face of curb. B Measurement for headers is on linear foot basis measured between lips of gutters adjacent to concrete base and measured between backs of curbs adjacent to concrete pavement. C No separate payment will be made for curbs poured monolithically with concrete pavement. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit details of proposed formwork for approval. C Submit proposed mix design and test data for each type and strength of concrete in Work. Include proportions and actual flexural strength obtained from design mixes at required test ages. D Submit manufacturer's certifications giving properties of reinforcing steel. Provide specimens for testing when required by the Engineer 07/2006 02770-1 of 4 CITY OF PEARLAND CURB,CURB &GUTTER,AND HEADERS 2.0 PRODUCTS 2.01 MATERIALS A Concrete: Conform to material and proportion requirements for concrete of Section 02751 —Concrete Pavement. B Reinforcing Steel. Conform to material requirements for reinforcing steel of Section 02751 —Concrete Pavement. C Grout: Nonmetallic, nonshrink grout containing no chloride producing agents conforming to the following requirements. Compressive strength at 7 days 3,500 psi Compressive strength at 28 days 8,000 psi Initial set time 45 minutes Final set time 1.5 hours D Preformed Expansion Joint Material: Conform to material requirements for preformed expansion joint material of Section 02751 —Concrete Pavement. E Joint Sealing Compound. Conform to material requirements of Section 02751 — Concrete Pavement. F Mortar Mortar finish composed of one part Portland cement and 1 1 parts of fine aggregate. Use only when approved by the Engineer 3.0 EXECUTION 3.01 PREPARATION A Prepare subgrade or base in accordance with applicable portions of Section 02335 — Subgrade or Section 02710—Base Course for Pavement. 3.02 PLACEMENT A Guideline: Set to follow top line of curb. Attach indicator to provide constant comparison between top of curb and guideline. Insure flow lines for monolithic curb and gutters conform to slopes indicated on Plans. B Forms: Brace sufficiently to maintain position during pour. Use metal templates cut to section shown on Plans. C Reinforcement: Secure in proper position so that steel will remain in place throughout placement. 07/2006 02770-2 of 4 CITY OF PEARLAND CURB,CURB &GUTTER,AND HEADERS D Joints: Place in accordance with Section 02751—Concrete Pavement. Place dummy groove joints at 6-foot centers at right angles to curb lines. Cut dummy grooves 1/4 inch deep using an approved edging tool. E Place concrete in forms to required depth. Consolidate thoroughly Do not permit rock pockets in form. Entirely cover top surfaces with mortar 3.03 MANUAL FINISHING A After concrete is in place,remove front curb forms. Form exposed portions of curb, and of curb and gutter,using mule which conforms to curb shape,as shown on Plans. B Thin coat of mortar may be worked into exposed face of curb using mule and two- handled wooden darby at least 3 feet long. C Before applying final finish move 10 foot straightedge across gutter and up curb to back form of curb. Repeat until curb and gutter are true to grade and section. Lap straightedge every 5 feet. D Steel trowel finish surfaces to smooth, even finish. Make face of finished curb true and straight. E Edge outer edge of gutter with 1/4-inch edger Finish edges•with tool having 1/4 inch radius. F Finish visible surfaces and edges of finished curb and gutter free from blemishes,form marks and tool marks., Finished curb or curb and gutter shall have uniform color, shape and appearance. 3.04 MECHANICAL FINISHING A Mechanical curb forming and finishing machines may be used instead of, or in conjunction with,previously described methods,if approved by the Engineer Use of mechanical methods shall provide specified curb design and finish. 3.05 CURING A Immediately after finishing operations,cure exposed surfaces of curbs and gutters in accordance with Section 02751 —Concrete Pavement. 3.06 TOLERANCES A Top surfaces of curb and gutter shall have uniform width and shall be free from humps,sags or other irregularities. Surfaces of curb top,curb face and gutter shall not vary more than 1/8 inch from edge of a 10-foot long straightedge laid along them, except at grade changes. r 3.07 PROTECTION OF THE WORK A Maintain curbs and gutters in good condition until completion of Work. 07/2006 02770-3 of 4' CITY OF PEARLAND CURB,CURB &GUTTER,AND HEADERS B Replace damaged curbs and gutters to comply with this Section. END OF SECTION 07/2006 02770-4 of 4 CITY OF PEARLAND LANDSCAPE IRRIGATION SPECIAL PROVISION SPECIAL PROVISION for Section 02811-S IRRIGATION 1.03 SUBMITTAL C Provide shop drawing for panel board and unstrut rack per detail on drawing sheet 355-K &L 1.08 COORDINATION C Coordinate w/City of Pearland and Center Point a scheduled date for availability of electrical power 2.01 Pipe Materials E Sleeve material. 6"schedule 40 PVC 2.02 OUTLETS A 4 Rainbird Bubblers 1400 series 2.03 VALVES i E Backflow Preventer Enclosure: Hot Box#LB2 or approved equal(800)736-0238 2.04 CONTROLLER A 1 Rainbird Model ESP-MC 10/2008 02811 S-1 of 1 CITY OF PEARLAND LANDSCAPE IRRIGATION Section 02811 LANDSCAPE IRRIGATION 1.0 GENERAL 1.01 SECTION INCLUDES A Pipe and fittings,valves,sprinkler heads and accessories. B Control system. C References to Technical Specifications: l Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 02931 —Landscape and Tree Planting, 4 Section 01310—Coordination and Meetings D- Referenced Standards. 1 American Society for Testing and Materials(ASTM) a. ASTM D 2564,"Standard Specification for Solvent Cements,for Poly (Vinyl Chloride)(PVC)Plastic Piping Systems 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for landscape irrigation under this Section. Include cost in Bid Items for which this Work is a component. B If landscape irrigation is included as a Bid Item, measurement will be based on the Units shown in Section 00300—Bid Proposal and in accordance with Section 01200— Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit manufacturer's data and details for landscape irrigation system. 1.04 SYSTEM DESCRIPTION A Electric solenoid controlled underground irrigation system. B Source Power 120 volt 1.05 QUALIFICATIONS A Manufacturer Company specializing in performing the work of this section with minimum three years documented experience. 07/2006 02811- 1 of 5 CITY OF PEARLAND LANDSCAPE IRRIGATION B Installer Installer must be a licensed irrigator. 1.06 REGULATORY REQUIREMENTS A Conform to applicable code for piping and component requirements. 1.07 PRE-INSTALLATION CONFERENCE A Convene one week prior to commencing work of this Section. 1.08 COORDINATION A Coordinate work under provisions of Section 02931 —Landscape and Tree Planting. B Coordinate the work with site landscape grading and delivery of plant life. 1.09 EXTRA MATERIALS A Furnish extra components,listed as Extra Items in Section 00300—Bid Proposal. 1 Two sprinkler heads of each type and size. 2. Two valve box keys. 3 Two wrenches for each type head core and for removing and installing each type head. 2.0 PRODUCTS 2.01 PIPE MATERIALS A Pipe shall be continuously and permanently marked with Manufacturers name,size, schedules,type,and working pressure. B PVC Pipe: 200 psi pressure rated upstream from controls, 160 psi downstream; solvent welded sockets rubber gasketed joints. C Fittings: Type and style of connection to match pipe. D Solvent Cement: ANSUASTM D 2564 for PVC pipe and fittings. E Sleeve material. 4"schedule 40 PVC. 2.02 OUTLETS A Manufacturers or approved equal. 1 Rainbird Model 180 4 2. Rainbird Model 1812 3. Hunder Model PGP B Rotary type sprinkler head. Pop-up type with.,screens; fully adjustable for flow and pressure; size as indicated, with letter or symbol designating degree of arc and arrow indicating center of spray pattern. 07/2006 02811 -2 of 5 CITY OF PEARLAND LANDSCAPE IRRIGATION C Spray Type Sprinkler Head: Pop-up head with full circle, half circle, third circle, quarter circle and square pattern. 2.03 VALVES A Manufacturers or approved equal: 1 Rainbird Model PEB Series B Gate Valves: Bronze construction,non-rising stem,and sized to line. C Backflow Preventers: FEBCO 765 Bronze body construction,reduced pressure zone or pressure vacuum braker type. D Valve Box and Cover rectangular 10"x 14"or 9"round. 2.04 CONTROLLER A Manufacturers or approved equal. l Rainbird Model RC 1260C B Valves: Electric solenoid wiring including required fittings and accessories. C Wire conductors. color coded. 3.0 EXECUTION 3.01 EXAMINATION A Verify site conditions under provisions of Section 01310—Coordination and Meetings. B Verity location of existing utilities. C Verify that required utilities are available,in proper location,and ready for use. 3.02 PREPARATION A Piping layout indicated is diagrammatic only Route piping to avoid plants,ground cover, and structures. B Layout and stake locations of system components. C Review layout requirements with other affected work. Coordinate locations of sleeves under paving to accommodate system. 3.03 TRENCHING A Trench and filling as required. B Trench size: 1 Minimum Cover Over Installed Supply Piping: 18 inches. 2. Minimum Cover Over Installed Branch Piping: 12 inches. 07/2006 02811-3 of 5 CITY OF.PEARLAND. LANDSCAPE IRRIGATION 3 Minimum Cover Over Installed Outlet Piping: 12 inches. C Trench to accommodate grade changes. D Maintain trenches free of debris,material,or obstructions that may damage pipe. E Do not leave trenches open overnight. 3.04 INSTALLATION A Install pipe, valves, controls, and outlets in accordance with manufacturer's instructions. B Connect to utilities. C Set outlets and box covers at finish grade elevations. D Install control wiring as required. Provide 10 inch expansion coil at each valve to which controls are connected,and at 100 ft intervals. Bury wire beside pipe. Mark valves with neoprene valve markers containing locking device. Set valve markers in 160 psi PVC pipe risers exiting from top of valve to finish grade. E After piping is installed,but before outlets are installed and filling commences,open valves and flush system with full head of water F Coordinate pipe installation with conduit installation. 3.05 FIELD QUALITY CONTROL A Field inspection and testing will be performed. B Prior to filling,test system for leakage for whole system to maintain 100 psi pressure for one hour 3.06 FILLING A Provide 3 inch sand cover over piping.fill trench and compact to subgrade elevation. Protect piping from displacement. 3.07 ADJUSTING A Adjust control system to achieve time cycles required. B Change and adjust head types for full water coverage as directed. 3.08 DEMONSTRATION A Provide system.demonstration. 07/2006 02811-4 of 5 CITY OF PEARLAND LANDSCAPE IRRIGATION ` B Instruct Owner's personnel in operation and maintenance of system, including adjusting of sprinkler heads. Use operation and maintenance material as basis for demonstration. END OF SECTION 07/2006 02811 -5 of 5 CITY OF PEARLAND CHAIN LINK FENCES AND GATES Section 02821 CHAIN LINK FENCES AND GATES 1.0 GENERAL 1.01 SECTION INCLUDES A Fence framework,fabric,and accessories. B Excavation for post bases,concrete foundation for posts and center drop for gates. 1 Manual gates and related hardware. C References to Technical Specifications. 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals D Referenced Standards: 1 American Society for Testing and Materials (ASTM) a. ASTM A 570, "Standard Practice for Roof System Assemblies Employing Steel Deck, Performed Roof Insulation, and Bituminous Built-Up Roofing" b. ASTM A 1011, "Standard Specification for Steel, Sheet, and Strip, Hot-Rolled,Carbon, Structural, High-Strength Low Alloy and High- , i Strength Low Alloy with Improved Formability" c. ASTM A 307, "Standard Specification for Carbon Steel Bolts and Studs,60 000 PSI Tensile Strength" 2. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A Measurement for fencing shall be on a linear foot basis for height noted,measured and complete in place. B Measurement for gates shall be per each,complete in place. C Payment for chain link fences and gates includes all labor and materials required to complete installation as indicated on Plans. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01.350— Submittals. 07/2006 02821- 1 of 4 CITY OF PEARLAND CHAIN LINK FENCES AND GATES B Shop Drawings: Indicate plan layout, spacing of components, post foundation dimensions,hardware anchorage,and schedule of components. C Product Data: Provide data on fabric,posts, accessories, fittings and hardware that indicates that items match or exceed the quality of existing. 1.04 SYSTEM DESCRIPTION A Fence Height shall be as indicated on Plans or as noted to match height of existing. ' B Extension arms for barbed wire shall match existing. C Line Post Spacing shall not exceed 10 feet,or as shown on Plans. 1.05 QUALIFICATIONS A Manufacturer Company specializing in manufacturing the products specified in this Section with minimum three years experience. 1.06 FIELD MEASUREMENTS A Verify that field measurements are as indicated on Shop Drawings. 2.0 PRODUCTS 2.01 GALVANIZED FENCING A Fence fabric shall be No. 9 steel wire, hot galvanized after weaving, to match or exceed existing. B Framework shall be hot-dipped galvanized with a minimum coating of 2 ounces/sf,or one ounce/sf plus 30 micrograms/square inch chromate conversion coating. C Line posts shall be 2"and conform to ASTM A 570 Grade 45 steel or ASTM A 569, cold rolled steel. All posts shall have spherical plugs. D End corner,angle,and pull posts shall be 2 1//2"and conform to ASTM A 570 Grade 45 steel or ASTM A 569 for steel pipe. E Top rails shall be 1.65 x 1.25 inch formed C-section,or 1.6 inch round ASTM A 569, 1.35 lbs/ft;or one 5/8 inch outside diameter steel pipe,2.27 lbs/ft. Top rails shall pass through openings provided for that purpose in post tops. F Fabric ties shall be hog rings, galvanized steel wire not less than 9-ga with a zinc coating of not less than 1.2 ounces/sf. G Bolts and nuts shall be in conformance with ASTM A 307 and shall be galvanized in accordance with AASHTO M232. 07/2006 02821-2 of 4 CITY OF PEARLAND CHAIN LINK FENCES AND GATES _ + Install horizontal braces fabricated of one 5/8 inch,2.271b copper bearing steel pipe at all corner,gate,and end posts. I All posts to have malleable iron top caps. J Bottom tension wire shall be#7 gauge wire. K Gates shall be either swing or slide as shown on the plans. Swing gates shall be hinged to swing 90 degrees from closed to open or hinged to swing 180 degrees from close to open. Slide gates shall be roller type with no vertical obstructions. All gate leaves shall have intermediate members and diagonal stress rods as required for rigid construction and shall be free from sag or twist. All gates shall be fitted with vertical extension arms or shall have frame end number extended to carry barbed wire. Gate posts for gates shall be 4-inch, 9 1 lb pipe. Gate frames shall be made of 2-inch outside diameter,castings. Fabric shall be the same as for the fence. Gates shall have malleable iron ball and socket hinges,catches, stops and padlocks with 3 keys each. Posts for single gates shall be the same as end posts. 3.0 EXECUTION 3.01 INSTALLATION A Install chain link fence in accordance with the directions of the manufacturer and these Specifications. t B Install line fence posts at not more than 1 Oft centers and concreted at least 36 inches x 12"diameter into the ground in a Class B concrete base. Allow concrete to cure for at least 7 days before erecting remainder of fence. Fasten fabric to line posts with wire ties spaced about 14 inches apart and to top rail spaced about 24 inches apart. C Use standard chain link fence stretching equipment to stretch the fabric before tying it to the rails and posts. Repeat the stretching and tying operations about every 100 feet. D Erect gates so they swing or slide in the appropriate direction. Provide gate'stops as required. Secure hardware,adjust,and leave in perfect working order Adjust hinges and diagonal bracing so that gates will hang level. Adjust rollers and guides of sliding gates so that gates are level. E At small natural or drainage ditches where it is not practical for the fence to conform to the contour of the ground, span the opening below the fence with wire fastened to stakes of required length. The finished fence shall be plumb, taut, true to line and ground contour When directed, stake down the chain link fence at several points between posts. 07/2006 02821-3 of 4 CITY OF PEARLAND CHAIN LINK FENCES AND GATES F Where new fence joins an existing fence, set a corner post and brace post at the junction and brace as directed. If the connection is made at other than the corner of the new fence the last span of the old fence shall contain a brace. END OF SECTION 07/2006 02821-4 of 4 CITY OF PEARLAND TOPSOIL Section 02910 TOPSOIL 1.0 .GENERAL 1.01 SECTION INCLUDES A Furnishing and placing topsoil for finish grading and for seeding, sodding, and planting. B References to Technical Specifications: 1 Section 01200_Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01450—Testing Laboratory Services 4 Section 01500-Temporary Facilities and Controls 5. Section 02200—Site Preparation 6. Section 01140-Contractor's Use of Premises 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for topsoil under this Section. Include cost in Bid Items for which topsoil is a component. B If topsoil is included as a Bid Item,measurement will be=based on the units shown in Section 00300—Bid Proposal and in accordance with Section 01200_Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit product quality;material sources,and field quality information in accordance with this Section. 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450—Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 07/2006 02910-1 of 3 CITY OF PEARLAND TOPSOIL 2.0 PRODUCTS 2.01 TOPSOIL A Topsoil shall be fertile, friable, natural sandy loam surface soil obtained from excavation or borrow operations having the following characteristics: 1 pH value of between 5.5 and 6.5. 2. Liquid limit: topsoil not exceed 50 3 Plasticity index. 10 or less. 4 Gradation. maximum of 40 percent with a passing the#280 sieve. B Topsoil shall be reasonably free of subsoil,clay lumps,weeds,non-soil materials and other litter or contamination. Topsoil shall not contain roots,stumps,and stones larger than 2 inches. C Obtain topsoil from the top material from naturally well drained areas where topsoil occurs at a minimum depth of 4 inches and has similar characteristics to that found at the placement site. Do not obtain topsoil from areas infected with a growth of, or reproductive parts of nut grass or other noxious weeds. 3.0 EXECUTION' 3.01 EXAMINATION A Verify that excavation and embankment operations have been completed to correct lines and grades. 3.02 TOPSOIL STRIPPING AND SOTCKPILING A Conform to topsoil stripping and stockpiling requirements of Section 02200—Site Preparation. 3.03 PLACEMENT A Contractor shall conduct erosion control practices described in Section 01566-Source Controls for Erosion and Sedimentation during topsoil placement operations. B For areas to be seeded or sodded, scarify or plow existing surface material to a minimum depth of 4 inches,or as indicated on the Plans. Remove any vegetation and foreign inorganic material. Place 4 inches of topsoil on the loosened material and roll lightly with an appropriate lawn roller to consolidate the topsoil. C Increase depth of topsoil to 6 inches when placed over cement stabilized sand used as bedding and backfill material. D For areas to receive bushes or trees,excavate existing materialand place topsoil to the depth and dimensions shown on the Plans. 07/2006 02910-2 of 3 CITY OF PEARLAND. TOPSOIL E Remove spilled topsoil from curbs, gutters, and,paved areas and dispose of excess topsoil in accordance with requirements of Section 01140 — Contractor's Use of Premises. 3.04 PROTECTION OF THE WORK A Protect and maintain topsoil until a vegetative cover is established. B Repair areas damaged by Contractor's operations at no cost to Owner END OF SECTION 07/2006 02910-3 of 3 CITY OF PEARLAND HYDROMULCH SEEDING SPECIAL PROVISION SPECIAL PROVISION for Section 02921-S HYDROMULCH SEEDING 2.01 MATERIALS D Fertilizers: Reference Section 02931-S,Special Provision for Landscape and Tree Planting, 3.02 APPLICATION B Fertilizer: Reference Section 02931-S, Special Provision for Landscape and Tree Planting i 10/2008 02921-S-1 of 1 CITY OF PEARLAND HYDROMULCH SEEDING Section 02921 HYDROMULCH SEEDING 1.0 GENERAL 1.01 SECTION INCLUDES A Seeding, fertilizing, mulching, and maintaining areas of commercial, industrial, or undeveloped land disturbed during construction and not paved or designated to•be paved,or as indicated on Plans. l B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01500—Temporary Facilities and Controls 4 Section 02910—Topsoil 5 Section 02255—Bedding,Backfill,and Embankment Materials 6. Section 01140—Contractor's Use of Premises 1.02 MEASUREMEN AND PAYMENT A Measurement for hydromulch seeding is on a per acre basis,measured and complete in place. B Payment for hydromulch seeding shall include all labor, materials, equipment, and preparation necessary for application and maintenance. C No payment shall be made for hydromulch seeding used in restoration of areas disturbed by Contractor outside the limits of construction. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit certification from supplier that each type of seed conforms to these specification requirements and the requirements of the Texas Seed Law Certification shall accompany seed delivery C Submit a certificate stating that fertilizer complies with these specification requirements and the requirements of the Texas Fertilizer Law.. 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 07/2006 02921-1 of 4 CITY OF PEARLAND HYDROMULCH.SEEDING r 2.0 PRODUCTS 2.01 MATERIALS A Topsoil: Conform to material requirements of Section 02910—Topsoil. B Bank Sand: Conform to material requirements of Section 02255—Bedding,Backfill, and Embankment Materials. C Seed: Conform to U.S Department Of Agriculture rules and regulations of the Federal Seed Act and the Texas Seed Law Seed shall be certified 90 percent pure and furnish 80 percent germination and meet the following requirements. 1 Rye: Fresh, clean, Italian rye grass seed (lollium multi-florum), mixed in labeled Proportions. As tested, minimum percentages of impurities and germination must be labeled. Deliver in original unopened containers. 2. Bermuda: Extra-fancy, treated, lawn type common bermuda (Cynodon dactylon). Deliver in original,unopened container showing weight,analysis, name of vender,and germination test results. 3. Wet,moldy,or otherwise damaged seed will not be accepted. D Fertilizer Dry and free flowing,inorganic,water soluble commercial'fertilizer,which is uniform in composition. Deliver in unopened containers which bear the manufacturers guaranteed analysis. Caked,damaged,or otherwise unsuitable fertilizer will not be accepted. Fertilizer shall contain minimum percentages of the following elements: Nitrogen. 10 Percent Phosphoric Acid: 20 Percent Potash. 10 Percent E Mulch:Virgin wood cellulose fibers from whole wood chips having a minimum of 20 percent fibers 0.42 inches(10.7 mm)in length and 0.01 inches(0.27 mm)in diameter. Mulch shall be dyed green for coverage verification purposes. F Soil Stabilizer "Terra Tack" 1 or approved equal. G Weed control agent: Pre-emergent herbicide for grass areas, "Benefin" or approved equal. 3.0 EXECUTION 3.01 PREPARATION A Do not start or perform work under conditions that are not satisfactory to perform tasks due to inclement or impending inclement weather. B After the areas to receive hydromulch seeding have been brought to grade,rake out any foreign organic or inorganic material, including stones, hard clay lumps, and other debris. 07/2006 02921-2 of 4 CITY OF PEARLAND HYDROMULCH SEEDING C Level with Bank Sand or Topsoil,as approved by the Engineer. D Loosen the subgrade by discing or by scarifying to a depth of at least 4 inches. E Place and compact a layer of topsoil in accordance with requirements of Section 02910 —Topsoil. F Surface of topsoil shall be smooth and free of weeds,rocks;and other foreign material immediately before applying,hydromulch seeding. 3.02 APPLICATION: A Seed:Apply uniformly at the following rates for type of seed and planting date: APPLICATION PLANTING TYPE RATE DATE POUNDS/A Hulled Common Bermuda Grass 98/88 40 Jan 1 to Mar 31 Unhulled Common Bermuda Grass 98/88 40 Hulled Common Bermuda Grass 98/88 40 Apr 1 to Sep 30 Hulled Common Bermuda Grass 98/88 40 Unhulled Common Bermuda Grass 98/88 40 Oct 1 to Dec 31 Annual Rye Grass(Gulf) 30 B Fertilizer Apply uniformly at a rate of 500 pounds per acre. C Mulch:Apply uniformly at a rate of 50 pounds per 1000 square feet. D Soil stabilizer:Apply uniformly at a rate of 40 pounds per acre. E Weed control agent: Apply at manufacturer's recommended rate prior to Hydromulching. F Suspend all operations under conditions of drought,excessive moisture,high winds,or extreme or prolonged cold. Obtain the Engineer's approval before resuming operations. 3.03 MAINTENANCE A Maintain grassed areas by watering,fertilizing,weeding,and trimming as required to establish and sustain 70% acceptable vegetative cover B For areas seeded in the fall, continue maintenance the following spring until an acceptable lawn is established. 3.04 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. 07/2006 02921-3 of 4 CITY OF PEARLAND HYDROMULCH SEEDING 3.05 PROTECTION OF THE WORK A Protect and maintain grassed areas a minimum of 90 days,or as required to establish an acceptable lawn. B Once a lawn is established,protect and maintain it until completion of the Work. C Replace seeded areas damaged by Contractor's operations at no cost to Owner END OF SECTION l 07/2006 02921-4 of 4 CITY OF PEARLAND SODDING SPECIAL PROVISION SPECIAL PROVISION for Section 02922-S SODDING 2.01 MATERIALS D Fertilizers: Reference Section 02931-S,Special Provision for Landscape and Tree Planting E Water: Potable from municipal water supplies 3.01 PREPARATION H. Fertilizer: Reference Section 02931-S,Special Provision for Landscape and Tree Planting 3.03 MAINTENANCE D Fertilizer and Pest Control: 1. Reference Section 02931-S,Special Provision for Landscape and Tree Planting 10/2008 02922-S-1 of 1 CITY OF PEARLAND SODDING Section 02922 SODDING 1.0 GENERAL 1.01 SECTION INCLUDES A Sodding areas of residential lawns disturbed during construction and not paved or designated to be paved,or as indicated on Plans. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01500—Temporary Facilities and Controls 4 Section 02910—Topsoil 5 Section 02255—Bedding,Backfill,and Embankment Materials 6. Section 01140—Contractor's Use of Premises C Definitions: 1 Lawn-ground covered with fine textured grass kept neatly mowed. 2. Sod_blocks,squares,strips of turf grass,and adhering soil used for vegetative planting. 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for utility or paving. B If sodding is included as a Bid'Item,measurement will be basedon the units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment.Procedures. C No payment shall be made for sodding of restoration areas disturbed by Contractor outside the limits of construction. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit material sources and product quality information in accordance with this Section. C Submit a certificate stating that fertilizer complies with these specification requirements and the requirements of the Texas Fertilizer Law 07/2006 02922-1 of 4 CITY OF PEARLAND SODDING 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Topsoil. Conform to material requirements of Section 02910—Topsoil. B Bank Sand: Conform to material requirements of Section 02255—Bedding,Backfill, and Embankment Materials. C Fertilizer Available nutrient percentage by weight: 12 percent nitrogen, 4 percent phosphoric acid, and 8 percent potash; or 15 percent nitrogen,5 percent phosphoric acid,and 10 percent potash. D Weed and Insect Treatment: Provide acceptable treatment to protect sod from weed and insect infestation. Submit treatment method to the Engineer for approval. All insect and disease control shall be installed within guidelines set forth by the Structural Pest Control Board of the State of Texas E Water Potable, available on-site through Contractor's water trucks. Do not use private resident's water. 2.02 SOD A Species: Bermuda (Cynodon Dactylon), Buffalo. (Buchloe Dactyloides), or St. Augustine to match,existing or as directed. B Contents: 95 percent permanent grass suitable to climate in which it is to be placed; not more than 5 percent weeds and undesirable grasses, good texture, free from obnoxious grasses,roots,stones and foreign materials. C Size: 12 inch wide strips,uniform in thickness(2 inch minimum with clean-cut edges. D Sod is to be supplied and maintained in a healthy condition as evidenced by the grass being a normal,green color 3.0 EXECUTION 3.01 PREPARATION A Do not start work until conditions are satisfactory Do not start work during inclement or impending inclement weather Perform Sodding only when weather and soil conditions are deemed by Engineer to be suitable for proper placement. 07/2006 02922-2 of 4 CITY OF PEARLAND SODDING B After the areas to receive sod are brought to grade, rake out any foreign organic or inorganic material,including stones,hard clay lumps and other debris. C Level with Bank Sand or Topsoil,as approved by:the Engineer. D Loosen the subgrade by discing or by scarifying to a depth of at least 4 inches. E Place and compact topsoil in accordance with requirements of Section 02910 — Topsoil. Top soil shall be free of.weeds and foreign material immediately before sodding. F Spread 2-inch(±1")layer of Bank Sand over prepared topsoil. G Prior to placing sod,rake areas smooth,free from unsightly variations,bumps,ridges, or depressions,and completely free from stones,hard clay lumps and other debris. H Apply fertilizer at a rate of 25 lbs/1000 SF Apply after raking soil surface and not more than 48 hours prior to laying sod. Mix thoroughly into upper 2 inches of soil. Lightly water to aid in dissipation of fertilizer 3.02 APPLICATION A Lay sod with closely fitted joints leaving no voids and with ends of sod strips staggered. Sod shall be laid within 24 hours of harvesting. ) B After sod is laid,irrigate thoroughly to secure 6-inch minimum penetration into soil below sod. C Tamp and roll sod with approved equipment to eliminate minor irregularities and to form close contact with soil bed immediately after planting and watering. Submit type of tamping and rolling equipment to be used to the Engineer for approval, prior to construction. 3.03 MAINTENANCE A Maintenance Period: 1 Begin maintenance immediately after each section of grass sod is installed and continue for a 30-day period from date of Substantial Completion. 2. Re-sod unacceptable areas. 3. Water,fertilize,control disease and insect pests,mow,edge,replace unacceptable materials,and perform other procedures consistent with good horticultural practice to ensure normal,vigorous and healthy growth. All disease control shall be installed within guidelines set forth by the Structural Pest Control Board of the State of Texas. 4 Notify Engineer 10 days before end of maintenance period for inspection. B Watering: 1 Water lawn areas once a day with minimum 1/2 inch water for the first 3 weeks after area is sodded. 07/2006 02922»3 of 4 CITY OF PEARLAND SODDING 2. After 3-week period,water twice a week with 3/4 inch of water each time unless comparable amount has been provided by rain. 3 Make weekly inspections to determine moisture content of soil unless soil is in frozen condition. 4 Water in the morning to enable soil to absorb maximum amount of water with minimum evaporation. C Mowing: 1 Mow sod at intervals which will keep grass height from exceeding 3-1/2 inches. 2. Set mower blades at 2-1/2 inches. 3. Do not remove more than one-half of grass leaf surface. 4 Sodded areas requiring mowing within 1 month after installation,shall be mowed with a light-weight rotary type mower The sod shall be mowed only when dry and not in a saturated or soft condition. 5 Remove grass clippings during or immediately after mowing. D Fertilizer and Pest Control. 1 Evenly spread fertilizer composite at a rate of 40 pounds per 5,000 square feet or as recommended by manufacturer Fertilizer shall not be placed until 2 weeks after placement of sod. 2. Restore bare or thin areas by topdressing with a mix of 50 percent sharp sand and 50 percent sphagnum peat moss. 3 Apply mixture 1/4 to 1/2 inch thick. 4 Treat areas of heavy weed and insect infestation as recommended by treatment manufacturer. 3.04 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140-Contractor's Use of Premises. 3.05 PROTECTION OF THE WORK A Protect and maintain sod in good condition until 30 days after Substantial Completion. B Replace sod damaged by Contractor's operations at no cost to Owner END OF SECTION 07/2006 02922-4 of 4 CITY OF PEARLAND: LANDSCAPE AND TREE PLANTING SPECIAL PROVISION SPECIAL PROVISION for Section 02931-S LANDSCAPE AND TREE PLANTING 1.03 SUBMITTALS E Root Barrier:Bio Barrier by San Jacinto Environmental(713)957-0909,or approved equal— 19%2"roll 2.02 FERTILIZER A ORGANIC FERTILIZER.uniform in composition,dry and free flowing,in original unopened containers,each bearing the manufacturer's guaranteed analysis.Caked, damaged or otherwise unsuitable fertilizer will not be accepted. 1 For lawns: Microlife 6-2-4 as;provided by San Jacinto Environmental Supplies (713)957-0909(or approved equal); application.broadcast 15 lbs/1,000 sf 2.For ground cover areas and shrub beds: Microlife Ultimate 8-4-6 as provided by San Jacinto Environmental Supplies (713)957-0909(or approved equal); application.40 lbs/1,000 sf mixed 4"—8"into prepared soil mix and/or existing soil. 3.For tree holes: Microlife Ultimate 8-4-6 as provided by San Jacinto Environmental Supplies (713)957-0909(or approved equal); application: 30 lbs/cy prepared soil mix 2.04 CONSTRUCTION MATERIALS C EDGING 1 ' 14 gauge Ryerson,or approved equal,w/pre-fab corners,sloped end sections, and steel stakes 2 omit J Root Barrier:Bio Barrier by San Jacinto Environmental(713)957-0909,or approved equal— 19%s"roll 3.01 Site Preparation G Fertilizer: Reference 2.02-A above 3.02 PREPARATION OF PLANTING SOIL C Approved planting soil: Landscaper Mix-Blend of equal parts compost&screened topsoil,washed sand,and screened composted mulch as provided by Natures Way Resources(936-321-6990)or approved equal. 10/2008 02931-S 1 of 2 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING SPECIAL PROVISION 3.04 PLANTING GRASS A Preparation: also refer to 2.02;A-2 above 3.08 SECOND YEAR TREE MAINTENANCE—ADD ALTERNATE A Maintenance Pruning(MP)is recommended when the primary objective is to maintain or improve tree health and/or structure,and includes HRP For example,to increase air movement in the crown and remove crossing limbs. B Crown Cleaning—shall consist of the selective removal of one or more of the following items: dead,dying or diseased branches,week branches and watersprouts. C Soil Injection Fertilization—Apply Davey Arbor Green PRO 30-10-7,or approved equal, contains high-quality nitrogen,phosphorus and potassium formulated from ureaform and monopotassium phosphate,plus polyamino acid.This will need to be applied in a lxl grid pattern.This application needs to be performed in.February D Annual Crape Myrtle 1 pruning shall be done from mid-December to mid February always prune dead wood.All cuts shall be flushed with the branch collar.a.Crape Myrtles are to be pruned for shape,not drastically pruned back to canes.Remove all sucker growth. 2. All suckers growth should be removed from the trees monthly 3. ,All guide wires need to be carefully inspected each month for adjustment that may need to happen.Remove all Lodge Post after the first year E Mulch Tree Wells-once annually in February to depth of 2" Objective is to cover soil until plants cover the beds areas. Use specified mulch. 10/2008 02931-S 1 of 2 CITY OFPEARLAND LANDSCAPE AND TREE PLANTING ,Section 02931 LANDSCAPE AND TREE PLANTING 1.0 GENERAL 1.01 SECTION INCLUDES A Furnishing all plants and trees, labor, equipment, appliances and materials for landscape and tree planting. Rough and finish grading is part of the landscape work. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 02910—Topsoil 4 Section 02921—Hydromulch Seeding 5 Section 01562—Waste Material Disposal 1.02 MEASUREMENT AND PAYMENT A Measurement for Landscape Planting is on a Lump Sum. B Payment for Tree Planting is on lump sum basis for each tree planted. C Refer to Section 01200—Measurement and Payment Procedures. i 1.03 SUBMITTALS A Make Submittals required by this Section\under the provisions of Section 01350— Submittals. B Submit samples of the plants and grasses to be used for approval prior to installation. Inspection will be done on the project site. C Provide materials from the same source and of the same quality and variety as those inspected and approved. D Soils and/or compost materials must be approved at their source prior to delivery 1.04 REFERENCES A ANSI Z 60.1 -Nursery Stock. B Federal Specification Q-P-166E-Peat,Moss;Peat,Humus; and Peat,Reed-Sedge. 1.05 SCHEDULE A The plant schedule gives quantities, scientific names, common names, sizes, and special remarks. 07/2006 02931-1 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING . B The plant list conforms with Standardized Plant Names,1942,and American Standard for Nursery Stock, 1949,revised January 2, 1969, as prepared by the American Joint Committee on Horticultural Nomenclature and the American Association of Nurserymen,Inc. C In case of discrepancies between the plant list and drawings, the working drawings shall govern. 1.06 DELIVERY AND STORAGE OF MATERIALS A Pack all plant material to provide protection against damage from wind, weather or other possible sources. Tie plants to prevent whipping when shipment is made by truck. B. When shipment is made by rail,pack plants and ventilate cars as required to prevent sweating. C Provide a platform from all B&B root balls over 24 inches in diameter D Store plants on the site as directed. E Spray with anti-transpirant at time of delivery in warm season months. Apply at rates in accordance with manufacturer's recommendations. F Ship trees with Certificates of Inspection as required by governing authorities. Label each tree and shrub with securely attached waterproof tag bearing legible designation of botanical and common name. Do not remove container grown stock from containers before time of planting. G Deliver packaged materials in fully labeled original containers showing weight, analysis and name of manufacturer Protect materials from deterioration during delivery,and while stored at Site. H Materials shall not be pruned prior to installation unless approved by the Engineer in writing. Do not bend or bind-tie trees or shrubs in such a manner as to damage bark, break branches,or destroy natural shape. Use protective covering during delivery 1.07 SUBSTITUTIONS A Substitution of larger size or better grade than specified will be allowed,but with no increase in unit cost. B Substitution of an alternate species may be accepted upon written approval from the Engineer 1.08 ACCEPTANCE AND APPROVAL A There will be no partial acceptance of grasses. 07/2006 02931-2 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING B Upon Contractor's request,final approval will be made within 15 working days of date of notice to the Engineer if contracted work has been satisfactorily completed. C Final approval of grasses will be given when the following conditions are met: l There are no bare spots larger than 9 inches square. 2. The total area of bare spots does not exceed 5 percent of the entire grass area. 1.09 WARRANTY A Provide 1-year warranty on all,plants and grasses. The warranty period Commences after final completion. B Replace plants that fail during the warranty period according to the specifications governing the original plants. C Periodically inspect plants for proper watering and spraying,during warranty period. D Damage caused by natural hazards such as hail,high winds or storm is not covered by the warranty E Plant materials and grasses which die due to normal insects or diseases are included in the warranty F Existing in situ plant material required to be moved on the site will be protected under the warranty. G Contractor shall warrant trees against defects including death,unsatisfactory growth,or loss of shape due to improper pruning,maintenance,or weather conditions,for l year after completion of planting. Contractor shall plumb leaning trees during warranty period. H Remove and replace trees found to be dead during warranty period. Remove and replace trees which are in doubtful condition at end of warranty period,or if approved by the Engineer,extend warranty period for such trees for a full growing season. 1.10 SOIL ANALYSIS A Submit for approval an analysis of all soils obtained from off-site sources prior to delivery B Analysis of existing soil is not required. 1.11 PLANT CERTIFICATES A Submit inspection certificates approved by the Engineer as required by law with the invoice for each shipment or order of stock: 1 Submit certificates to the Engineer for review in ample time to be reviewed and meet installation schedule. 07/2006 0931-3 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 1.12 PROTECTION OF PERSONS AND PROPERTY A Take all reasonable precautions to prevent injury to people and to avoid damage to existing structures,plants and grasses. Keep the area free of hazardous obstructions. B Construct barricades where necessary for the protection of persons and property Mark all barricades with red and white paint and with red reflectors. Erect barricades in the following locations: 1 Areas dangerous to workmen and passersby 2. Along adjoining property that requires protection. 3. Across streets and walks that are temporarily closed or rerouted. 4 Around plants and trees to be protected. C Excavations larger than 1 foot deep and 1 foot wide must be covered when not attended. D Existing trees which may be subject to damage must be protected by fencing or boxing. E During the course of planting operations,protect all installed plants and lawns from damage. If heavy equipment or materials must be moved across lawns,use planks or pontoons to protect the turf Similarly protect walks across which heavy equipment must pass. 1.13 DEFINITIONS A In situ refers to any soil which is existing and in place on the project site at the time landscape work commences. B Establishment period refers to a.period of 45 days after installation during which time 5 percent of the construction costs will be withheld. 1.14 QUALITY ASSURANCE A Landscaper shall be a firm specializing in landscape and planting work. B Do not make substitutions of approved trees unless approved in writing by the Engineer If specified planting material is not obtainable, submit proof of non- availability together with proposal for use of equivalent material. Substitutions of larger size or better grade than specified will be allowed,but with no increase in unit price. 2.0 PRODUCTS 2.01 TOPSOIL A Topsoil. Conform to requirements of Section 02910-Topsoil. B Peat moss, bark, and fertilizer Use material recommended by nursery for establishment of healthy stock after replanting. Moss shall conform to requirements of Federal Specification Q-P-166E. 07/2006 02931 -4 of 15 CITY OF PEARLAND LANDSCAPE AND:TREE PLANTING 2.02 FERTILIZER A Provide an inorganic commercial fertilizer which is uniform in composition,dry and free flowing, in original unopened containers, each bearing the manufacturer's guaranteed analysis. Caked, damaged or otherwise unsuitable fertilizer will not be accepted. 1 For lawns: 12-24-12. 2. For ground cover areas,shrub beds and tree holes: 20-10-5 2.03 ADDITIVES A Adjustment of pH. For topsoil to attain the specified pH level,furnish raw,ground agricultural limestone containing not less than 85 percent calcium carbonate of which 50 percent will pass through a 100-mesh sieve and 90 percent through a 70-mesh sieve. Wait 2 months after planting before application of fertilizer 1 following table is a guideline to establish the pounds of limestone needed per 1000 square feet of turf: LIMESTONE NEEDED PER 1000 SQUARE FEET SOIL PH SANDS,LOAMY SANDS SANDY LOAM CLAY LOAM,CLAY >6.0 0 0 0 5.1 -6.0 50 75 100 ; <5.0 100 125 175 B Humus. Provide a rich humus material free of sticks, stones,weedy roots, or other foreign matter Humus must.have ample water holding capacity and plant food retention. Use a humus with a dark brown to black color. C Dressing Mulch. Provide pine or redwood bark that is evenly shredded,consisting of 90 percent organic matter,brown in color, and free of harmful minerals. Maximum particle size not to exceed 3 inches in diameter D Sharp Sand. Obtain clean sharp sand of hard durable grains,free from dirt, organic matter or other impurities. Use sand with a grade between 0.05 mm and 2 mm. E Concrete Gravel. Provide clean,crushed stone consisting of hard,durable,uncoated particles free from injurious amounts of soft friable, thin or laminated pieces. Use gravel which conforms to ASTM C 33 The sieve size will be 3/4 inch, 90 to 100 percent passing. 2.04 CONSTRUCTION MATERIALS A Tree Guys: 1 Guy Wires. Use•10-gauge galvanized annealed iron wire. 2. Hose will be 2-ply, fiber-reinforced dull green rubber at least 3/4-inch diameter. 07/2006 02931-5 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 3. Turnbuckles will be galvanized,with a 3-inch minimum lengthwise opening and fitted with screw eyes. B Stakes: 1 For use in identifying tree and shrub locations. a. Use 1-inch x.2-inch pine,or equivalent, 18 inches long. b. Use waterproof marker for identification. 2. Where applicable for anchoring trees,use wood deadmen of at least 2 inches x 4 inches stock,36 inches long and buried 3 feet. 3. For supporting guyed trees, use stakes that are of at least 2 inches x 4 inches stock,36 inches long. Notch stakes for guy wires 2 inches from the top. 4 Use tree stakes that are of sound and durable quality capable of withstanding aboveground and underground conditions either "T" Post or Treated Lodge Poles. C Edging: 1 Provide 1/2-inch x 4 inches,Cypress or Treated Lumber headerboard. 2. Provide 1 inch x 2 inches x 12 inches,Cypress or Treated Lumber stakes. D Cloth for Balling Trees. Use burlap of jute weighing at least 7.2 ounces per square yard. Secure balled plants with 2-ply twine made of jute. E Paper for Wrapping Trees. Use first quality, 4-inch-wide bituminous impregnated tape, corrugated or crepe paper, specifically manufactured for tree wrapping and having qualities to resist insect infestation. F Materials for Flagging Trees: 1 Mark guyed trees with surveyors white plastic tape. 2. Use surveyors plastic tape for marking as follows. a. Red to be removed. b. Yellow to be transplanted. c. Green to remain. d. Blue to identify special handling. G Labels. Legibly label plants with durable labels that identify the plant by scientific and common name. Use waterproof ink. H Tree Seal. All pruning cuts,bruises,or scars over 3/4 inch in diameter on trees will be treated with a commercial tree wound dressing. I Polyethylene. Use virgin base,resin blended polyethylene sheeting with carbon black concentrate of 2.5 percent. 2.05 SPRAYS A Sterilization. 1 Use approved solution of Dyclomec 4G,or equal,for areas to be planted. 2. Use Pramitol,or equal,for areas to be paved. 07/2006 02931-6 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING B Herbicides: 1 Use an approved systemic non-selective,post emergent herbicide on specified areas to kill all vegetation. 2. Use Confront,or equal,for general control of broadleaf weeds in lawns. 3 Use Preemerg,Eptam,Dryclomec,or equal for ground cover 4 Use an approved pre-emergent to control seed germination in specified areas. C Antitranspirant: 1 Use approved antitranspirant for all plant material that is stored and/or heeled- in on the site. 2. Use approved antitranspirant on all planted trees and shrubs. { D Root Stimulant: Use approved root stimulant on all newly planted trees,shrubs,vines and/or groutid cover areas. 2.06 PLANT CHARACTERISTICS A Provide plants which are true to type and name,and typical of their species or variety Plants must have a normal, well-developed branch structure, with a vigorous root system, and must be generally sound and:healthy Use plants which are free from defects,including: 1 Disfiguring knots. 2. Sun scald. 3. Injuries. 4 Bark abrasions. ' 5. Plant diseases. 6. Insect eggs. 7 Borers. 8. Infestations. B Select well-formed plant balanced between height and spread typical of the species or variety with branches in normal position. Heading back plants to meet size limits will not be permitted. C 'Unless otherwise specified, all plants will be nursery grown and at least twice transplanted. Use plants which have been growing under similar climatic conditions to those of the project for at least 2 years prior to the date of the contract. Recently stepped-up plants will not be acceptable. All B&B or bare root plants must be freshly dug;heeled-in or cold storage plants will not be accepted. D Balled,bare root,and container-grown plants will conform to the definitions given in American Standards for Nursery Stock. E No tree will be accepted which has had leaders cut or damaged,or which has a thin, weak trunk and/or poorly fortned•tops. F Regardless of sample selection,a plant may be rejected at the site by the Engineer. 07/2006 02931-7 of 15 5 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 2.07 NURSERY STOCK A Deciduous Trees. Provide trees which are straight and symmetrical and have a persistently preferred main leader The crown must be in good overall proportion to the entire height of the tree. Where a clump is specified,a plant having a minimum of three stems originating from a common base at the ground line will be furnish. Measure trees by average caliper of trunk. 1 For trees up to 4 inches in diameter,measure caliper 6 inches above ground. 2. For trunks larger than 4 inches,measure caliper 12 inches above ground. B Evergreen Trees. Form of the top will be typical of the species and not unnaturally sheared or color-treated. Measure by average caliper. Caliper will be taken 6 inches above the ground on trees up to 4 inches in diameter and 12 inches above the ground on trees larger than 4 inches. C Vines and Ground Cover Provide plants which are container-grown for sufficient time to ensure adequate root growth to hold the soil in place and retain the original shape when removed from the container. 2:08 FIELD-COLLECTED PLANTS A Field-collected plants must be grown in favorable locations that ensure fibrous roots and vigorous growth. Such plants will be selected on site by the Landscape architect. B Provide balls at least 1/3 greater in diameter than those specified for nursery stock. C If dug in dormant season and bare root is acceptable,the spread of roots must be at least 1/3 greater than the spread of roots for bare root nursery stock. 2.09 SEED A Seasonal Limitations: 1 Bermuda: a. Hulled seeds may be planted between October and March. b. Unhulled seeds may be planted between April and September 2. Rye: a. Plant between October and February Bermuda. Provide common Bermuda seed that is extra-fancy, treated, lawn type. Deliver in original,unopened container showing weight,analysis,name of vendor and germination test results. Wet,moldy,or otherwise damaged seed will not be accepted. C Rye. Deliver annual Winter Rye seed in original unopened containers. Seed must be fresh,,clean, and mixed in labeled proportions. As tested,minimum percentages of impurities and germination must be labeled. 2.10 HYDROMULCH A Provide hydromulch seeding as noted in Section 02921 —Hydromulch Seeding. 07/2006 02931 -8 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 2.11 GRASS A ,. Obtain certified sod from an approved source. B Provide material which is true to type and name,and is typical of the species or variety C Delivery. 1 Identify and tag sods with correct scientific and common name for each species. 2. Do not deliver more sods than can be planted within 8 hours. 3 Transport and deliver sods in/on pallets. 4 Protect sods against dehydration, overheating or contamination during transportation and delivery 5. Cover unplanted sods with moistened burlap to prevent dehydration or overheating while awaiting installation. 6. Sods must be harvested within 12 hours of planting and arrive at the project site in a moist condition. D Products: 1 Material to be uniform in color,leaf texture and density 2. Material to be graded No. 1,or better 3 Uniform mowed height at time of harvesting material. 1-1/2 inches. 4 Inspected and certified free of diseases,nematodes,and undesirable insects by authorized representative of State Department of Agriculture. 5 Material will not be acceptable if it contains any quack grass,Johnson grass, poison ivy,nut grass,thistle,common bent grass,wild garlic,morning glory, perennial sorrell,or brome grass. 6. Turf will be considered weed free when found to contain less than 1 percent of dandelion,jimson weed,mustard,chickweed,per 100 square feet. 2.12 TREES A Provide container grown trees which are straight and symmetrical and have a persistently preferred main leader The crown shall be in good overall proportion to the entire height of tree with branching configuration as recommended by ANSI Z60.1 for type and species specified. Where a clump is specified,a plant having a minimum of three stems originating from a common base at the ground line shall be furnished. Measure trees by average caliper of trunk as follows: 1 For trunks up to 4 inches or less in diameter,measure caliper 6 inches above top of root ball. 2. For trunks more than 4 inches, measure caliper 12 inches above top of root ball. 3 Caliper measurements shall be by diameter tape measure. Indicated calipers on plans are minimum. Averaging of plant calibers will not be allowed. B Trees shall conform to following requirements. 1 Healthy,vigorous stock,grown in a recognized nursery 07/2006 02931-9 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 2. Free of disease,insects, eggs, larvae; and free of defects such as knots, sun- scald,injuries,abrasions,disfigurement,or borers and infestations. 2.13 WATER A Water shall be potable from municipal water supplies. 2.14 SOURCE QUALITY CONTROL A Notify Engineer,prior to installation,of location where trees that have been selected for planting may be inspected. Plant material will be inspected for compliance with following requirements. 1 Genus,species,variety,size and quality 2. Size and condition of balls and root systems, insects, injuries and latent defects. 2.15 WORK CONDITIONS A Site Availability Begin no landscape work where conflicting site work is incomplete or as otherwise directed by the Engineer. B Weather Restrictions. Stop all work during inclement weather such as drought,high winds, excessive rain, extreme heat, cold, or freeze. Obtain authorization before resuming work. 2.16 PLANTING PROCEDURES A Temporary Nursery A temporary nursery may be used to store plants,but no more than 5 days before planting. Keep plants well watered and protected. 1 Immediately upon delivery, heel-in balled and burlapped (B&B) plants and spray all plants with an antitranspirant. Apply spray from top to bottom. Thoroughly cover plants,but not to the point of run-off. Spray block units and not individual plants. Use a low-pressure,fine-mist applicator Spray at rates recommended in the manufacturer's directions. 2. Handle all balled and burlapped plants by the ball only 3 Upon delivery,immediately heel-in bare root plants. Open bundles, separate plants, set roots in trenches, and cover with topsoil. Water plants with an approved root stimulant containing vitamin B 4 Handle container plants by the container 5 Handle ground cover plants in flats. Pack flats tightly together and sprinkle plants everyday 6. Special plants so designated must be kept in an approved enclosure or planted the day of delivery 7 Store soils and additives on approved platforms. B Digging and Handling: 1 The actual planting operation must proceed without delay and in a manner to avoid undue drying of the in-situ soil or roots because of exposure to air and sun. Keep an ample supply of sawdust available to cover the roots of B&B 07/2006 02931 - 10 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING stock arriving from the storage nursery Keep the roots well covered and moist until the plants can be placed in the final location and permanently planted. 2. Handle all plant stock with care to prevent injuries to the trunk,branches and roots. 3. Dig bare root plants when fully dormant. Keep all of the root system intact;do not prune the root system. However, any roots that are broken, crushed, or bruised must be cleanly cut back to sound wood. Make the cut on an angle so that the exposed end faces downward. Seal any cut root exceeding 3/4 inch in diameter with an approved tree wound dressing. 4 Balled and burlapped plants must have the root system encased in a firm,solid ball of natural earth,wrapped in burlap and tightly bound. Each ball must be of sufficient size to encompass all the fibrous feeding roots and not smaller than required by American Standards for Nursery Stock. The ball must remain firm and compact throughout the planting operations. 3.0 EXECUTION 3.01 SITE PREPARATION A Schedule work so that planting can proceed rapidly as portions of site become available. Plant trees after final grades are established and prior to planting of lawns, unless otherwise approved by Engineer in writing. If planting of trees occurs after seeding work,protect lawn areas and promptly repair damage to lawns resulting from tree planting operations. B Layout individual trees at locations shown on Drawings. In case of conflicts, notify Engineer before proceeding with Work. Trees shall be staked and approved by Engineer prior to planting. C Existing Trees: 1 Protection: Protect tops,trunks and roots of trees to remain on the site. Before starting work, box, fence or otherwise protect trees subject to construction damage. Remove boxing when directed. Permit no stockpiles of heavy equipment within the branch spread of trees. 2. Removal: Remove trees marked for removal. Do not remove any tree without proper authorization. Stumps Within 36 inches of final grade must also be removed. 3 Pruning and Surgery- Cut and trim trees only as directed;do not cut any tree without proper authorization. Trim existing trees of dead or diseased limbs. Cut limbs close to the trunk. Cover cuts over 3/4 inch in diameter with an approved tree would dressing. D Grading Around Trees. As required,fill or grade within the branch spread of trees to remain,observing the following requirements. 1 For trenching beneath trees, tunnel under the tree roots with careful hand digging. Where possible,avoid cutting or injuring roots. 2. Do not raise or lower the grade around an existing tree in any way unless so directed. 07/2006 02931- 11 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING E Placing Topsoil. 1 Disk,drag,harrow,or handrake subgrade. Scarify the subgrade to a depth of 1- 1/2 inches. Before placing topsoil, rake the subsoil surface clear of stones, wood,rubbish and other debris. Place no topsoil until the subgrade preparation has been approved. 2. Spread,rake,and compact topsoil to form a layer with a minimum depth of 4 inches in lawn areas and 6 inches in shrub areas. Place topsoil to conform to finished gradients as shown on the grading plan. 3 Remove spilled topsoil from curbs, gutters,and,paved areas and dispose of excess topsoil in accordance with requirements of Section 01562 —Waste Material Disposal. F In Situ Soil Preparation. 1 Cross-till in two directions all existing soil in designated areas to be planted,as follows: a. In lawn areas to a minimum depth of 6 inches. b. In shrub areas to a minimum depth of 10 inches. 2. Evenly broadcast fertilizers and soil additives and thoroughly work into soil. a. Smooth all tilled and amended areas to establish a rough.gradient. b. Deeply irrigate all tilled and amended areas to thoroughly wet soil particles and promote settlement. c. After a settlement period of not less than 5 days,and before proceeding with any planting, smooth and rake as necessary to establish finish gradient as required. 3 In all areas which have been utilized for parking,storage or construction lots and/or where heavy equipment has been used,cross-rip the entire compacted areas in two directions to a depth of 10 inches before tilling and amending the soil as specified. A heavy float or drag harrow should be used to smooth all surface areas. a. Verify location of all underground utilities before ripping. b. Ripping teeth should not be set at more than 10-inch spacing. G Fertilizer Evenly broadcast and work fertilizer into soil at the following rates: 1 Lawns: 1-1/2 N pounds per 1000 square feet. 2. Ground Cover,Shrub,and Tree Areas: 1-1/2 N pounds per 1000 square feet. H Additives: 1 Humus. Evenly broadcast and work into in situ soil at a rate of 1 cubic yard per 200 square feet. 2. Sharp Sand. Evenly broadcast and work into in situ soil at a rate of 1 cubic yard per 200 square feet. 3 Concrete Gravel. Utilize as a drainage course as shown on construction drawings. 3.02 PREPARATION OF PLANTING SOIL A Before mixing, clean topsoil of roots, plants, sod, stones, clay lumps, and other extraneous materials harmful or toxic to plant growth. 07/2006 02931-12 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING B Strip and utilize 4-inch layer of top soil,placed on esplanades under Section 02921— Hydromulch Seeding,for planting soil mixture. C Mix recommended soil amendments with topsoil at following rates: 1 Top soil. 50 percent. 2. Peat moss: 25 percent. 3. Well rotted Bark: 25 percent. 4 Fertilizer Rate recommended by nursery D Delay mixing of fertilizer if planting will not follow placing of planting soil within 48 hours,unless otherwise directed. E Incorporate amendments into the soil as a part of the soil preparation process prior to fine grading,fertilizing,and planting. Broadcast or spread amendments evenly at the specified rate over the planting area. Thoroughly incorporate amendments into the top 3 or 4 inches of soil until amendments are pulverized and have become a homogeneous layer of topsoil ready for planting. 3.03 PLANTING A Excavate pits, beds, or trenches with vertical sides and with bottom of excavation raised a minimum of,6 inches at center for proper drainage. Provide following minimum widths. 1 15-gallon containers or larger,2 feet wider than diameter of root ball. 2. 1-and 5-gallon containers,6 inches wider than diameter of root ball. B' When conditions detrimental to plant growth are encountered,such as unsatisfactory soil, obstructions, or adverse drainage conditions, notify the Engineer of such conditions before planting. C Deliver trees after preparations for planting have been completed and plant immediately If planting is delayed more than 6 hours after deliver, set trees and shrubs in shade,.protect from weather and mechanical damage,and keep roots moist by covering with mulch, burlap, or other acceptable means of retaining moisture, and water as needed. D Set root ball on undisturbed soil in center of pit or trench and plumb plant. Place plants at such a level that,after settlement,a natural relationship of plant crown with ground surface will be established. E When set,place additional backfill around base and sides of ball,and work each layer to settle backfill and eliminate voids and air pockets. When excavation is approximately 2/3 full,water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed. F Dish top of backfill to allow for mulching. Mulch pits, trenches and planted areas. Provide not less than 4-inch thickness of mulch,work into top of backfill,and finish level with adjacent finish grades. Cover entire root ball. 07/2006 02931-13 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING G Prune, thin out and shape trees in accordance with standard horticultural practice. Prune trees to retain required height and spread. Unless otherwise directed in writing, do not cut tree leaders, and remove only injured and dead branches from flowering trees. Remove and replace excessively pruned or misformed stock resulting from improper pruning. H Inspect tree trunks for injury, improper pruning and insect infestation and take corrective measures. I Guy and stake trees immediately after planting. J Control dust caused by planting operations. Dampen surfaces as required. Comply with pollution control regulations of governing authorities. 3.04 PLANTING GRASS A Preparation. Prepare imported topsoil and/or in situ soil. Hand rake to remove all sticks, stones and clods larger than 1 inch. Apply the final grade but do not mechanically compact the soil. B Seed. 1 Evenly broadcast seed specified in 2.09 at the following rates. a. Bermuda. 1 pound per 1000 square feet b. Rye: 6 pounds per 1,000 square feet 2. Roll the entire seeded.area in two directions with a dry/weighted roller 3. Evenly top dress the entire seeded area with an approved sterilized commercial steer manure. Apply at 2 cubic feet per 100 square feet. 4 Lightly but thoroughly sprinkle the entire seeded area with water after top dress application. C Sod: 1 Use Bermuda,Buffalo,or St.Augustine sod in accordance with 2.11A. 2. Prepare soil in accordance with 3.03 3. Apply eptam (or approved equal) to all areas to be sodded. Follow manufacturer's recommended rates and apply during soil preparation period. 4 Lay sod in a running bond pattern. Pieces should be consistently cut with joints tightly butted together. Water the in-place sod liberally and roll it in two direction with a heavy roller Areas not level due to fluctuations in the sod depth should be covered and leveled with a 50/50 mix of sharp sand and topsoil. Fertilize in 6 weeks as directed by landscape Architect. 3.05 FIELD QUALITY CONTROL A The Engineer may reject unsatisfactory or defective material at anytime during progress of Work. Contractor shall remove rejected trees immediately from site and replace with specified materials. Plant material not installed in accordance with these Specifications will be rejected. 07/2006 02931-14 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING B An inspection to determine final acceptance will be conducted by the Engineer at the end of the 12 month maintenance period. Additional inspections will be conducted for extended warranty periods provided for in paragraph 1.07B. 3.06 CLEANING AND MAINTENANCE A Contractor shall maintain trees during planting operations and for a period of 12 months after completion of planting. B Water trees to full depth a minimum of once each week,or as required to maintain a healthy vigorous growth. C Prune,cultivate,and weed as required for healthy growth. Restore planting saucers. Tighten and repair stake and guy supports,and reset trees and shrubs to proper grades or vertical position as required. Restore or replace damaged wrappings. Spray as required to keep trees and shrubs free of insects and disease. 3.07 PROTECTION OF THE WORK A During planting work,keep pavements clean and work area in an orderly condition. B Protect planting work and materials from damage due to planting operations. Maintain protection during installation and maintenance period. Treat, repair, or replace damaged planting work as directed by the Engineer C Dispose of excess soil and waste in accordance with requirements of Section 01562— Waste Material Disposal.On-site burning of combustible cleared materials will not be permitted. END OF SECTION 07/2006 02931 -15 of 15 CITY OF PEARLAND PAVEMENT REPAIR Section 02980 PAVEMENT REPAIR 1.0 GENERAL 1.01 SECTION INCLUDES A Repairing streets,highways,driveways,sidewalks,and other pavements that have been cut,broken,or otherwise damaged during construction. B Repairing areas of failed paving in preparation for resurfacing. C References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01500—Temporary Facilities and Controls 4 Section 02335—Subgrade 5. Section 02710—Base Course for Pavement 6. Section 02330—Embankment 7 Section 01140—Contractor's Use of Premises 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for pavement repair under this section. Include cost in Bid Items for which this Work is a component. B If pavement repair is included as a Bid Item,measurement is on a square yard basis. as follows: 1 Trench width plus 48 inches for utilities. 2. Trench width plus 10 feet for structures. 3. As marked in field for failed paving. C If provisions of this Section, 3.O1D, require the limits of pavement repairs to be increased,then the payment limits shall be increased to the same extent. D No payment will be made for work outside payment limits, in areas that are not specifically called out as pay items and are incidental to the work or in areas removed for Contractor's convenience. E Refer to Section 01200-Measurement and Payment Procedures. 1.03 SUBMITTALS A Make submittals required by this section under the provisions of Section 01350— Submittals. 05/2008 02980-1 of 3 CITY OF PEARLAND PAVEMENT REPAIR 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Provide materials of the same character as existing materials encountered in a cross section of the area to be repaired,or as approved by the Engineer B Subgrade: Provide on site soil stabilized with lime,lime fly ash,etc.,as required by the testing laboratory under the provisions of Section 02335—Subgrade. C Base: Provide new base material as required by applicable portions of Section 02710— Base Course for Pavement. D Pavement: Provide new paving materials as required by Technical Specifications of applicable surface course treatments. 3.0 EXECUTION 3.01 EXAMINATION A Verify backfill is complete before repairing pavement over installed utilities or structures. B Verify remaining subgrade is ready to support imposed loads before repairing areas of failed paving. 3.02 PREPARATION A For installation of utilities and utility appurtenances, saw cut and remove pavement (including base material for asphalt paving)24 inches beyond the width of excavation, unless otherwise indicated on Plans. B For installation of structures,saw cut and remove pavement(including base material for asphalt paving)5 feet beyond the width of excavation,unless otherwise indicated on Plans. C For repair of areas of failed paving, saw cut and remove pavement (including base material for asphalt paving) where indicated in the field or as directed by Engineer Remove subgrade that is soft and yielding,or to depth as,directed by Engineer D If removed pavement is greater than one-half of pavement lane width, or within 18 inches of a longitudinal joint, on concrete pavement,replace pavement for full lane width or to nearest longitudinal joint as approved by the Engineer 05/2008 02980-2 of 3 CITY OF PEARLAND PAVEMENT REPAIR E Protect edges of existing pavement to remain from damage during removals, utility placement,backfill,and paving operations. For concrete pavement,leave and protect minimum of 18 inches of undisturbed subgrade on each side of trench to support replacement slab. 3.03 EXAMINATION : A Verify backfill is complete before repairing pavement over installed utilities or structures. B Verify remaining subgrade is ready to support imposed loads before repairing areas of failed paving. 3.04 INSTALLATION A Replace subgrade with material specified in this Section,2.01B Place and compact under the provisions of Section 02330—Embankment for areas under future paving to match lines and grade of surrounding subgrade. B Replace base course with material specified in this Section,2.01C. Place and compact under the provisions of Section 02710—Base Course for Pavement to match lines and grade of surrounding base course. C Replace pavement with material specified in this Section,2.01D,and according to the Technical Specifications of the particular surface course treatment so that a smooth, hard, well cemented surface, conforming to the lines and grade of the surround' pavement is secured D For concrete pavement, install size and length of reinforcing steel and pavement thickness indicated on Plans. Place types and spacing of joints to match existing or as indicated on Plans. E Where existing pavement consists of concrete pavement with asphaltic surfacing, resurface with minimum 2-inch depth asphaltic pavement. F Repair state highway crossings in accordance with highway department permit and within 1 week after utility work is installed. 3.05 CLEAN-UP AND RESTORATION A Perform clean-up'and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. 3.06 PROTECTION OF THE WORK A Protect and maintain all pavement in good condition until completion of Work. B Replace pavement damaged by Contractor's operations at no cost to Owner END OF SECTION 05/2008 02980-3 of 3 CITY OF PEARLAND BLAST CLEANING OF PAVEMENT Section.02981 BLAST CLEANING OF PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Removal of existing pavement markings. B Preparation of pavement surfaces for new pavement markings. C References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 1.02 MEASUREMENT AND PAYMENT A Measurement for blast cleaning of lines is on a linear foot basis for each width, measured and complete in place. B Measurement for blast cleaning of symbols and legends is on a square foot basis, measured and complete in place. C Payment includes all labor and materials required to complete blast cleaning where indicated on Plans. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit description and characteristics of proposed blasting medium and equipment for approval. 2.0 PRODUCTS 2.01 MATERIALS A Blasting Media:Approved quality commercial product capable of producing specified surface cleanliness without deposition of deleterious materials on cleaned pavement surface. Do not use high silica content sand that may result in high levels of free crystalline silica dust particles as a blasting agent. 2.02 EQUIPMENT A Equipment shall be power driven and of sufficient capacity to clean the pavement surface to specified cleanliness. Equipment shall utilize moisture and oil traps of 07/2006 02981 - 1 of 2 CITY OF PEARLAND BLAST CLEANING OF PAVEMENT sufficient capacity to remove contaminants from the air and prevent deposition of moisture,oil or other contaminants on the pavement surface. 3.0 EXECUTION 3.01 REMOVAL OF EXISTING MARKINGS A Remove pavement markings where necessary to prevent driver confusion,or where indicated on drawings. Included are areas where it will be necessary for drivers to cross existing markings which they would not normally cross. Remove or obliterate markings to the satisfaction of the Engineer. Do not damage pavement surface. 3.02 CLEANING FOR PLACEMENT OF MARKERS A Remove old pavement markings,loose material,and other contaminants deleterious to the adhesion of new pavement markings to be placed. On Portland cement concrete pavement, minimize over-blasting to prevent damage to pavement surface. Small particles of tightly adhering existing pavement markings may remain if complete removal will result in pavement surface damage. B Follow manufacturer's written instructions for proper cleaning of pavement surfaces to receive pavement marking. END OF SECTION 07/2006 02981-2 of 2 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 3 TECHNICAL SPECIFICATIONS DIVISION 3 CONCRETE 07/2006 CITY OF PEARLAND CAST-IN-PLACE CONCRETE Section 03300 CAST-IN-PLACE CONCRETE 1.0 GENERAL 1.01 SECTION INCLUDES A Cast-in-place concrete building frame members,floors,shear walls,foundation walls, and supported slabs,vaults,manholes and wet wells. B Cast-in-place concrete work for utility construction or rehabilitation,such as slabs on grade,small vaults,site-cast bases for precast units,cast-in-place manholes,including headwalls and miscellaneous small structures. C Floors and slabs on grade. D Concrete seal slabs. E Control,and expansion and contraction joint devices associated with concrete work, including joint sealants. F Design,construction,erection,and removal of structural concrete formwork. G Equipment pads,light pole base,thrust blocks. H References to Technical Specifications: 1 Section 01200-Measurement and Payment 2. Section 01350-Submittals 3. Section 01310=Coordination and Meetings 4 Section 03600-Structural Grout 5 Section 03310-Structural Concrete 6. Section 03100—Concrete Formwork 7 Section 01440—Inspection Services 8. Section 01460—Testing Laboratory Services I Reference Standards. 1 American Concrete Institute(ACI) 2. American Society for Testing and Materials (ASTM) 3 Concrete Reinforcing Steel Institute(CRSI) 4 American Welding Society(AWS) 5 Wire Reinforcement Institute(WRI) 6. Encyclopedia of Industrial Chemical Analysis 1.02 UNIT PRICES A Measurement for cast-in-place concrete is on lump-sum basis for each aforementioned item as bid. Payment includes related work performed on these items in accordance with related sections of these Technical Specifications. 07/2006 03300-1 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE B Measurement for extra cast-in-place concrete is on cubic-yard basis. Payment includes related work performed in accordance with related sections. C Refer to Section 01200-Measurement and Payment for unit price procedures. 1.03 DEFINITIONS A Hot Weather Any combination of high air temperature, low relative humidity and wind velocity tending to impair quality of fresh or hardened concrete or otherwise resulting in abnormal properties. B Cold Weather Period when,for more than 2 successive days,mean daily temperature is below 40 degrees F 1.04 SUBMITTALS A Submittals shall conform to the requirements of Section 01350—Submittals. B Shop Drawings: 1 Submit Shop Drawings detailing reinforcement fabrication,bar replacement location, splices, spacing, bar designation, bar type, length, size, bending, number of bars,bar support type, and other pertinent information, including dimensions. Provide sufficient detail for placement of reinforcement without use of Plans. Information shall correspond directly to data listed on bill of materials. 2. Use of reproductions of Plans by Contractor,Subcontractor,erector,fabricator or material supplier in preparation of Shop Drawings(or in lieu of preparation of Shop Drawings) signifies acceptance by that party of information shown thereon as correct,and acceptance of obligation to pay for any job expense,real or implied,arising due to errors that may occur thereon. Remove references to Design Engineer, including seals, when reproductions of Plans are used as Shop Drawings. 3 Detail Shop Drawings in accordance with ACI 315,Figure 6. 4 Submit Shop Drawings showing location of proposed additional construction joints,and obtain approval of the Engineer,prior to submitting reinforcing steel Shop Drawings. C Bill of Materials: Submit with Shop Drawings. D Product Data: 1 Mechanical Bar Splices:Submit manufacturer's technical literature,including specifications and installation instructions. 2. Epoxy grout proposed for anchoring reinforcing dowels to hardened concrete: Submit manufacturer's technical literature including recommended installation procedures. 3. Provide data on joint devices,attachment accessories and admixtures. E Certificates: 07/2006 03300-2 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 1 Submit steel manufacturer's certificates of mill tests giving properties of steel proposed for use. List of manufacturer's test number,heat number,chemical analysis,yield point,tensile strength,and percentage of elongation. Identify proposed location of steel in work. 2. Foreign-manufactured reinforcing bars shall be tested for conformance to ASTM requirements by a certified independent testing laboratory located in United States. Certification from any other source is not acceptable. Submit test reports for review Do not begin fabrication of reinforcement until material has been approved. 1.05 PROJECT RECORD DOCUMENTS A Submit under provisions of Section 01350-Submittals. B Accurately record actual locations of embedded utilities and components which are concealed from view 1.06 QUALITY ASSURANCE A Perform Work in accordance with ACI 301-99:Specifications for Structural Concrete- IP B Acquire cement and aggregate from same source for all work. C Conform appropriately to ACI 305R-99:Hot Weather Concreting or ACI 306R.1- 90:Standard Specification for Cold Weather Concreting. 1.07 COORDINATION A Coordinate Work under provisions of Section 01310—Coordination and Meetings. B Coordinate the placement of joint devices with erection of concrete formwork and placement of form accessories. 2.0 -PRODUCTS 2.01 CONCRETE MATERIALS A Cement: ASTM - C150, Type I- Normal Portland Type II - Moderate Sulphate resistance Portland type. B Fine and Coarse Aggregates: ASTM-C33. C Use coarse limestone aggregate and crushed limestone for fine aggregate. The product of concrete alkalinity(A,as equivalent calcium carbonate)times the thickness of cover over the reinforcing steel(Z,in inches)shall not be less than 0.54,i.e.concrete shall have an AZ factor greater than or equal to 0.54 Provide a minimum concrete cover of 2"over reinforcing steel on the inside of the structures. D Water Clean and not detrimental to concrete. 07/2006 03300-3 of 33 CITY OF P EARLAND CAST-IN-PLACE CONCRETE 2.02 ADMIXTURES A Air Entrainment: ASTM-C260. B Chemical: ASTM-C494,Type A-Water Reducing Type D-Water Reducing and Retarding Type E-Water Reducing and Accelerating admixture. 2.03 ACCESSORIES A Bonding.Agent: Two component modified epoxy resin. B Vapor Barrier 6 mil clear polyethylene film type recommended for below grade application. C Non-Shrink Grout: Premixed compound consisting of non-metallic aggregate,cement, water reducing and plasticizing agents;capable of developing minimum compressive strength of 2,400 psi in 48 hours and 7,000 psi in 28 days. 2.04 JOINT DEVICES AND FILLER MATERIALS A Joint Filler Type C: ASTM -D1752;Premolded sponge rubber,fully compressible with recovery rate of minimum 95 percent. B Sealant:ASTM-D1190;synthetic rubber 2.05 CONCRETE MIX A Mix and deliver concrete in accordance with ASTM - C94, Alternative No. 3 A .minimum of 5 75 bags of cement per cubic yard of concrete shall be used. For Concrete in Contact with sewage use Portland Type II,ASTM-C 150,Cement. B Provide concrete to the following criteria: 1 Compressive Strength 7 days: 2400 psi 2. Compressive Strength 28 days. 4000 psi 3 Slump: 3 to 4 inches for concrete cast against earth in slabs and footings and where used as a topping. 5 to 6 inches for concrete in supported slabs,beams, columns and walls. 4 Maximum Water/Cement Ratio. 0.50. C Use accelerating admixtures in cold weather only when approved by Engineer. Use of admixtures will not relax cold weather placement requirements. D Use set retarding admixtures during hot weather only when approved by Engineer E Add air entraining agent to normal weight concrete mix for work exposed to temperature lower than 40 degrees F Air content shall be 3 percent maximum for concrete with trowel finished surfaces and 3-5 percent for other concrete. 07/2006 03300-4 of 33 CITY OF PEARLAND ' CAST-IN-PLACE CONCRETE 2.06 FORM MATERIAL A Smooth Forms: New plywood, metal, plastic, tempered concrete-form hardboard, dressed lumber faced with plywood or lining,or metal-framed plywood-faced panel material,to provide continuous,straight,smooth surfaces. Form material shall be free of raised grain,torn surfaces, worn edges, patches, dents or other defects. Furnish material in largest practical sizes to minimize number of joints and,when indicated on Plans,conform to joint system indicated. Form material shall have sufficient strength and thickness to withstand pressure of newly placed concrete without bow or deflection. B Rough Forms. Plywood,metal,dressed or undressed lumber free of knots,splits or other defects,or other material acceptable to the Engineer of sufficient strength and thickness to withstand pressure of newly placed concrete without bow or deflection. C Plywood: Conform to PS 1,Class 1 D Lumber Conform to PS 20. E Edge Forms and Intermediate Screed Strips: Type and strength compatible with the screed equipment and methods used. F Plastic Forms: One-piece forms for domes,beams and pan joists. Single lengths for columns not exceeding height of 7'-6" For columns over 7'-6",use 7'-6"sections and filler sections as needed. To facilitate removal of pan joist forms,taper sides 1 inch per foot. G Metal Pan Joist Forms. Removable type;fabricated of minimum 14-gage steel, one piece between end closures. Adjustable forms not allowed. Taper sides 1 inch per foot to facilitate removal. H Earth Cuts for Forms: 1 Use earth cuts for forming unexposed sides,of grade beams cast monolithically with slabs on grade. 2. Where sides of excavations are stable enough to prevent caving or sloughing, following surfaces may be cast against neat-cut excavations: a. Sides of footings. b. Inside face of perimeter grade beams not monolithic with slab on grade. When inside face is cast against earth,increase beam width indicated on Plans by 1 inch. c. Both faces of interior grade beams not monolithic with slab on grade. When grade beam is cast against earth,increase beam width indicated on Plans by 2 inches. I Corrugated Fiberboard Carton Forms: 1 Corrugated fiberboard carton forms, when called for,are intended to form a void space beneath pile-supported and pier-supported'slabs and other structural elements as shown. 07/2006 03300-5 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 1• 2. Provide products of a reputable manufacturer regularly engaged in commercial, production of double-faced corrugated fiberboard carton forms,constructed of waterproof paper and laminated with waterproof adhesive. 3. Fiberboard forms: Capable of supporting required dead load plus construction loads,and designed to lose their strength upon prolonged contact with moisture and soil bacteria. 4 Seal cuts and ends of each form section by dipping in waterproof wax,unless liners and flutes are completely impregnated with waterproofing. 5. Size forms as,indicated on Plans. Assemble as recommended by manufacturer, either with steel banding at 4.'-0" maximum on centers,or, where liners and flutes are impregnated with waterproofing,with adequate stapling. J Circular Forms: 1 Form round-section members with paper or fiber tubes, constructed of laminated plies using water-resistant adhesive with wax-impregnated exterior for weather and moisture protection. Provide units with sufficient wall thickness to resist loads imposed by wet concrete without deformation. Provide manufacturer's seamless units to minimize spiral gaps and seams. 2. Fiberglass or steel forms may be used for round-section members. K Shores: Wood or adjustable metal,with bearing plates;with double wedges at lower end. L Form Ties. 1 Use commercially-manufactured ties, hangers and other accessories Tor embedding in concrete. Do not use wire not commercially fabricated for use as a form accessory 2. Fabricate ties so ends or end fasteners can be removed without causing sinning of concrete faces. Depth from formed concrete face to the embedded portion. At least 1 inch,or twice the minimum dimension of tie,whichever is greater 3 Provide waterstop feature for form ties used on liquid-containing structures and on concrete walls which will have earth backfill on one side. 4 Removable ties. Taper ties may be used when approved by the Engineer In the hole left by the removal of the taper tie,insert a preformed neoprene or polyurethane plug sized to seat at the center of the wall. M Form Coating: Commercial formulation of form oil or form-release agent having proven satisfactory performance. Coating shall not bond with, stain or otherwise• adversely affect concrete surfaces, or impair their subsequent treatment, including application of bonding agents, curing compounds, paint, protective liners and membrane waterproofing. N Coating for Plastic Forms: Alkali-resistant gel-coat. O Chamfer Strips: Unless otherwise indicated on Plans,provide 3/4 inch chamfer strips in corners of forms to produce beveled edges where required by this Section, 3.0 "Execution" 07/2006 03300-6 of 33 J CITY OF PEARLAND CAST-IN-PLACE CONCRETE Form Gaskets.Polyethylene rod,closed cell, 1-inch diameter. 2.07 DESIGN OF FORMWORK A Conform to ACI 117, ACI 347 and building codes, unless more restrictive requirements are specified or shown on Plans. Contractor shall design and engineer concrete formwork,including shoring and bracing. Design formwork for applicable gravity loads,lateral pressure,wind loads and allowable stresses. Camber formwork to compensate for anticipated deflection during placement of concrete required to maintain specified tolerances. Design formwork to be readily removed without impact,shock or damage to concrete surfaces and adjacent materials. B Slip Forming: Permitted on written approval of the Engineer Contractor shall demonstrate suitability of method proposed. 2.08 REINFORCING MATERIAL A Reinforcing Bars. Deformed bars conforming to ASTM-A615,grade as indicated on Plans, except column spirals and those shown on Plans to be smooth bars. Where grade is not shown on Plans,use Grade 60, B Smooth Bars: Where indicated on Plans, use smooth bars conforming to ASTM- A36;ASTM-A615,Grade 60;or ASTM-A675,Grade 70. j Column Spirals: Bars conforming to ASTM-A615,Grade 60,or wire conforming to ASTM-A82. D Epoxy-Coated Deformed Bars,Column Spirals and Smooth Bars: Conform to ASTM -A775/A775M. E Welded Wire Fabric: 1 Welded Smooth Wire Fabric: Conform to ASTM-A185 2. Welded Deformed Wire Fabric. Conform to ASTM-A497 3 Provide wire size, type and spacing as shown. Where type is not shown on Plans,use welded smooth wire fabric. 4 Furnish welded wire fabric in flat sheets only F Tie Wire: 16-1/2'gage or heavier annealed steel wire. Use plastic-coated tie wire with epoxy-coated reinforcing steel. G Bar Supports: Provide chairs. Use bar supports and accessories of sizes required to provide required concrete cover Where concrete surfaces are exposed to weather, water or wastewater,provide plastic accessories only;do not use galvanized or plastic- tipped metal in such locations. Provide metal bar supports and accessories rated Class 1 or 2 conforming to CRSI Manual of Standard Practice. Use epoxy-coated bar supports with epoxy-coated reinforcing bars. 07/2006 03300-7 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE H Slabs on Grade: Provide chairs with sheet metal bases or provide precast concrete bar supports 3 inches wide, 6 inches long, and thick enough to allow required cover. Embed tie wires in 3-inch by 6-inch side. I Mechanical Bar Splices: 1 Conform to ACI 318-05.Building Code Requirements for Structural Concrete and Commentary;use where indicated on Plans. a. Compression splices shall develop ultimate stress of reinforcing bar b. Tension splices shall develop 125 percent of minimum yield point stress of reinforcing bar. 2. Regardless of chemical composition of steel,any heat effect shall not adversely affect performance of reinforcing bar J Welded Splices: 1 Provide welded splices where shown and where approved by the Engineer. Welded splices of reinforcing steel shall develop a tensile strength exceeding 125 percent of the yield strength of the reinforcing bars connected. 2. Provide materials for welded splices conforming to AWS D 1.4— Structural Welding Code-Reinforcing Steel. K Epoxy Grout: High-strength rigid epoxy adhesive,conforming to ASTM-C881,Type IV, manufactured for purpose of anchoring dowels into hardened concrete and the moisture condition, application temperature and orientation of the hole to be filled. Unless otherwise shown,depth of embedment shall be as required to develop the full tensile strength(125 percent of yield strength)of dowel,but not less than 12 diameters. ) 2.09 FABRICATION OF REINFORCING A Bending: Fabricate bars to shapes indicated on Plans by cold bending. Bends shall conform to minimum bend diameters specified in ACI 318-05.Building Code Requirements for Structural Concrete and Commentary Do not straighten or rebend bars. Fabricate epoxy-coated reinforcing steel to required shapes in a manner that will not damage epoxy coating. Repair any epoxy coating with patching material conforming to Item 4 4 of ASTM-A775/A775M. B Splices: 1 Locate splices as indicated on Plans. Do not locate splices at other locations without approval of the Engineer Use minimum number of splices located at points of minimum stress. Stagger splices in adjacent bars. 2. Length of lap splices:As shown on Plans. 3 Prepare ends of bars at mechanical splices in accordance with splice manufacturer's requirements. C Construction Joints: Unless otherwise shown, continue reinforcing through construction joints. D Bar Fabrication Tolerances:Conform to tolerances listed in ACI 315,Figures 4 and 5 07/2006 03300-8 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE Standard Hooks: Conform to the requirements of ACI 318-05.Building Code Requirements for Structural Concrete and Commentary F Marking:Clearly mark bars with waterproof tags showing number of bars,size,mark, length,and yield strength. Mark steel with same designation as member in which it occurs. 2.10 FINISHING MATERIALS A ' Sealer/Dustproofer (VOC Compliant): Water-based acrylic sealer; non-yellowing under ultraviolet light after 200-hour test in accordance with ASTM - D4587 Conform to local,state and federal solvent emission requirements. B Epoxy Floor Topping: Two-component epoxy resin meeting ASTM-C881 Type III, resistant to wear,staining and chemical attack,blended with granite,sand,trap rock or quartz aggregate,trowel-applied over concrete floor Topping thickness shall be 1/8 inch. Color shall be gray C Abrasive Aggregate for Nonslip Finish: Fused aluminum oxide grit,or crushed emery aggregate containing not less than 40 percent aluminum oxide and not less than 25 percent ferric oxide. Material shall be factory graded, packaged, rustproof and nonglazing,and unaffected by freezing,moisture and cleaning materials. D Epoxy Penetrating Sealer Low-viscosity,two-component epoxy system designed to give maximum penetration into concrete surfaces. Sealer shall completely seal concrete surfaces from penetration of water,oil and chemicals;prevent dusting and deterioration of concrete surfaces caused by heavy traffic;and be capable of adhering to floor surfaces subject to hydrostatic pressure from below Color shall be transparent amber or gray Surface shall be non-slip. E Latex Bonding Agent: Non-redispersable latex base liquid conforming to ASTM- C 1059 When used in water and wastewater treatment structures,bonding agent shall be suitable for use under continuously submerged conditions. Conformance and suitability certification by manufacturer is required. F Bonding Grout: Prepare bonding grout by mixing approximately one part cement to one part fine sand meeting ASTM-C144 but with 100 percent passing No.30 mesh sieve. Mix with water to consistency of thick cream. At Contractor's option, a commercially-prepared bonding agent used in accordance with manufacturer's recommendations and instructions may be used. When used in water and wastewater treatment structures, bonding agent shall be suitable for use under continuously submerged conditions. Conformance and suitability certification by manufacturer is required. Submit manufacturer's technical information on proposed bonding agent. G Patching Mortar 1 Make patching mortar of same materials and of approximately same proportions as concrete, except omit coarse aggregate. Substitute white Portland cement for part of gray Portland cement on exposed concrete in order to match color pf surrounding concrete. Determine color by making trial patch. 07/2006 03300-9 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE Use minimum amount of mixing water required for handling and placing. Mix patching mortar in advance and allow to stand. Mix frequently with trowel until it has reached stiffest consistency that will permit placing. Do not add water 2. Proprietary compounds for adhesion or specially formulated cementitious repair mortars may be used in lieu of or in addition to foregoing patching materials provided that properties of bond and compressive strength meet or exceed the foregoing and color of surrounding concrete can be matched where required. Use such compounds according to manufacturer's recommendations. When used in water and wastewater treatment structures, material shall be suitable for use under continuously submerged conditions. Conformance and suitability certification by manufacturer is required. H' Epoxy Adhesive: Two-component,100 percent solids, 100 percent reactive compound developing 100 percent of strength of concrete, suitable for use on dry, or damp surfaces. Epoxy used to inject cracks and as a binder in epoxy mortar shall meet ASTM-C881,Type VI. Epoxy used as a bonding agent for fresh concrete shall meet ASTM-C881,Type V I Non-shrink Grout: See Section 03600-Structural Grout. J Spray-Applied Coating: Acceptable products are Thoro System Products"Thoroseal Plaster Mix"or approved equal. Color- Gray K Concrete Topping: Class H concrete with 3/8-inch maximum coarse aggregate size,as specified in this Section. L Concrete-Fill. Class H concrete with 3/8-inch maximum coarse aggregate size,(Class C where fill thickness exceeds 3 inches throughout a placement), as specified in Section 03310-Structural Concrete. M Evaporation Retardant: Conflm, manufactured by Master Builders; Eucobar, manufactured by Euclid Chemical Company;or equal. 2.11 CONCRETE CURING MATERIALS A Membrane-forming Curing Compound. Conform to ASTM - C309, Type ID, and following requirements. 1 Minimum solids content: 30 percent. 2. Compound shall not permanently discolor concrete. When used for liquid- containing structures,curing compound shall be white-pigmented. 3 When used in areas that are to be coated, or that will receive topping or floor covering,material shall not reduce bond of coating,topping,or floor covering to concrete. Curing compound manufacturer's technical information shall state conditions under which compound will not prevent bond. 4 Conform to local,state and federal solvent emission requirements. B Clear Curing and Sealing Compound(VOC Compliant): Conform to ASTM-C309, Type 1,Class B,and the following requirements. 30 percent solids content minimum; 07/2006 03300- 10 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE non-yellowing under ultraviolet light after 500-hour test in accordance with ASTM- D4587 Sodium silicate compounds are not permitted. Conform to local,state and federal solvent emission requirements. C Sheet Material for Curing Concrete: ASTM-C171,waterproof paper,polyethylene film or white burlap-polyethylene sheeting. D Curing Mats(for use in Curing Method 2): Heavy shag rugs or carpets,or cotton mats quilted at 4 inches on,center; 12 ounce per square yard minimum weight when dry E Water for curing: Clean and potable. 3.0 EXECUTION 3.01' EXAMINATION A Verify requirements for concrete cover over reinforcement. B Verify that anchors,seats,plates,reinforcement and other items to be cast into concrete are accurately placed, positioned securely, and will not cause hardship in placing concrete. 3.02 PREPARATION A Prepare previously placed concrete by cleaning with steel brush and applying bonding - agent in accordance with manufacturer's instructions. B In locations where new concrete is dowelled to existing work,drill holes in existing concrete,insert steel dowels and pack solid with non-shrink grout. 3.03 PREPARATION OF SURFACES FOR CONCRETING A Earth Surfaces: 1 Under interior slabs on grade,install vapor barrier Lap joints at least 6 inches and seal watertight with tape,or sealant applied between overlapping edges and ends. Repair vapor barrier damaged during placement of reinforcing and inserts with vapor barrier material,lap over damaged areas at least 6 inches and seal watertight. 2. Other Earth Surfaces: Thoroughly wet by sprinkling prior to placing concrete, and keep moist by frequent sprinkling up to time of placing concrete thereon. Remove standing water Surfaces shall be free from standing water,mud and debris at the time of placing concrete. B Construction Joints: 1 Definition: Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been interrupted so that, in the judgment of the Engineer,new concrete cannot be incorporated integrally with that previously placed. 07/2006 03300-11 of 33 CITY OF PEARLAND CAST-IN-PLACE,CONCRETE 2. Interruptions. When placing of concrete is to be interrupted long enough for the concrete to take a set,use forms or other means to shape the working face -- to secure proper union with subsequent work. Make construction joints only where acceptable to the Engineer 3 Preparation. Give horizontal joint surfaces a compacted,roughened surface for good bond. Except where the Plans call for joint surfaces to be coated,clean joint surfaces of laitance,loose or defective concrete and foreign material by hydroblasting or sandblasting(exposing aggregate),roughen surface to expose aggregate to a depth of at least 1/4 inch and wash thoroughly Remove standing water from the construction joint surface before new concrete is placed. 4 After surfaces have been prepared cover approximately horizontal construction joints with a 3-inch lift of a grout mix consisting of Class A concrete batched without coarse aggregate; place and spread grout uniformly Place wall concrete on the grout mix immediately thereafter C Set and secure reinforcement, anchor bolts, sleeves, inserts and similar embedded items in the forms where indicated on Plans,Shop Drawings and as otherwise required. Obtain the Engineer's acceptance before concrete is placed. Accuracy of placement is the sole responsibility of the Contractor. D Place no concrete until at least 4 hours after formwork, inserts, embedded items, reinforcement and surface preparation have been completed and accepted by the Engineer Clean surfaces of forms and embedded items that have become encrusted with grout or previously-placed concrete before placing adjacent concrete. E Casting New Concrete Against Old: Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age),thoroughly clean and roughen the surface of the old concrete by hydro-blasting or sandblasting (exposing aggregate). Coat joint surface with epoxy bonding agent following manufacturer's written instructions,unless indicated otherwise. Unless noted otherwise,this provision does not apply to vertical wall joints where waterstop is installed. F Protection from Water: Place no concrete in any structure until water entering the space to be filled with concrete has been properly cut off or diverted and carried out of the forms,clear of the work. Deposit no concrete underwater Do not allow still water to rise on any concrete until concrete has attained its initial set. Do not allow water to flow over the surface of any concrete in a manner and at a velocity that will damage the surface finish of the concrete. Pumping,&ewatering and other necessary operations for removing ground water,if required,are subject to the Engineer's review G Corrosion Protection: Position and support pipe,conduit, dowels and other ferrous items to be embedded in concrete construction prior to placement of concrete so there is at least a 2 inch clearance between them and any part of the concrete reinforcement. Do not secure such items in position by wiring or welding them to the reinforcement. H Where practicable, provide for openings for pipes, inserts for pipe hangers and brackets,and setting of anchors during placing of concrete. 07/2006 03300-12 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE Accurately set anchor,bolts and maintain in position with templates while they are being embedded in concrete. J Cleaning: Immediately before concrete is placed,thoroughly clean dirt,grease,grout, mortar,loose scale,rust and other foreign substances from surfaces of metalwork to be in contact with concrete. 3.04 FORMWORK INSTALLATION' A Formwork Construction 1 Construct and maintain formwork so that it will maintain correct sizes of members,shape,alignment,elevation and position during concrete placement and until concrete has gained sufficient strength. Provide for required openings, offsets, sinkages, keyways, recesses, moldings, anchorages,, and inserts. 2. Construct forms for easy removal without damage to concrete surfaces. 3 Make formwork sufficiently tight to prevent leakage of cement paste during concrete placement. Solidly butt joints and provide backup material at joints as required to prevent leakage and fins. Provide gaskets for wall forms to prevent concrete paste leakage at their base. 4 Place chamfer strips in forms to bevel edges and corners permanently exposed to view,except top edges of walls,and slabs which are indicated on Plans to be tooled. Do not bevel edges of formed joints and interior corners unless indicated on Plans. Form beveled edges for vertical and horizontal corners of equipment bases. Unless otherwise indicated on Plans,make bevels 3/4 inch wide.' 5 Provide temporary openings at bases of column and wall forms and other points as required for observation and cleaning immediately before concrete is placed. 6. Where runways are required for moving equipment,support runways directly on the formwork or structural members. Do not allow runways or supports to rest on reinforcing steel. 7 Use smooth forms on formed concrete surfaces required to have smooth form finish or rubbed finish. 8. Rough forms may be used on formed concrete surfaces indicated to have rough form finish. B Forms for Surfaces Requiring Smooth Form Finish: 1 Drill forms to suit ties used and to prevent leakage of concrete mortar around tie holes. Uniformly space form ties and align in horizontal and vertical rows. Install taper ties,if used,with the large end on the wet face of the wall. 2. Provide sharp, clean corners at intersecting planes, without visible edges or offsets. Back up joints with extra studs or girts to maintain true, square intersections. 3 Form molding shapes,recesses and projections with smooth-finish materials and install in forms with sealed joints to prevent displacement. 4 Form exposed corners of beams and columns to produce square,smooth,solid, unbroken lines. 07/2006 03300- 13 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 5. Provide exterior exposed edges willi 3/4-inch chamfer or 3/4-inch radius. 6. Arrange facing material in orderly and symmetrical fashion. Keep number of joints to practical minimum. Support facing material adequately to prevent deflection in excess of allowable tolerances. 7 For flush surfaces exposed to view in completed structure,overlap previously- placed hardened concrete with form sheathing by approximately 1 inch. Hold forms against hardened concrete to maintain true surfaces,preventing offsets or loss of mortar. C Forms for Surfaces Requiring Rubbed Finish: Provide forms as specified in this Section, 3.04B "Forms for Surfaces Requiring Smooth Form Finish" Use smooth plywood linings or forms, in as large sheets as practicable, and with smooth, even edges and close joints. D Edge Forms and Screed Strips for Slabs: Set edge forms or bulkheads and intermediate screed strips for slabs to obtain required elevations and contours in finished slab surface.Provide and secure supports for types of screeds required. E Circular Forms: Set forms in one piece for full height of member F Surfaces to Receive Membrane Waterproofing: Coordinate surface finish, anchors, reglets,and similar requirements with membrane waterproofing applicator G Fireproofing Steel Member Construct forms to provide not less than the concrete thickness necessary,measured from face of steel member;to provide the required fire rating. Forms for concealed surfaces may be unlined. H Tolerances: 1 Unless noted otherwise on Plans,construct formwork so concrete surfaces will conform to tolerance limits listed in Tables 03100A and 03100B at end of this Section. 2. Establish sufficient control points and bench marks as references for tolerance checks. Maintain these references in undisturbed condition until final completion and acceptance of the Work. Adjustment of Formwork: 1 Use wedges or jacks to provide positive adjustment of shores and struts. After final inspection and before concrete placement,fasten in position wedges used for final adjustment of forms. 2. Brace forms securely against lateral deflections. Prepare to compensate for settling during concrete placement. 3. For wall openings,construct wood forms that facilitate necessary loosening to counteract swelling of forms. J Corrugated Fiberboard Carton Forms: 1 Place on smooth firm bed of suitable material to prevent vertical displacement; set tight to prevent horizontal displacement. Exercise care to avoid buckling of forms. Install in accordance with manufacturer's directions and recommendations. 07/2006 03300- 14 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 2. Fit carton forms tightly around piles and piers; completely fill the space between subgrade and concrete placement with carton forms to form a void. space. 3 Protect carton forms from moisture and maintain in a dry condition until concrete is placed on them. If they become wet before placement of concrete, allow them to dry and carefully inspect for strength before concrete is placed. - 4 Before concrete placement,replace damaged or deteriorated forms which are incapable of supporting concrete dead load plus construction live loads. 3.05 PREPARATION OF FORM SURFACES A Clean surfaces of forms and embedded materials before placing concrete. Remove accumulated mortar,grout,rust and other foreign matter. B Coat forms for exposed or painted concrete surfaces with form oil or form-release agent before placing reinforcement. Cover form surfaces with coating material in accordance with manufacturer's printed instructions. Do not allow excess coating material to accumulate in forms or to contact hardened concrete against which fresh. concrete will be placed.Remove coating material from reinforcement before placing concrete. C Forms for unexposed surfaces,other than retained-in-place metal forms,may be wet with water immediately before concrete placement in lieu of coating. When possibility of freezing temperatures exists,however,the use of coating is mandatory 3.06 INSTALLATION OF REINFORCEMENT A Placement Tolerances. Place reinforcement within tolerances of Table 03210A at the end of this Section. Bend tie wire away from forms to maintain the specified concrete coverage. B Interferences: Maintain 2-inch clearance from embedded items. Where reinforcing interferes with location of other reinforcing steel,conduit or embedded items,bars may be moved within specified tolerances or one bar diameter,whichever is greater Where greater movement of bars is required to avoid interference,notify the Engineer Do not cut reinforcement to install inserts, conduit, mechanical openings or other items without approval of the Engineer C Concrete Cover Provide clear cover measured from reinforcement to face of concrete as listed in Table 03210B at the end of this Section, unless otherwise indicated on Plans. D Placement in Forms: Use spacers,chairs,wire ties and other accessory items necessary to assemble,space,and support reinforcing properly Provide accessories of sufficient number,size and strength to prevent deflection or displacement of reinforcement due to construction loads or concrete placement. Use appropriate accessories to position and support bolts, anchors and other embedded items. Tie reinforcing bars at each intersection,and to accessories. Blocking reinforcement with concrete or masonry is prohibited. 07/2006 03300- 15 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE E Placement for Concrete on Ground. Support bar and wire reinforcement on chairs with sheet metal bases or precast concrete blocks spaced at approximately 3 feet on centers each way Use minimum of one support for each 9 square feet. Tie supports to reinforcing bars and wires. F Vertical Reinforcement in Columns: Offset vertical bars by at least one bar diameter at splices. Provide accurate templates for column dowels to ensure proper placement. G Splices: 1 Do not splice bars, except at locations indicated on Plans or reviewed Shop Drawings,without approval of the Engineer. 2. Lap Splices: Unless otherwise shown or noted,Class B,conforming to ACI 318-89,Section 12.15 1 Tie securely with wire prior to concrete placement,to prevent displacement of splices during concrete placement. 3 Mechanical Bar Splices: Use only where indicated on Plans or approved by the Engineer Install in accordance with manufacturer's instructions. a. Couplers located at a joint face shall be of a type which can be set either flush or recessed from the face as shown. Seal couplers prior to concrete placement to completely eliminate concrete or cement paste from entering. b. Couplers intended for future connections: Recess 1/2 inch minimum from concrete surface. After concrete is placed,plug coupler and fill recess with sealant to prevent contact with water or other corrosive materials. c. Unless noted otherwise, match mechanical coupler spacing and capacity to that shown for the adjacent reinforcing. H Construction Joints: Place reinforcing continuous through construction joints,unless noted otherwise. Welded Wire Fabric: Install wire fabric in as long lengths as practicable. Unless otherwise indicated on Plans,lap adjoining pieces at least 6 inches or one full mesh plus 2 inches, whichever is larger Lace splices with wire. Do not make end laps midway between supporting beams,or directly over beams of continuous structures. Offset end laps in adjacent widths to prevent continuous laps. Conform to WRI- Manual of Standard Practice for Welded Wire Fabric. J Field Bending: Shape reinforcing bent during construction operations to conform to Plans. Bars shall be cold-bent; do not heat bars. Closely inspect reinforcing for breaks. When reinforcing is damaged, replace, Cadweld, or otherwise repair, as directed by the Engineer Do not bend reinforcement after it is embedded in concrete. K Epoxy-coated Reinforcing Steel. Install in accordance this Section, 3.06J "Field Bending",and in a manner that will not damage epoxy coating. Repair damaged epoxy coating with patching material as specified in Paragraph 2.02A,Bending. L Field Cutting: Cut reinforcing bars by shearing or sawing. Do not cut bars with cutting torch. 07/2006 03300-16 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE M Welding of reinforcing bars is prohibited,except where shown on Plans. 3.07 GROUTING OF REINFORCING AND DOWEL BARS A Use epoxy grout for anchoring reinforcing and dowel steel to existing concrete in accordance with epoxy manufacturer's instructions. Drill hole not more than 1/4 inch larger than steel bar diameter(including height of deformations for deformed bars)in existing concrete. Just before installation of steel,blow hole clean of all debris using compressed air. Partially fill hole with epoxy,using enough epoxy so when steel bar is inserted, epoxy grout will completely fill hole around bar Dip end of steel bar in epoxy and twist bar while inserting into partially-filled hole. TABLE 03210A REINFORCEMENT PLACEMENT,TOLERANCES Placement Tolerances (in inches) Clear Distance- To formed soffit: -1/4 To other formed surfaces: ±1/4 Minimum spacing between bars -1/4 Clear distance from unformed surface to top reinforcement- Members 8 inches deep or less: ±1/4 Members more than 8 inches deep but less than 24 inches deep: -1/4,+1/2 Members 24 inches deep or greater -1/4,+1 Uniform spacing of bars (but the required number of bars shall not reduced): Uniform spacing of stirrups and ties (but the required number of stirrups and ties shall not be reduced): ±1 Longitudinal locations of bends and ends of reinforcement- General: t2 Discontinuous ends of members: ±1/2 Length of bar laps: -1 1/2 Embedded length- For bar sizes No.3 through 11 -1 For bar sizes No. 14 and 18: -2 r 07/2000 03300- 17 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE . TABLE 03210B MINIMUM CONCRETE COVER FOR REINFORCEMENT Surface Minimum Cover (in inches) Slabs and Joists- Top and bottom bars for dry.conditions— No. 14 and No. 18 bars: 1 1/2 No. 11 bars and smaller 1 Formed concrete surfaces exposed to earth,water,or weather,over,or in contact with,sewage;and for bottoms bearing on work mat,or slabs supporting earth cover- No.5 bars and smaller. 1 1/2 No.6 through No. 18 bars: 2 Beams and Columns- For dry conditions- Stirrups,spirals and.ties: 1 1/2 Principal reinforcement: 2 Exposed to earth, water,sewage or weather Stirrups and ties: 2 Principal reinforcement: 2 1/2 Walls- For dry conditions No. 11 bars and smaller 1 No. 14 and No. 18 bars: 1 1/2 Formed concrete surfaces exposed to earth,water,sewage or weather,or in contact with ground- Circular tanks with ring tension. 2 All Others: 2 Footings and Base Slabs- At formed surfaces and bottoms bearing on concrete work mat: 2 At unformed surfaces and bottoms in contact with earth. 3 Over top of piles. 2 Top of footings--same as slabs 3.08 HANDLING,TRANSPORTING AND PLACING CONCRETE A Conform to applicable requirements of this Section and Chapter 8 of ACI 301- 99:Specifications for Structural Concrete—IP,Chapter 8. Use no aluminum materials in conveying concrete. 07/2006 03300-18 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE B Rejected Work: Remove concrete found to be defective or non-conforming in materials or workmanship. Replace rejected concrete with concrete meeting requirements of Contract Documents,at no additional cost to the Owner C Unauthorized Placement: Place no concrete except in the presence of the Engineer Notify the Engineer in writing at least 24 hours before placement of concrete. D Placement in Wall Forms: 1 Do not drop concrete through reinforcing steel. 2. Do not place concrete in any form so as to leave an accumulation of mortar on form surfaces above the concrete. 3. Pump concrete or use hoppers and,'if necessary, vertical ducts of canvas, rubber dr metal (other than aluminum) for placing concrete in forms so it reaches the place of final deposit without separation. Free fall of concrete shall not exceed 4.feet below the ends o£pump hoses, ducts, chutes or buggies. Uniformly distribute concrete during depositing. 4 Do not displace concrete in forms more than 6 feet in horizontal direction from place where it was originally deposited. 5 Deposit in uniform horizontal layers not deeper than 2 feet;take care to avoid inclined layers or inclined construction joints except where required for sloping members. 6. Place each layer while the previous layer is still soft. 7 Provide sufficient illumination in form interior so concrete at places of deposit is visible from the deck or runway E Conveyors and Chutes: Design and arrange ends of chutes,hopper gates and other points of concrete discharge in the conveying,hoisting and placing system so concrete passing from them will not fall separated into whatever receptacle immediately receives it. Conveyors,if used,shall be of a type acceptable to the Engineer Do not use chutes longer than 50 feet. Slope chutes so concrete of specified consistency will readily flow If a conveyor is used,it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyors and chutes shall be covered. F Placement of Slabs: In hot or windy weather,conducive to plastic shrinkage cracks, apply evaporation retardant to slab after screeding in accordance with manufacturer's instructions and recommendations. Do not use evaporation retardant to increase water content of the surface cement paste. Place concrete for sloping slabs uniformly from the bottom of the slab to the top, for the full width of the placement. As work progresses,vibrate and carefully work concrete around slab reinforcement. Screed the slab surface in an up-slope direction. G When adverse weather conditions affect quality of concrete, postpone concrete placement. Do not mix concrete when the air temperature is at or below 40 degrees F and falling. Concrete may be mixed when temperature is 35 degrees F and rising. Take temperature readings in the shade, away from artificial heat. Protect concrete from temperatures below 32 degrees F until the concrete has cured for a minimum of 3 days at 70 degrees F or 5 days at 50 degrees F 07/2006 03300- 19 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE When concrete temperature is 85 degrees F or above, do not exceed 60 minutes between introduction of cement to the aggregates and discharge. When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre-cooling of aggregates and mixing water, using ice or placing at night,as necessary to maintain concrete temperature,as placed,below 90 degrees F 3.09 PUMPING OF CONCRETE A If pumped concrete does not produce satisfactory results, in the judgment of the Engineer, discontinue pumping operations and proceed with the placing of concrete using conventional methods. B Pumping Equipment: Use a 2-cylinder pump designed to operate with only one cylinder if one is not functioning,or have a standby pump on site during pumping. C The minimum hose (conduit) diameter Comply with ACI 304.2R-96:Placing Concrete by Pumping Methods. D Replace pumping equipment and hoses(conduits)that do not function properly E Do not use aluminum conduits for conveying concrete. F Field Quality Control: Take samples for slump, air content and test cylinders at the placement(discharge)end of the line. 3.10 CONCRETE PLACEMENT SEQUENCE A Place concrete in a sequence acceptable to the Engineer To minimize effects of shrinkage, place concrete in units bounded by construction joints shown. Place alternate units so each unit placed has cured at least 7 days for hydraulic structures,or 3 days for other structures,before contiguous unit or units are placed,except do not place corner sections of vertical walls until the 2 adjacent wall panels have cured at least 14 days for hydraulic structures and 7 days for other structures. B Level the concrete surface whenever a run of concrete is stopped. To ensure straight and level joints on the exposed surface of walls, tack a wood strip at least 3/4-inch thick to the forms on these surfaces. Carry concrete about 1/2 inch above the underside of the strip. About one hour after concrete is placed,remove the strip,level irregularities in the edge formed by the strip with a trowel and remove laitance. 3.11 TAMPING AND VIBRATING A Thoroughly settle and compact concrete throughout the entire depth of the layer being consolidated, into a dense, homogeneous mass; fill corners and angles, thoroughly embed reinforcement,eliminate rock pockets and bring only a slight excess of water to the exposed surface of concrete during placement. Use ACI 309R-96:Guide for Consolidation of Concrete, Group 3,.immersion-type high-speed power vibrators (8,000 to 12,000 rpm)in sufficient number and with sufficient(at least one)standby 07/2006 03300-20 of 33 CITY OF PEARLAND .. CAST-IN-PLACE CONCRETE 'units. Use Group 2 vibrators only when accepted by the Engineer for specific locations. Do not transport concrete by vibrating. B Use care in placing concrete around waterstops.Carefully work concrete by rodding and vibrating to make sure air and rock pockets have been eliminated. Where flat-strip type waterstops are placed horizontally, work concrete under waterstops by hand, making sure air and rock pockets have been eliminated. Give concrete surrounding the waterstops additional vibration beyond that used for adjacent concrete placement to assure complete embedment of waterstops in concrete. C Concrete in Walls: Internally vibrate, rangy, stir, or work with suitable appliances, tamping bars, shovels or forked tools until concrete completely fills forms or excavations and closes snugly against ail surfaces. Do not place subsequent layers of concrete until previously-placed layers have been so worked. Provide vibrators in sufficient numbers,with standby units as required,to accomplish the results specified within 15 minutes after concrete of specified consistency is placed in the forms. Keep vibrating heads from contact with form surfaces. Take care not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents. 3.12 PLACING MASS CONCRETE A Observe the following additional restrictions when placing mass concrete. 1 Use specified superplasticizer 2. Maximum temperature of concrete when deposited. 70 degrees F 3 Place in lifts approximately 18 inches thick. Extend vibrator heads into previously-placed layer. 3.13 CONCRETE FINISHING 3.14 FINISHING OF FORMED SUR?ACES A Unfinished Surfaces: Finish is not required on surfaces concealed from view in completed structure by earth,ceilings or similar cover,unless indicated otherwise on Plans. B Rough Form Finish: 1 No form facing,material is required on rough form finish surfaces. 2. Patch tie holes and defects. Chip off fins exceeding 1/4 inch in height. 3 Rough form finish may be used on concrete surfaces which will be concealed from view by earth in completed structure,except concealed surfaces required to have smooth form finish,as shown on Plans. C Smooth Form Finish: 1 Form facing shall produce smooth,hard, uniform texture on concrete. Use plywood linings or forms in as large sheets as practicable,and with smooth, even edges and close joints. 2. Patch tie holes and defects. Rub fins and joint marks with wooden blocks to leave smooth,unmarred finished surface. 07/2006 03300-21 of 33 CITY.OF PEARLAND CAST-IN-PLACE.CONCRETE 3 Provide smooth form finish on the wet face of formed surfaces of water- holding strictures,and of other formed surfaces not concealed from view by earth in completed structure,except where otherwise indicated on Plans. Walls that will be exposed after future construction,at locations indicated on Plans, shall have smooth form finish. Smooth form finish on exterior face of exterior walls shall extend below final top of ground elevation. Exterior face of all perimeter grade beams shall have smooth form finish for full depth of grade beam. D Rubbed Finish. 1 Use plywood linings or forms in as large sheets as practicable, and with smooth,even edges and close joints. 2. Remove forms as soon as practicable,repair defects,wet surfaces,and rub with No. 16 carborundum stone or similar abrasive. Continue rubbing sufficiently to bring surface paste,remove form marks and fins,and produce smooth,dense surface of uniform color and texture. Do not use cement paste other than that drawn from concrete itself. Spread paste uniformly over surface,with brush. Allow paste to reset,then wash surface with clean water 3 Use rubbed finish at locations indicated on Plans,except where rubbed finish is indicated for a wall which will be containing a liquid, use spray-applied coating. E Spray-applied Coating: At Contractor's option,in lieu of rubbed finish,spray-applied coating may be applied after defects have been repaired and fins removed. Remove form oil, curing compound and other foreign matter that would prevent bonding of coating. Apply coating in uniform texture and color in accordance with coating manufacturer's instructions. F Related Unformed Surfaces: Tops of,piers, walls,bent caps,and similar unformed surfaces occurring adjacent to formed surfaces shall be struck smooth after concrete is placed. Float unformed surfaces to texture reasonably consistent with,that of formed surfaces. Continue final treatment on formed surfaces uniformly across unformed surfaces. 3.15 HOT WEATHER FINISHING A When hot weather conditions exist,as defined in the Section, 1.03A"Hot Weather", and as judged by the Engineer, apply evaporation retardant to the surfaces of slabs, topping and concrete fill placements immediately after each step in the finishing process has been completed. 3.16 FINISHING SLABS AND SIMILAR FLAT SURFACES TO CLASS A, B AND C TOLERANCES A Apply Class A, B and C finishes at locations indicated on Plans. Class B or better finish shall be applied if not shown otherwise by the Plans. 07/2006 03300-22 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE B Shaping to Contour Use strike-off templates or approved compacting-type screeds riding on screed strips or edge forms to bring concrete surface to proper contour. See Section 03100-Concrete Formwork for edge forms and screeds. C Coiisolidation and Leveling: Concrete to be consolidated shall be as stiff as practicable. Thoroughly consolidate concrete in slabs and use internal vibration in beams and girders of framed slabs and along bulkheads of slabs on grade. Consolidate and level slabs and floors with vibrating bridge screeds,roller pipe screeds or other approved means. After consolidation and leveling, do not permit manipulation of surfaces prior to finishing operations. D Tolerances for Finished Surfaces: Check tolerances by placing straightedge of specified length anywhere on slab. Gap between slab and straightedge shall notexceed tolerance listed for specified class. Straightedge Length in Tolerance Class Feet E in Inches A 10 1/8 B 10 1/4 C 2 1/4 E Raked Finish. After concrete has been placed,struck off,consolidated and leveled to Class C tolerance,roughen surface before final set.Roughen with stiff brushes qr rakes to depth of approximately 1/4 inch. Notify the Engineer prior to placing concrete requiring initial raked surface finish so that acceptable raked finish standard may be established for project. Protect raked,base-slab finish from contamination until time of topping. Provide raked finish for following: 1 Surfaces to receive bonded concrete topping or fill. 2. Steep ramps,as noted on Plans. 3 Additional locations as noted on Plans. F Float Finish: 1 After concrete has been placed, struck off,consolidated and leveled,do not work further until ready for floating. Begin floating when water sheen has disappeared,or when mix has stiffened sufficiently to permit proper operation of power-driven float. Consolidate surface with power-driven floats. Use hand floating with wood or cork-faced floats in locations inaccessible to power- driven machine and on small,isolated slabs. 2. After initial floating,re-check tolerance of surface with 10-foot straightedge applied at not less than two different angles. Cut down high spots and fill low spots to Class B tolerance. Immediately re-float slab to a uniform, smooth, granular texture. 3 Provide float finish at locations not otherwise specified and not otherwise indicated on Plans. r G Trowel Finish. 07/2006 03300-23 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 1 Apply float finish as previously specified. After power floating, use power - trowel to produce smooth surface which is relatively free of defects but which may still contain some trowel marks. Do additional troweling by hand after surface has hardened sufficiently Do final troweling when ringing sound is produced as trowel is moved over surface. Thoroughly consolidate surface by hand troweling operations. 2. Produce finished surface free of trowel marks, uniform in texture and appearance aiid conforming to•Class A tolerance. On surfaces intended to support floor coverings,remove defects which might show through covering by grinding. 3. Provide trowel finish for floors which will receive floor covering and additional locations indicated on Plans. H Broom or Belt Finish: 1 Apply float finish as previously specified. Immediately after completing floated finish, draw broom or burlap belt across surface to give coarse transverse scored texture. 2. Provide broom or belt finish at locations indicated on Plans. 3.17 FINISHING SLABS AND SIMILAR FLAT SURFACES TO"F-NUMBER SYSTEM" FINISH A Shaping to Contour Use strike-off templates or approved compacting-type screeds riding on screed strips or edge forms to bring concrete surface to proper contour Edge forms and screeds: Conform to Section 03100-Concrete Formwork. B Consolidation and Leveling: Concrete to be consolidated shall be as dry as practicable. Thoroughly consolidate concrete in slabs and use internal vibration in beams and girders of framed slabs and along bulkheads of slabs on grade. Consolidate and level slabs and floors with vibrating bridge screeds,roller pipe screeds or other approved means. After consolidation and leveling,do not manipulate surfaces prior to finishing operations. C Tolerances for Finished Surfaces. Independent testing laboratory will check floor flatness and levelness in accordance with this Section,3 11F"Field Quality Control" D Float Finish. 1 After concrete has been placed, struck off, consolidated and leveled, do not work further until ready for floating. Begin floating when water sheen has disappeared,or when mix has stiffened sufficiently to permit proper operation of power-driven float. Consolidatesurface with power-driven floats. Use hand floating with wood or cork-faced floats in locations inaccessible to power- driven machine and'on small,isolated slabs. 2. Check tolerance of surface after initial floating with a 10-foot straightedge applied at not less than two different angles. Cut down high spots and fill low spots. Immediately refloat slab to uniform, smooth, granular texture to FF20/FL17 tolerance,unless shown otherwise on Plans. 3 Provide"F-Number System" float finish at locations indicated on Plans. 07/2006 03300-24 of 33 l � CITY OF PEARLAND CAST-IN-PLACE CONCRETE E Trowel Finish: 1 Apply float finish as previously specified. After power floating,use power trowel to produce smooth surface which is relatively free of defects but which may still contain some trowel marks. Do additional trowelings by hand after surface has hardened sufficiently Do final troweling when ringing sound is produced as trowel is moved over surface. Thoroughly consolidate surface by hand troweling operations. 2. Produce finished surface free of trowel marks, uniform in texture and appearance and conforming to an FF25/FL20 tolerance for slabs on grade and FF25/FL17 for elevated slabs, unless shown otherwise on Plans. On surfaces intended to support floor coverings, remove defects, which might show through covering,by grinding. 3 Provide"F-Number System"trowel finish at locations indicated on Plans. 3.18 BONDED CONCRETE TOPPING AND FILL A Surface Preparation. 1 Protect raked, base-slab finish from contamination until time of topping. Mechanically remove oil, grease, asphalt, paint, clay stains or other contaminants,leaving clean surface. 2. Prior to placement of topping or fill, thoroughly dampen roughened slab surface and leave free of standing water Immediately before topping or fill is placed,scrub coat of bonding grout into surface. Do not allow grout to set or dry before topping or fill is placed. B Concrete Fill: 1 Where concrete fill intersects a wall surface at an angle steeper than 45 degrees from vertical, provide a 1.5-inch deep keyway in the wall at the point of intersection,size keyway so that no portion of the concrete fill is less than 1.5 inches thick. Form keyway in new walls; create by saw cutting the top and bottom lines and chipping in existing walls. 2. Apply wood float finish to surfaces of concrete fill. 3 Provide concrete fill at locations shown on Plans. C Bonded Concrete Topping in Bottom of Clarifiers and Thickeners: 1 Minimum thickness of concrete topping: 1-inch. Maximum thickness when swept in by clarifier and thickener equipment: 3 inches. 2. Compact topping and fill by rolling.or tamping,bring to established grade,and float. Topping grout placed on sloping slabs shall proceed uniformly from the bottom of the slab to the top,for the full width of the placement. Coat surface with evaporation retardant as needed between finishing operations to prevent plastic shrinkage cracks. 3 Screed topping to true surface using installed equipment. Protect equipment from damage during sweeping-in process. Perform sweeping-in process under supervision of equipment manufacturer's factory representative. After topping has been screeded, apply wood float finish. During finishing, do not apply water,dry cement or mixture of dry cement and sand to the surface. 07/2006 03300-25 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 4 As soon as"topping or fill finishing is completed, coat surface with curing compound. After the topping is set and sufficiently hard in clarifiers and where required by the Engineer,fill the tank with sufficient water to cover the entire floor for 14 days. 5 Provide bonded concrete topping in bottom of all clarifiers and thickeners. 3.19 EPDXY PENETRATING SEALER A Surfaces to receive epoxy penetrating sealer Apply wood float finish. Clean surface and apply sealer in compliance with manufacturer's instructions. B Rooms with concrete curbs or bases: Continue application of floor coating on curb or base to its juncture with masonry wall. Rooms with solid concrete walls or wainscots: Apply minimum 2-inch-high coverage of floor coating on vertical surface. C Mask walls,doors,frames and similar surface to prevent floor coating contact. D When coving floor coating up vertical concrete walls,curbs,bases or wainscots,use masking tape or other suitable material to keep a neat level edge at top of cove. E Provide epoxy penetrating sealer at locations indicated on Plans. 3.20 EPDXY FLOOR TOPPING A Surfaces to receive epoxy floor topping: Apply wood float finish unless recommended otherwise by epoxy floor topping manufacturer Clean surface and apply epoxy floor topping in compliance with manufacturer's recommendations and instructions. Thickness of topping: 1/8 inch. B Rooms with concrete curbs or bases: Continue application of floor coating on curb or base to its juncture with masonry wall. Rooms with solid concrete walls or wainscots: apply 2-inch-high coverage of floor coating on vertical surface. C Mask walls,doors,frames and similar surfaces to prevent floor coating contact. D When caving floor coating up vertical concrete walls,curbs,bases or wainscots,use masking tape or other suitable material to keep a neat level edge at top of cove. E Finished surface shall be free of trowel marks and dimples. F Provide epoxy floor topping at locations indicated on Plans. 3.21 SEALER/DUSTPROOFER A Where sealer or sealer/dustproofer is indicated on Plans,just prior to completion of construction,apply coat of specified clear sealer/dustproofing compound to exposed interior concrete floors in accordance with manufacturer's instructions. 07/2006 03300-26 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 3.22 NONSLIP FINISH A Apply float finish as specified. Apply two-thirds of required abrasive aggregate by method that ensures even coverage without segregation and re-float. Apply remainder of abrasive aggregate at right angles to first application,using heavier application of aggregate in areas not sufficiently covered by first application. Re-float after second application of aggregate and complete operations with troweled finish. Perform finishing operations in a manner that will allow the abrasive aggregate to be exposed and not covered with'cement paste. B Provide nonslip finish at locations indicated on Plans. 3.23 FIELD QUALITY CONTROL A Field inspection and testing will be performed in accordance with ACI 301- 99:Specifications for Structural Concrete-IP and under provisions of Sections 01440 —Inspection Services and Section 01450—Testing Laboratory Services. B Provide free access to Work and cooperate with appointed firm. C Submit proposed mix design to inspection and testing firm for review prior to commencement of Work. D Tests of cement and aggregates may be performed to ensure conformance with specified requirements. E Three concrete test cylinders will be taken for every 50 cu yds or less of concrete. F One additional test cylinder will be taken during cold weather concreting,cured on job site under same conditions as concrete it represents. G One slump test will be taken for each set of test cylinders taken. H Provide the results of alkalinity tests of concrete used in sanitary structures. Provide one test for each structure. These tests shall be performed by an independent testing laboratory Perform the test on the concrete covering reinforcing steel on the inside of the pipe or structure. Alkalinity tests are to be in accordance with Encyclopedia of Industrial Chemical Analysis, Vol. 15, Page 230, Interscience Publishers Division, John Wiley and Sons. 3.24 PATCHING A Allow Engineer to inspect concrete surfaces immediately upon removal of forms. B Excessive honeycomb or embedded debris in concrete is not acceptable. Notify Engineer upon discovery C Patch imperfections in accordance with ACI 301-99:Specifications for Structural Concrete-IP r 07/2006 03300-27 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 3.25 DEFECTIVE CONCRETE A Defective Concrete: Concrete not conforming to required lines,details,dimensions, tolerances or specified requirements. B Repair or replacement of defective concrete will be determined by the Engineer C Do not patch,fill,touch-up,repair,or replace exposed concrete except upon express direction of Engineer for each individual area. 3.26 CURING A Comply with ACI 308.1-98:Standard Specifications for Curing Concrete. Cure by preventing loss of moisture, rapid temperature change and mechanical injury for a period of 7 curing days when Type II or IP cement has been used and for 3 curing days when Type III cement has been used. Start curing as soon as free water has disappeared from the concrete surface after placing and finishing. A curing day is any calendar day in which the temperature is above 50 degrees F for at least 19 hours. Colder days may be counted if air temperature adjacent to concrete is maintained above 50 degrees F In continued cold weather,when artificial heat is not provided, removal of forms and shoring may be permitted at the end of calendar days equal to twice the required number of curing days. However,leave soffit forms and shores in place until concrete has reached the specified 28-day strength, unless directed otherwise by the Engineer B Cure formed surfaces not requiring rub-finished surface by leaving forms in place for the full curing period. Keep wood forms wet during the curing period. Add water as needed for other types of forms. Or, at Contractor's option, forms may be removed after 2 days and curing compound applied. C Rubbed Finish. 1 At formed surfaces requiring rubbed finish, remove forms as soon as practicable without damaging the surface. 2. After rub-finish operations are complete,continue curing formed surfaces by using either approved curing/sealing compounds or moist cotton mats until normal curing period is complete. D Unformed Surfaces: Cure by membrane curing compound method. 1 After concrete has received a final finish and surplus water sheen has disappeared, immediately seal surface with a uniform,coating of approved curing compound, applied at the rate of coverage recommended by manufacturer or as directed by the Engineer Do not apply less than 1 gallon per 180 square feet of area. Provide satisfactory means to properly control and check rate of application of the compound. 2. Thoroughly agitate the compound during use and apply by means of approved mechanical power pressure sprayers equipped with atomizing nozzles. For application on small miscellaneous items,hand-powered spray equipment may be used. Prevent loss of compound between nozzle and concrete surface during spraying operations. 07/2006 03300-28 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 3 Do not apply compound to a dry surface. If concrete surface has become dry, thoroughly moisten surface immediately prior to application. At locations where coating shows discontinuities,pinholes or other defects,or if rain falls on a newly coated surface before film has dried sufficiently to resist damage, apply an additional coat of compound at the specified rate of coverage. 3.27 CURING MASS CONCRETE A Observe the following additional restrictions when curing mass concrete. 1 Minimum curing period: 2 weeks. 2. When ambient air temperature falls below 32 degrees F, protect surface of concrete against freezing. 3. Do not use steam,or other curing methods that will add heat to concrete. 4 Keep forms and"exposed concrete continuously wet for at least the first 48 hours after placing, and whenever surrounding air temperature is above 90 degrees F during final curing period. 5. During 2-week curing period,provide necessary controls to prevent ambient air temperature immediately adjacent to concrete from falling more than 30 degrees F in 24 hours. 3.28 REMOVAL OF FORMS A Time Limits: 1 When repair of surface defects or finishing is required before concrete is aged, forms on vertical surfaces may be removed as soon as concrete has hardened sufficiently to resist damage from removal operations. 2. Remove top forms on sloping surfaces of concrete as soon as concrete has attained sufficient stiffness to prevent sagging. Loosen wood forms for wall openings as soon as this can be accomplished without damage to concrete. Leave formwork for water-retaining structures in place for at least 2 days. Formwork for non-water-retaining columns, walls, sides of beams and other formwork components not supporting weight of concrete may be removed after 12 hours,provided concrete has hardened sufficiently to resist damage from removal operations,and provided removal of forms will not disturb members supporting weight of concrete. 3. Forms and shoring supporting weight of concrete or construction loads: Leave in place until concrete has reached minimum strength specified for removal of forms and shoring. Do not remove such forms in less than 4 days. B Circular Paper or Spiral Tube Forms: Follow manufacturer's directions for form removal. Take necessary precautions to prevent damage to concrete surface. When removal is done before completion of curing time,replace form,tie in place,and seal to retard escape of moisture. C Removal Strength: 1 Control Tests: Suitable strength-control tests will be required as evidence that concrete has attained specified strength for removal of formwork or shoring 07/2006 03300-29 of 33 6 CITY OF PEARLAND CAST-IN-PLACE CONCRETE supporting weight of concrete in beams,slabs and other structural members. Furnish test cylinders and data to verify strength for early form removal. a. Field-cured Test Cylinders: When field-cured test cylinders reach specified removal strength,formwork or shoring may be removed from respective concrete placements. b. Laboratory-cured Test Cylinders: When concrete has been cured as specified for structural concrete for same time period required by laboratory-cured cylinders to reach specified strength, formwork or shoring may be removed from respective concrete placements. Determine length of time that concrete has been cured by totaling the days or fractions of days,not necessarily consecutive,during which air temperature surrounding concrete is above 50 degrees F and concrete has been damp or thoroughly sealed against evaporation and loss of moisture. 2. Compressive Strengths: The minimum concrete compressive strength for removal of formwork supporting weight of concrete is 75 percent of specified minimum 28-day strength for class of concrete involved. 3.29 RESHORING A When reshoring is permitted, plan operations in advance and obtain the Engineer's approval of such operations. While reshoring is under way, keep live load off new construction. Do not permit concrete in any beam, slab, column or other structural member to be subjected to combined dead and construction loads in excess of loads permitted for developed concrete strength at time of reshoring. B Place reshores as soon as practicable after form-stripping operations are complete but in no case later than end of day on which stripping occurs. Tighten reshores to carry required loads without over stressing construction. Leave reshores in place until tests representative of concrete being supported have reached specified strength at time of removal of formwork supporting weight of concrete. C Floors supporting shores under newly-placed concrete: Leave original supporting shores in place, or re-shore. Locate reshores directly under shore position above. Extend reshoring over a sufficient number of stories to distribute weight of newly- placed concrete, forms and construction live loads in such manner that design superimposed loads of floors supporting shores are not exceeded. 3.30 FORM REUSE A Do not reuse forms that are worn or damaged beyond repair Thoroughly clean and recoat forms before reuse. For wood and plywood forms to be used for exposed smooth finish,sand or otherwise dress concrete contact surface to original condition or provide form liner facing material. For metal forms, straighten, remove dents and clean to return forms to original condition. k 07/2006 03300-30 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE, TABLE 03100A TOLERANCES FOR FORMED SURFACES CONCRETE IN BUILDINGS** For any For any 20-foot Maximum Variation 10-foot length or for Entire From Variation In length any bay Dimension Lines and Surfaces of Columns, 1/4" --- 1" Plumb or Piers,Walls and Arrises Specified Exposed Corner Columns, Control --- 1/4" 1/2" Batter Joint Grooves, and Other Conspicuous Lines Slab Soffits,Ceilings,Beam Soffits, 1/4" 3/8" ' 3/4" LEVEL OR and Arrises (measured before SPECIFIED removal of shores), GRADE Exposed Lintels, Sills, Parapets, --- 1/4" 1/2" Horizontal Grooves and Other Conspicuous Lines DRAWING Position of Linear Building Lines, --- 1/2" 1" DIMENSIONS Columns,Walls and Partitions • 1 Size and Location of Sleeves, Floor --- --- ±1/4" Openings and Wall Openings Cross Section of Columns, Beams, --- --- +1/2", Slabs, and Walls -1/4" Footings*in Plan --- --- +2",- Footing Misplacement or Eccentricity --- --- 2%of in Direction of Error(the lesser of) . Width or 2" Footing Thickness Decrease --- --- 5% Footing Thickness Increase --- --- No Step Rise in Flight of Stairs --- --- ±1/8" Step Tread in Flight of Stairs --- --- ±1/4" Consecutive Step Rise --- --- ±1/16" Consecutive Step Tread --- --- ±1/8" *Footing tolerances apply to concrete dimensions only,not to positioning of vertical reinforcing steel,dowels,or embedded items **Includes water and wastewater process structures 07/2006 03300-31 of 33 CITY OF PEARLAND CAST-IN-PLACE CONCRETE TABLE 03100B TOLERANCE FOR FORMED SURFACES CONCRETE IN BRIDGES,WHARVES AND MARINE STRUCTURES VARIATION FROM VARIATION IN MAXIMUM PLUMB OR SPECIFIED Surfaces of columns,piers and walls 1/2"in 10' BATTER LEVEL OR Top surfaces of slabs See Section SPECIFIED n22A GRADE Top surfaces of curbs and railings 3/16"in DRAWING Cross section of columns, caps, walls, beams, and ±1/2",- DIMENSIONS •similar members 1/4" Thickness of deck slabs t1/4",- 1/R" Size and location of slab and wall openings ±1/2" Footings in plan +2,-1/2" Footing misplacement or eccentricity in direction of 2% of error(the lesser of) width or 2" Footing thickness decrease 5% Footing thickness increase No limit Step rise in flight of stairs ±1/8" Step tread in flight of stairs ±1/4" Consecutive step rise ±1/16" Consecutive step tread ±1/8" 3.31 PROTECTION A Protect concrete against damage until final acceptance by the Owner. B Protect fresh concrete from damage due to rain, hail, sleet or snow Provide such protection while the concrete is still plastic and whenever `such precipitation is imminent or occurring. C Do not backfill around concrete structures or subject them to design loadings until all components of the structure needed to resist the loading are complete and have reached 07/2006 03300-32 of 33 •CITY OF PEARLAND CAST-IN-PLACE CONCRETE the specified 28-day compressive strength, except as authorized otherwise by the Engineer. END OF SECTION 07/2006 03300-33 of 33 CITY OF PEARLAND SEAL SLABS Section 03311 SEAL SLABS 1.0 GENERAL 1.01. SECTION INCLUDES A Concrete seal slabs. B References to Technical Specifications: 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 03300—Cast-In-Place Concrete 4 Section 03310—Structural Concrete 1.02 MEASUREMENT AND PAYMENT A Measurement for seal slabs is on square yard basis. Separate measurement will be made for each different required thickness of pavement. B Payment includes all labor and materials required for installation of seal slabs,joints and curing material,as indicated on Plans. C Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Conform to Section 01350—Submittals. B Submit design mix and test data,prepared by a certified independent testing laboratory employed and paid by the Contractor, for each type and strength of concrete in the project. Include manufacturer's technical information for each type of admixture proposed for use on the project. 2.0 PRODUCTS 2.01 MATERIALS A Concrete: Class B concrete with a minimum compressive strength at 28 days of 1500 psi, conforming to Section 03300 - Cast-In-Place Concrete, or 03310 - Structural Concrete. 3.0 EXECUTION 3.01 PLACEMENT OF SEAL SLABS A Place seal slabs at locations indicated on Drawings or as directed by the Engineer 07/2006 03311-1 of 1 CITY OF PEARLAND SEAL SLABS B Excavate trench or other excavation to depth required for pipe or other installation, s` plus depth of seal slab. Do not over-excavate. C Place seal slabs within 4 hours of excavation to final grade. 3.02 NONCONFORMANCE A Remove and replace areas of seal slab found to be deficient in thickness by more than 10 percent, or that fail compressive strength tests, with new seal slab of thickness shown on Plans at no cost to the Owner B Areas of seal slab found to be deficient in thickness by less than 10 percent shall be remedied at the Owner's direction by one of the following methods: 1 Remove and replace using new concrete of thickness shown on Plans and in accordance with the requirements of this Section at no cost to Owner 2. Reduce the Unit Price by the ratio of the average thickness(as determined by cores)to the thickness required. C No adjustments will be made for excess thickness. END OF SECTION al N. 07/2006 03311-2 of 1 CITY OF PEARLAND INTERLOCKING FLEXIBLE REVETMENT SYSTEM SPECIAL PROVISION SPECIAL PROVISION to Section 03315 INTERLOCKING FLEXIBLE REVETMENT SYSTEM 1.04 MEASUREMENT AND PAYMENT B Measurement for interlocking flexible revetment system for slope stabilization shall be on a square yard basis. Payment includes installation of interlocking flexible revetment system,complete in place. END OF SPECIAL PROVISION 12/2008 03315SP-1 of 1 CITY OF PEARLAND INTERLOCKING FLEXIBLE REVETMENT SYSTEM Section 03315 INTERLOCKING FLEXIBLE REVETMENT SYSTEM 1.0 GENERAL 1.01 WORK INCLUDED A This item consists of furnishing and installing an interlocking flexible revetment system (cellular concrete blocks) in accordance with the lines, grades, design and dimensions shown on the plans and drawings and specified herein. 1.02 REFERENCES A The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designations only ASTM C 33-92 Concrete Aggregates ASTM C 140-91 Sampling and Testing Concrete Masonry Units ASTM D 4268-93 Testing Fiber Ropes FHWA RD-89-199 Hydraulic Stability of Articulated Concrete Block Revetment Systems During Overtopping Flow 1.03 DELIVERY,STORAGE AND HANDLING OF MATERIALS A Materials delivered to the site shall be inspected for damage,unloaded and stored with the minimum of handling. Materials shall not be stored directly on the ground and shall be kept free of dirt and debris. B Materials shall be so handled as to ensure delivery to the site in sound undamaged condition. Synthetic geotextiles that are not to be installed immediately shall be protected from the direct sunlight and in accordance with the manufacturer=s recommendations. 1.04 MEASUREMENT AND PAYMENT A There will be no separate payment for interlocking flexible revetment system for slope stabilization.Include payment in unit price for storm sewer outfall structures. 2.0 PRODUCTS 2.01 DESIGN CRITERIA A The interlocking flexible revetment system shall be as described herein known as Channel Lock,or an approved equal design by the Engineer. Hydraulic test data and 07/2006 03315- 1 of 3 CITY OF PEARLAND INTERLOCKING FLEXIBLE REVETMENT SYSTEM block performance according to FHWA-RD-89-199 will be required to be submitted for approval by the Contractor The concrete blocks shall be a minimum of 32lbs.PSF (per square foot) or 45 lbs PSF (see plan drawings) and shall withstand water flow velocities of 14 feet per second and shear stress values of 8.1 lbs.PSF 2.02 CELLULAR CONCRETE BLOCKS A The cellular concrete blocks shall be octagonal shaped with interlocking components four directional.Each component shall resist horizontal movement when interlocking into adjacent blocks. (Interlocking is hereby defined as the inability to pull apart or separate when one component is placed in conjunction with another component).Any block system which does not meet the interlock criteria must utilize polyester revetment cables both longitudinally and laterally to secure the block revetment system together The assembled blocks shall be the open-cell type and have a void space of approximately 18 to 23%to allow for re-vegetation. 2.03 CONCRETE MATERIALS A The compressive strength of the concrete shall be a minimum of 4000 PSI at 28 days. The core compressive strength shall not be less than the minimum and test cores shall be tested at the engineers option.Test procedures shall be in accordance with ASTM C 140-91 Cores failing to meet the minimum compressive strength requirements shall be cause for rejection of the represented lot by the engineer 2.04 AGGREGATE A The aggregate shall meet the requirements of ASTM C 33-92, except for grading. Aggregate grading shall be reasonable consistent and shall be well-graded from the maximum size which can be conveniently handled with available equipment. 2.05 GEOTEXTILE FILTER FABRIC' A The geotextile filter fabric used for cellular concrete blocks shall be Mirafi 170N or equal. 3.0 EXECUTION 3.01 FOUNDATION PREPARATION A Do not place blocks on soft, loose, or muddy subgrade or on subgrade containing loose,uncompacted materials or standing water B Areas on which filter fabric and cellular concrete blocks are to be placed shall be constructed to the lines and grades shown. The subgrade for the cellular concrete blocks shall be free of voids,pits and depressions,Voids,pits and depressions shall be brought to grade by backfilling in accordance with the Section 02221 -Embankment. Obstructions,such as roots and projecting stones larger than 1 inch remaining on the surface,shall be removed and the soft or low density pockets of material removed shall be filled with selected material and compacted to plus or minus 95%proctor density 07/2006 03315-2 of 3 CITY OF PEARLAND INTERLOCKING FLEXIBLE REVETMENT SYSTEM C Excavation and preparation for anchor trenches,side trenches,toe trenches and aprons shall be done in accordance to the lines,grades and dimensions shown on the plans. 3.02 INSTALLATION OF CELLULAR CONCRETE BLOCKS A Placement of filter fabric shall be installed in accordance with the manufacturers recommendations and requirements. B Cellular concrete blocks shall be placed within the limits shown.The blocks shall be interlocked in a manner which discourages'any vertical displacement or horizontal movement. The cellular concrete blocks shall be placed on the filter fabric in such a manner as to produce a level surface.No more than 200 lineal feet of filter fabric shall be laid before covered with concrete blocks.Fabric installed more than two(2)days not covered by blocks shall be lifted and the surface of the slope inspected for slope defects. The Contractor will lift uncovered fabric after heavy rainfall to inspect for slope damage. The manufacture of the cellular concrete blocks shall be available during block placement to assist the Contractor The Contractor shall furnish a certificate from the manufacturer or an authorized representative thereof stating that the blocks were installed correctly Final acceptance and approval of the installation will be made by the Engineer 3.03 QUALITY CONTROL A Equipment shall not be allowed on the installed concrete blocks until topsoil is placed over the revetments system to refrain from breaking or damaging any blocks. 3.04 FINISHING A The voids of the cellular concrete blocks for the limits shown shall be filled with topsoil,seed and fertilizer in accordance with Section 02932-Hydromulch Seeding. At no time shall more than 500 lineal feet of blocks be exposed unturfed.Prior to turf placement,the blocks surface shall be inspected for damage.Individual blocks which are cracked shall be replaced prior to the placement of turf. END OF SECTION r 072006 03315-3of3 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES Section 03320 JOINTS IN CONCRETE STRUCTURES 1.0 GENERAL 1.01 SECTION INCLUDES A Waterstops and ,similar joints in concrete structures intended to retain water or withstand hydrostatic pressure. 1.02 MEASUREMENT AND PAYMENT A No separate payment will be made for Milts under this Section. Include payment in unit price for structural concrete. B Refer to Section 01200-Measurement and Payment Procedures. 1.03 DEFINITIONS A The following definitions refer to concrete joints in water-retaining structures. Unless otherwise indicated,all such joints shall have a waterstop or sealant groove to prevent water penetration at the joint. t B Construction Joint: The joint or surface between two concrete pours, produced by placing fresh concrete in contact with a hardened concrete surface. 1 A bond breaker may or may not be used,as indicated. 2. Reinforcing steel is continuous through the joint,unless otherwise indicated. C Contraction Joint: A joint similar to a construction joint,but intended to accommodate concrete shrinkage and similar movement. 1 A:bond breaker is always used. 2. Reinforcing steel is held back 4-1/2 inches from the joint surface,and sleeved dowels are used so pours can move apart,'unless otherwise indicated. D Expansion Joint: A joint similar to a construction or contraction joint,but intended to accommodate both expansion and contraction. 1 Compressible joint filler is placed against the hardened concrete,to form and separate the second pour so pours can move together or apart. 2. A centerbulb waterstop and joint sealant are used to fill the gap, unless otherwise indicated. 3. Reinforcing steel is held back, and sleeved dowels are used to allow and control movement,unless otherwise indicated. E Control Joint: A groove cut orformed in the face of a single pour,producing a weaker plane more likely to crack;used in an attempt to control locations of normal shrinkage cracks. 1 Joint sealant is used to fill the groove. 03320-1 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES 2. Reinforcing steel is continuous,since the pour is monolithic. 1.04 SUBMITTALS A Submit under provisions of Section 01350-Submittals. B Product Data. Information sufficient to indicate compliance with Contract Documents, including manufacturer's descriptive literature and,specifications. C Shop Drawings. Indicate type, size and location of each joint in each structure,and installation details. D Samples: For extrusions, submit 6-inch lengths. For molded or fabricated items, submit whole items. Submit 6-inch beads for sealants and 6-inch square samples for coatings,on appropriate substrates. E Quality Control Submittals. Submit manufacturer's instructions and recommendations for storage,handling and installation including material safety data sheets,and,where specified, test reports certified by an independent testing laboratory or the manufacturer, and manufacturer's certification that products furnished comply with Contract Documents. 1.05 QUALITY ASSURANCE A Waterstop Inspection: Notify the Engineer to schedule inspection at least 24 hours prior to work involving waterstop installation or fabrication of waterstop field joints. B Defects include but are not limited to the following: 1 Offsets at joints greater at any point than 1/16 inch or 15 percent of material thickness,whichever is less. 2. Exterior cracks at joints due to incomplete bond,which are deeper at any point than 1/16 inch or 15 percent of material thickness,whichever is less. 3 At any point, any combination Of offsets or exterior cracks resulting in a net reduction in the cross-sectional area of the waterstop greater than 1/16 inch or 15 percent of material thickness at any point, whichever is less. 4 Misalignment of joint resulting in misalignment of the waterstop in excess of 1/2 inch in 10 feet. 5 Porosity in the welded joint as evidenced by visual inspection. 6. Bubbles or inadequate bond which can be detected with a pen knife. If,while probing the joint with the,point of a pen knife, the knife breaks through the outer portion of the weld into a bubble,the joint is defective. C Field Joint Samples: Prior to use of the waterstop material in the field,fabricate and submit for review a sample of a fabricated mitered cross and a tee constructed of each size or shape of material to be used. Fabricate samples so material and workmanship represent fittings to be furnished. 'Field samples of fabricated fittings(crosses, tees, etc.) will be selected at random by the Owner for testing by a laboratory at Owner's expense; they shall have a tensile strength across the joints equal to at least 600 psi 03320-2 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES when tested in accordance with ASTM D638. Contractor shall pay cost of failed tests and retesting required by failures. D Construction Joint Sealant: Prepare adhesion and cohesion test specimens, as specified,at intervals of 5 working days while sealants are being installed. E Sealant material shall show no signs of adhesive or cohesive failure when tested in accordance with the following procedure in laboratory and field tests: 1 Prepare sealant specimen between 2 concrete blocks(1 inch by 2 inches by 3 inches); spacing between the blocks shall be 1 inch. Use coated spacers (2 inches by 1-1/2 inches by 1/2 inch)to ensure sealant cross-sections of 1/2 inch by 2 inches with a width of 1 inch. 2. Cast and cure sealant according to manufacturer's recommendations except that curing period shall be not less than 24 hours. 3. Following curing period,widen the gap between blocks to 1-1/2 inches. Use spacers to maintain this gap for 24 hours prior to inspection for failure. F Sealant Installer A competent waterproofing specialty contractor,approved by sealant manufacturer, having a record of successful performance in similar installations. Before beginning work,sealant manufacturer's representative shall instruct installer's crew in proper method of application. 1.06 WARRANTY A Provide a written warranty covering entire sealant installation against faulty and incompatible materials and workmanship,and agreeing to repair or replace defective work at no additional cost to the Owner,for a period of 5 years. 1.07 DELIVERY,STORAGE AND HANDLING A Deliver, store and handle materials in accordance with manufacturer's printed instructions. B Store waterstops to permit free circulation of air around waterstop material. 2.0 PRODUCTS 2.01 EPA POTABLE CLASSIFICATION A All joint materials shall be materials that reach acceptability for use in potable water systems no later than 30 days after installation, as classified by the Environmental Protection Agency 2.02 PVC WATERSTOPS A Extrude from virgin polyvinyl chloride elastomer Use no reclaimed or scrap material. Submit waterstop manufacturer's current test reports and manufacturer's written certification that the material furnished meets or exceeds Corps of Engineers Specification CRD-0572 and other specified requirements. 03320-3 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES. } B Flat Strip and Center-Bulb Waterstops: As detailed,and as manufactured by Kirkhill Rubber Co.,Brea,California;Water Seals,Inc.,Chicago,Illinois;Progress Unlimited, Inc.,New York,New York;Greenstreak Plastic Products Co.,St.Louis,Missouri,or equal acceptable to the Engineer,provided that at no place shall waterstop thickness be less than 3/8 inch. C Multi-Rib Waterstops: As detailed, and 'as manufactured by Water Seals, Inc., Chicago,Illinois;Progress Unlimited,Inc.,New York,New York;Greenstreak Plastic Products Co., St. Louis, Missouri, or equal acceptable to the Engineer Use prefabricated joint fittings at intersections of ribbed-type waterstops. D Other Waterstops: When types of waterstops not listed above are indicated on the Drawings,they are subject to these specifications. E Waterstop Properties: When tested in accordance with specified standards,waterstop material shall meet or exceed the following requirements. Physical Property, Sheet Material Value ASTM Standard Tensile Strength—min(psi): 1,750 D638,Type N Ultimate Elongation-min(percent): 350 D638,Type N Low Temp Brittleness-max (degrees F): -35 D746 Stiffness in Flexure-min(psi): 400 D747 Accelerated Extraction(CRD-0572)- Tensile Strength-min (psi): 1500 D638,Type N Ultimate Elongation-min(percent): 300 D638,Type N Effect of Alkalies(CRD-0572)- Change in Weight(percent). +0.25/-0.10 Change in Durometer,Shore A. +5 D2240 Finished Waterstop- Tensile Strength-min(psi): 1400 D638,Type N Ultimate Elongation-min(percent): 280 D638,Type N 2.03 JOINT SEALANT A Material. Polyurethane polymer designed for bonding to concrete which is continuously submerged in water. Use no material with an unsatisfactory history of bond or durability when used in joints of liquid-retaining structures. B Sealant Properties at 73 degrees F,50 percent relative humidity 1 Work Life: 45- 180 minutes 2. Time to Reach 20 Shore A Hardness (at 77 degrees F,200 gr quantity): 24 hours,maximum 3 Ultimate Hardness (ASTM D2240): 20-45 Shore A 4 Tensile Strength(ASTM D412): 200 psi,minimum 5 Ultimate Elongation(ASTM D412): 400 percent, minimum 03320-4 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES 6: Tear Resistance (Die C ASTM D624)• 75 pounds per inch of thickness, minimum 7 Color Light Gray C Polyurethane Sealants for Waterstop Joints in Concrete: 1 Sealant: 2-part polyurethane; when cured, sealant shall meet or exceed ANSI/ASTM C920 or Federal Specification TT-S-0227 E(3) for 2-part material. 2. Vertical and overhead horizontal joints: Use only "non-sag" compounds meeting ANSI/ASTM C920,Class 25,Grade NS,or Federal SpecificationTT- S-0227 E(3),Type II,Class A. 3. Plane horizontal joints: Self-leveling compounds meeting ANSI/ASTM C920, Class 25,Grade P,or Federal Specification TT-S-0227 E(3),Type L For joints subject to either pedestrian or vehicular traffic,use a compound providing non- tracking characteristics and having a Shore A hardness range of 35 to 45 4 Primer Use only compatible materials manufactured or recommended for the application by the sealant manufacturer, in accordance with the printed instructions and recommendations of the sealant manufacturer D Acceptable Products: Polymeric Systems Inc. "PSI-270", Pacific Polymers "Elastothane 227R", Sika Corporation "Sikaflex 2C", or equal acceptable to the Engineer - 2.04 MISCELLANEOUS MATERIALS A Bearing Pad: ASTM D2000 neoprene,Grade 2 or 3,Type BC,tensile strength 1450 psi,60 durometer hardness,unless otherwise indicated. B Neoprene Sponge: ASTM D 1056,Type 2C3-E 1 closed-cell expanded neoprene. G Preformed Joint Filler ASTM D 1752 Type I non-extruding type;neoprene sponge or polyurethane of firm texture,except as otherwise specified. Bituminous fiber type will not be permitted. D Control Joint Former Continuous plastic insert strips with anchorage ribs located at the bottom and an enlarged upper portion that is readily removable without damage to the concrete, and is sized to form sealant groove. Size to extend to at least 1/4 slab depth. E Backing Rod: Extruded closed-cell polyethylene foam rod, compatible with joint sealant materials used, with a tensile strength not less than 40 psi, and compression deflection approximately 25 percent at 8 psi. Size: 1/8-inch larger in diameter than joint width,except use one-inch diameter rod for 3/4-inch wide joints. F Bond Breaker "Super Bond Breaker"manufactured by Burke Company,San Mateo, California; "Select Cure CRB", manufactured by Select Products Co., Upland, California,or equal acceptable to the Engineer. Bond breaker shall contain a fugitive dye so areas of application will be readily distinguishable. 03320-5 of 9 CITY OF REARLAND JOINTS IN CONCRETE STRUCTURES G Slip Dowels: Smooth epoxy-coated bars conforming to ASTM A775. H PVC Tubing: ASTM D2241,Schedule SDR 13.5 2.05 RESILIENT WATERSTOP A Resilient waterstop,where called for on the Drawings, shall be either a bentonite or adhesive type material. B Bentonite Waterstop: 1 Material: 75 percent bentonite, mixed with butyl rubber-hydrocarbon containing less than 1.0 percent volatile matter,and free of asbestos fibers or asphaltics. 2. Manufacturer's rated temperature ranges. For application,5 to 125 degrees F; in service,-40 to 212 degrees F 3 Cross-sectional dimensions,unexpanded waterstop: One inch by 3/4 inch. 4 Provide with adhesive backing capable of producing excellent adhesion to concrete surfaces. C Adhesive Waterstop: 1 Adhesive waterstop shall be at least 2 inches in diameter and shall be Synko- Flex preformed plastic adhesive waterstop by Synko-Flex Products, Inc., or equal. The waterstop shall meet or exceed requirements of Federal Specification SS-S-210A. 2. The adhesive waterstop shall be supplied wrapped completely by a two part protective paper. 3 The adhesive waterstop material shall have independent laboratory tests verifying that the material seals joints in concrete against leakage when subjected to a minimum of 30 psi water pressure for at least 72 hours. 4 Primer, to be used on hardened concrete surfaces, shall be provided by the same manufacturer as the waterstop material. 3.0 EXECUTION 3.01 INSTALLATION A Embed waterstops in concrete across joints as shown. Waterstops shall be continuous for the extent of the joint; make splices necessary to provide such continuity in accordance with manufacturer's instructions. Support and protect waterstops during construction operations;repair or replace waterstops damaged during construction. B Install waterstops in concrete on one side of joints,leaving other side exposed until the next pour When a waterstop will remain exposed for 2 days or more,shade and protect the exposed waterstop from direct rays of the sun during the entire exposure and until the exposed portion of the waterstop is embedded in concrete. 3.02 SPLICES IN WATERSTOPS Al hi 03320-6 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES A Splice waterstops by heat sealing adjacent waterstop sections in accordance with the manufacturer's printed instructions. 1 Do not damage material by heat sealing. 2. Splice tensile strength: At least 60 percent of unspliced material tensile strength. 3. Maintain continuity of waterstop ribs and tubular center axis. B Butt end-to-end joints of 2 identical waterstop sections may be made in the forms during placement of waterstop material. Heat seal. C Prior to placement in formwork,prefabricate all waterstop joints involving more than 2 ends to be joined together, an angle cut, an alignment change, or the joining of 2 dissimilar waterstop sections,allowing not less than 24-inch long strips of waterstop material beyond the joint. Upon inspection and approval by the Engineer, install prefabricated waterstop joint assemblies in formwork,and butt-weld ends of the 24- inch stri t th straight-run portions waterstop in the forms. 1 D Where a ps centerbulboe waterstop intersectsof and is joined to ea waterstop, take care to seal the end of the centerbulb,using additional PVC material if needed. 3.03 JOINT CONSTRUCTION A Setting Waterstops: 1 Correctly position waterstops during installation. Support and anchor waterstops during progress of the work to ensure proper embedment in concrete. Locate symmetrical halves of waterstops equally between concrete pours at joints, with center axis coincident with joint openings. Thoroughly work concrete in joint vicinity for maximum density and imperviousness. 2. Flat-strip waterstop: Prevent folding over by concrete during placement. Unless otherwise shown, hold waterstops in place with wire ties on 12-inch centers passed through the waterstop edge and tied to reinforcing steel. a. Horizontal waterstops(with flat face in vertical plane): Hold in place by fastening upper waterstop edge to continuous supports. b. Horizontal waterstops (with flat face in horizontal plane): Work concrete under waterstops by hand to eliminate air and rock pockets. 3 Place centerbulb waterstops in expansion joints centered on joint filler material. 4 Where a waterstop in a vertical wall joint does not connect with any other waterstop, and is not intended to be connected to a waterstop in a future concrete placement,terminate the waterstop 6 inches below the top of the wall. B Joint Location. Unless specifically noted otherwise,provide construction joints at 25- foot maximum spacing for concrete construction. Where joints are shown spaced greater than 40 feet apart,provide additional joints to maintain the 25-foot maximum spacing. Submit joint locations for review by the Engineer C Joint Preparation. Prepare surfaces in accordance with Section 03310 - Structural Concrete. Unless otherwise indicated,bonding is required at horizontal concrete joints 03320-7 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES in walls. Except on horizontal wall construction joints,wall-to-slab joints,or where otherwise shown or specified,at joints where waterstops are required,coat the joint face of the first pour with bond breaker as specified. D Replacement of Defective Field Joints: Replace waterstop field joints showing evidence of misalignment,offset,porosity,cracks,bubbles,inadequate bond or other defects with products and joints complying with Contract Documents. E Construction Joint Sealant: 1 In water-bearing floor slabs and elsewhere where indicated, provide construction joints with tapered grooves filled with construction joint sealant. Leave groove-forming material in place until time grooves are cleaned and filled with joint sealant. After removing groove forms, remove laitance and fins and sand-blast the grooves. Allow grooves to dry thoroughly,then blow out, immediately prime surfaces,place bond-breaker tape in bottom of groove and fill with construction joint sealant. Use no sealant without a primer Completely fill sealant grooves. Thoroughly clean areas designated to receive sealant,as specified for tapered grooves,prior to sealant application. 2. Mix and install primer and sealant in accordance with manufacturer's printed instructions and recommendations. Do not coat sides of sealant groove with bond breaker,curing compound or other substance which would interfere with proper sealant bond. Allow at least 7 days for sealant to achieve final cure before filling structure with water 3. Thoroughly and uniformly mix 2-part catalyst-cured material. 4 Remove and replace improperly cured sealants after the manufacturer's recommended curing time; thoroughly sandblast the groove to remove all traces of uncured or partially-cured sealant and primer,then re-prime and re- seal with specified sealant. F Resilient Waterstop: 1 Install resilient waterstop in accordance with manufacturer's instructions and recommendations except as otherwise indicated and specified. 2. When requested by the Engineer, provide technical assistance by manufacturer's representative in the field at no additional cost to the Owner 3 Use resilient waterstop only where complete confinement by concrete is provided,do not use in expansion or contraction joints. 4 Where resilient waterstop is used in combination with PVC waterstop, lap resilient waterstop over PVC waterstop a minimum of 6 inches and place in contact with the PVC waterstop. Where crossing PVC-at right angles, melt PVC ribs to form a smooth joining surface. 5 At the free top of walls without connecting slabs,stop the resilient waterstop and grooves (where used)6 inches from the top in vertical wall joints. 6. Bentonite Waterstop: a. Locate bentonite waterstop as near as possible to the center of the joint and extend continuous around the entire joint. Minimum distance from edge of waterstop to face of member 5 inches. b Where thickness of the concrete member to be placed on the bentonite waterstop is less than 12 inches,place waterstop in grooves at least 3/4 03320-8 of 9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES - inch deep and 1-1/4 inches wide formed or ground into the concrete. Minimum distance from edge of waterstop placed in groove to face of member 2.5 inches. c. Do not place bentonite waterstop when waterstop material temperature is below 40 degrees F Waterstop material may be warmed so that it remains above 40 degrees F during placenent but•means used to warm it shall in no way harm the material or its properties. Do not install waterstop where air temperature falls outside manufacturer's recommended range. d. Place bentonite waterstop only on smooth and uniform surfaces;grind concrete smooth if necessary to produce satisfactory substrate,or bond waterstop to irregular surfaces using an:epoxy grout which completely fills voids and irregularities beneath the waterstop material. Prior to installation, wire brush the concrete surface to remove laitance and other substances that may interfere with bonding of epoxy e. In addition to the adhesive backing provided with the waterstop,secure bentonite waterstop in place with concrete nails and washers at 12-inch maximum spacing. 7 Adhesive Waterstop: a. Thoroughly clean the concrete surface on which the waterstop is to be placed with a wire brush and coat with primer b. If the surface is too rough to allow the waterstop to form a complete contact,grind to form an adequately smooth surface. c. Install the waterstop with the top protective paper left in place. Overlap joints between strips a minimum of 1 inch and cover back over with the protective paper d. Do not remove protective paper until just before final formwork completion. Concrete shall be placed immediately The time that the waterstop material is uncovered prior to concrete placement shall be minimized and shall not exceed 24 hours. G Control Joints: 1 Where indicated, form in slabs by sawcutting, preformed plastic inserts or other means acceptable to the Engineer Minimum insert or sawcut: 1/4 slab depth. 2. Perform sawcutting during the curing period as soon as possible after concrete has reached its final set,has attained sufficient strength to support sawcutting operations without damage,and while it remains fully saturated. 3. Leave the removable portion of plastic inserts in place and protect sawcuts against damage and intrusion of foreign material until the end of the curing period and until concrete has dried sufficiently to allow sealant installation. 4 Sealant Installation. Blow foreign material from formed or sawcut space. Insert a foam backer rod to form a sealant depth equal to the width of the space but not less than 3/8 inch. Install sealant as specified elsewhere in the Contract Documents. END OF SECTION 03320-9 of 9 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 5 TECHNICAL SPECIFICATIONS DIVISION 5 METALS 07/2006 CITY OF PEARLAND METAL FABRICATIONS Section 05500 METAL FABRICATIONS 1.0 GENERAL 1.01 SECTION INCLUDES A Bolts,anchors,nuts,sleeves,concrete anchors,scheduled items,and other miscellaneous metal items not specifically included under other Technical Specification Sections. B References to Technical Specifications: 1 Section 01350-Submittals 2. Section 01200 Measurement and Payment Procedures C Referenced Standards: 1 American Society for Testing and Materials(ASTM) a. ASTM A 36,"Structural Steel" b. ASTM A 53,"Pipe,Steel,Black and Hot-Dipped,Zinc-Coated Welded and Seamless" c. ASTM A 123, "Zinc(Hot-Dip Galvanized)Coatings on Iron and Steel Products" d. ASTM A 153,"Zinc Coating(Hot-Dip)on Iron and Steel Hardware" e. ASTM A 276,"Stainless and Heat-Resisting Steel Bars and Shapes" f. ASTM A 307,, "Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength" g. ;ASTM A 500, "Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Round and Shapes" h. ASTM A 501, "Hot-Formed Welded and Seamless Carbon Steel Structural Tubing" i. ASTM F 593,"Stainless Steel Bolts,Hex Cap Screws,and Studs" j. ASTM F594, "Stainless Steel Nuts" 2. American Welding Society(AWS) a. AWS A2.0,"Standard Welding Symbols" b. AWS D1 1,"Structural Welding Code" 3 Steel Structures Painting Council(SSPC) 1.02 MEASUREMENT AND PAYMENT A Unless indicated in Section 00300-Bid Proposal as a Bid Item,no separate payment will be made for Metal Fabrications under this Section. Include cost in Bid Items for which this Work is a component. B If Metal Fabrication is included as a Bid Item, measurement will be on a Lump Sum basis. C Payment shall be based on the Schedule of Values submitted for Metal Fabrication under the provisions of Section 01350-Submittals. JUNE 2006 05500-1 of 4 CITY OF PEARLAND METAL FABRICATIONS D Refer to Section 01200-Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required-by this Section under the provisions of Section 01350 — Submittals. B Submit Shop Drawings indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and type of fasteners, and accessories. Include erection drawings, elevations, and details where applicable. Indicate welded connections using standard AWS A2.0 welding symbols. Indicate net weld lengths. C Submit manufacturers'technical literature andtest reports showing certified capacities for concrete anchors. 1.04 QUALIFICATIONS A Prepare Shop Drawings under direct supervision of a Professional Structural Engineer experienced in design of this work and licensed in the State of Texas. B Welders'Certificates: Submit under provisions of Section 01350-Submittals,certifying welders employed on the Work, verifying AWS qualification within the previous 12 months. 1.05 FIELD MEASUREMENTS A Verify that field measurements are as indicated on Plans. 2.0 PRODUCTS 2.01 MATERIALS A Steel Shapes and Plate: ASTM A36. B Stainless Steel Sections:ASTM A276,Type 316 for non-welded items and Type 316L for welded items. C Steel Tubing: ASTM A500 or A501,Grade B. D Pipe: ASTM A53,Grade B Schedule 40. E Bolts, Nuts, and Washers: ASTM A307 galvanized to ASTM A153 for galvanized components. F Stainless Steel Bolts and Nuts: Bolts per ASTM F593,Type 316,nuts per ASTM F594, Type 316;UNC coarse threads. JUNE 2006 05500-2 of 4 CITY OF PEARLAND METAL FABRICATIONS G Concrete Anchors: Concrete anchors are inserted into holes drilled in hardened concrete and shall be one of the following types: 1 Adhesive Anchors: Concrete anchors which are spbmerged,in splash zones, in enclosed spaces over liquids, or anchoring vibrating equipment shall be epoxy adhesive anchors. Adhesive anchors may be used at all locations where concrete anchors are required. Epoxy systems shall be Sika/FI System with Sikadur Injection Gel Epoxy,Master Builders Concresive Epoxy Cartridge Dispensing System and Concresive Paste LPL, or equal. Threaded rods shall be ASTM F593,Type 316 studs. Where adhesive anchors,or connected metal,are exposed to direct sunlight,the anchors shall be certified to maintain at least 90 percent of their rated strength(tested at 73 degrees F)when tested at 160 degrees F. 2. Expansion Anchors; Where concrete anchors are indicated and adhesive anchors are not required,wedge type anchors made with ASTM A276,Type 316 Stainless Steel shall be used. Anchors shall be KWIK Bolt II By Hilti,Inc.or approved equal. H Welding Materials: AWS D1 1,type required for materials being welded. 2.02 FABRICATION A Fit and shop assemble in largest practical sections,for delivery to site. B Fabricate items with joints tightly fitted and secured. 1 C Grind exposed joints flush and smooth with adjacent fmish surface. Make exposed joints butt tight,flush,and hairline. Ease exposed edges to small uniform radius. D Exposed Mechanical Fastenings: Flush countersunk screws or bolts; unobtrusively located;consistent with design of component,except where specifically noted otherwise. E Supply components required for anchorage of fabrications.Fabricate anchors and related components of same material and finish as fabrication,except where specifically noted otherwise. 2.03 FINISHES A Prepare surfaces to be primed in accordance with SSPC SP 2. B Do not prime surfaces in direct contact with concrete or where field welding is required. C Galvanize, after completion of welded fabrication, in accordance with ASTM A123, structural steel members. Provide minimum 1.25 oz/sq ft galvanized coating. JUNE 2006 05500-3 of 4 CITY OF PEARLAND METAL FABRICATIONS 3.Q EXECUTION 3.01 EXAMINATION A Verify that field conditions are acceptable and are ready to receive work. B Beginning of installation means erector accepts existing conditions. 3.02 PREPARATION A Clean and strip primed steel items to bare metal where site welding is required. B Supply items required to be cast into concrete or embedded in masonry with setting templates,to appropriate sections. C All stainless steel threads to be coated with an anti-seizing compound prior to installing the nuts. 3.03 INSTALLATION A Install items plumb and level,accurately fitted,free from distortion or defects. B Allow for erection loads,and for sufficient temporary bracing to maintain true alignment until completion of erection and installation of permanent attachments. C Field weld components indicated on shop drawings. D Perform field welding in accordance with AWS D1 1 E Obtain Engineer approval prior to site cutting or making adjustments not scheduled. F After erection,prime welds,abrasions,and surfaces not shop primed except surfaces to be in contact with concrete. 3.04 ERECTION TOLERANCES A Maximum Variation From Plumb: 1/4 inch per story,non-cumulative. B Maximum Offset From True Alignment: 1/4 inch. END OF SECTION JUNE 2006 05500-4 of 4 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 10 TECHNICAL SPECIFICATIONS DIVISION 10 SPECIALTIES I 12/2008 \ i CITY OF•PEARLAND ' PORTABLE DYNAMIC MESSAGE SIGN Section 10146 PORTABLE DYNAMIC MESSAGE SIGN 1. General 1:1 Product Description, The'solar powered portable dynamic message sign consists of a sign display, panel,a supporting structure for the sign display panel,a photovoltaic array,a battery power supply,an energy management system control unit and an electronic control console,all mounted on a heavy duty trailer frame. Silent Messenger,or approved equal,as manufactured by Solar Technology, Inc.,www.solartechnology.com. 1.2 Measurement and Payment 1.2.1 Measurement for portable dynamic message sign is on a.per each basis. 1.2.2 Refer to Section 01200—Measurement and Payment Procedures. 1.3 Design Objectives 1.3 1 Maximize reliability by using generally accepted design techniques for outdoor-use electrical and electronic equipment. 1.3.2 Minimize operating cost by using a renewable energy source,requiring minimal maintenance. 1.3.3 Maximize safety and effectiveness by using a non-glare,high contrast display panel with long-life expectancy,high-reliability display technology 1.3.4 Meet or exceed the standards for Portable Changeable Message Signs as listed in the U.S. Federal Highway Administration(FHWA)Manual on Uniform Traffic Control Devices (MUTCD). 1.4 Performance Objectives • 1 4.1 Visibility up to I mile. 1 4.2 Legibility up to 1/2 mile. 14.3 Minimal glare from sunlight and headlights. 1 4 4 Continuous, uninterrupted operation on solar power 1 4.5 One month minimum,three month typical maintenance interval. 12/2008 10146- 1 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN 1.5 Quality Assurance Objectives 1.5.1 All manufacturing shall be carried out in a facility with a completely implemented and properly maintained ISO 9001.2000 certified quality management system. 1.5.2 All units shall bear the CE Mark indicating acceptable EMC(Electromagnetic Compatibility)to insure that the units are neither susceptible to nor produce any electromagnetic interference. 1.5.3 Manufacturer shall have a factory authorized service center located within 150 miles of point of delivery.Authorized service center shall receive all units from factory in order to inspect for any shipping damage and verify proper operation prior to final delivery Delivery directly from manufacturer's facility without inspection by an authorized service center shall not be permitted.Additionally,authorized service center shall be capable of performing warranty service and repairs,and shall provide on-site training on the proper use and maintenance of all equipment delivered. 2. Physical 2.1 Dimensions 2.1 1 Length Overall-180 in.(457 cm) 2.1.2 WidthOverall-92in.(234 cm) 2.1.3 Height 2.1.3 1 Sign in transport position- 103 in.(262 cm) 2.1.3.2 Sign in operating position-162 in.(412 cm) 2.1 4 Ground Clearance,minimum- 13 in.(33 cm) 2.1.5 Weight-2,960 lbs.(1,343 kg) (maximum) 2.2 Environmental 2.2.1 Temperaturel operating and storage--40 to+185°F(-40 to+85 00) 2.2.2 Relative Humidity-20%to 98%,non-condensing 2.2.3 Wind 2.2.3 1 Transport position,maximum trailering speed-70MPH(112 KPH) 12/2008 10146-2 of20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN 2.2.3.2 Operating position,max.height,outriggers in place-80 MPH(128.KPH)sustained 2.2.4 Electrical Interference-Unaffected by RFI(Radio Frequency Interference)and EMI (Electromagnetic Interference). 3. Trailer Chassis and Sign Support 3.1 Trailer Chassis 3 1.1 Frame Construction 3 1 1 1 Trailer frame shall be constructed of welded 7 Gauge(3/16-inch)CNC formed steel plate and structural steel tubing with 3 x 5 x 3/16 inch structural steel tubing extending from the sign mast mounting frame cross-members forward to the coupler/brake actuator Tongue shall be braced with diagonal 2 x 4 x 11 gauge tubing extending outward from the forward section of the tongue at 45 degrees,rearward to the front main cross member 3 1 1.2 Trailer shall be equipped with a 7 Gauge(3/1 6-inch)CNC formed steel plate rear cross member to provide support for sign panel and protect structure against rear end collisions. 3 1 1.3 Trailer frame shall be equipped with tie down points to facilitate securing unit to utility trailer or truck deck for transport. 3 1.2 Suspension and Brake System(Note:MB-i 548 series does not include brakes) 3.1.2.1 Trailer shall be equipped with an independent suspension,torsion-type axle with hydraulic brakes.Axle load capacity shall be set to 3,400 pounds(MB-i548 series axle- no brakes). 3 1.2.2 Axle wheel spindles shall be equipped with spindle bearing caps with grease fittings to accommodate wheel bearing lubrication. 3 1.2.3 Trailer shall be equipped with a bolt-on 7,500..pound capacity hydraulic surge brake actuator(N/A-MB-1548 series). 3 1 .2.4 Hydraulic surge brake actuator shall be equipped with an emergency break-away cable to automatically set the trailer brakes in the event of a coupler separation from the tow vehicle(N/A-MB-1548 series). 31.3 Coupler 3 1 .3 1 Trailer shall be equipped with an adjustable height coupler mount capable of accepting either a 2-inch ball or a 3-inch pintle ring coupler,both with minimum capacity ratings of 12/2008 10146-3 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN 5,000 lbs. 3 1.3.2 Trailer shall be equipped with 1/4-inch safety chains with snap-type hooks for secure attachment to tow vehicle hitch. 3.1.3.3 All trailer hitch components shall comply with SAE J684 standards for Class 11(2) trailers. 3 1 4 Surface Preparation and Finishing 3.1 41 Trailer chassis and superstructure shall be completely cleaned and deburred prior to finishing.All metal surfaces shall be prepared for fmishing using an iron phosphate wash-down process. 3 1 4.2 A polyamide epoxy primer shall be applied to a dry film thickness of 2.5 mils. 3 14.3 A high gloss federal safety orange aliphatic acrylic urethane finish shall be applied to a dry film thickness of 2.5 mils. 31.5 Lighting 3 1 .5 1 Trailer shall be equipped with sealed flush-mounted combination stop,tail and turn lights. - 3.1 .5.2 Trailer shall be equipped with flush-mounted front and rear side marker lights. 3.1.5.3 Trailer shall be equipped with a rear.center identification light bar 3 1 .5 4 Trailer shall be equipped with a lighted license plate holder 3 1 .5.5 Trailer wiring harness shall be completely sealed and water resistant. 3.1.6 Fenders 3 1.6.1 Trailer shall be equipped with unbreakable, molded,solid color,UV-stabilized HDPE (High Density Polyethylene)fenders,completely closed on the inner side to protect trailer frame. 3 1.6.2 Fenders shall be secured to trailer frame with zinc-plated steel thread forming screws and fender washers so as to facilitate easy repair or replacement. 3.1 7 Leveling Jacks 3 1 7 1 Trailer shall be equipped with four swivel type screw jacks,minimum capacity rating of 12/2008 10146-4of20 CITY OF PEARLAND ' PORTABLE DYNAMIC MESSAGE SIGN. 2,000 pounds,mounted at each corner of the trailer frame. 3 1 7.2 The outrigger jacks shall be capable of lifting the trailer frame so trailer wheels and tires can be removed for additional security 3 1 7.3 Trailer shall be constructed such that the outrigger jacks are protected by 7 Gauge(3/1 6- inch)CNC formed steel plate guards when the jacks are in the travel position to prevent damage to jacks during transport. 3 1.8 Tires and Wheels 3 1.8.1 Tires shall be ST225/75R1 5 Load Range C. 3.1.8.2 Wheels shall be 15-inch x 6-inch,5-lug pattern(4 1/2-inch bolt circle),white spoke dress wheel. 3 1.8.3 Wheels and tires shall be sized in accordance with load requirements of trailer and axle. 3.2 Sign Support 3.2.1 Sign panel shall be attached to a telescoping mast assembly to facilitate raising and } rotating the display panel from the transport position to the operating position safely and quickly by an unassisted operator 3.2.2 The mast shall consist of a lower assembly and an upper assembly with a,hydraulic cylinder mounted inside to provide for raising and lowering the message display panel. , 3.2.3 A hydraulic power unit,mounted inside a lockable,weather-resistant,molded HDPE (High Density Polyethylene)enclosure,shall provide sufficient flow to raise the sign panel to the full operating position in less than twenty(20) seconds.The hydraulic power unit shall be equipped with a manual bypass dump valve to permit lowering of the mast in the event of a hydraulic control valve failure or total loss of electrical power. 3.2.4 The lower mast shall be fabricated from 6 x 6 x 3/16-inch structural steel tubing inserted , through a 5\16-inch steel plate secured to the trailer frame with eight 5\8-inch diameter steel bolts.The lower mast assembly Shall be reinforced with 5/16-inch steel gusset plates located below the trailer deck. 3.2.6 The upper mast shall be fabricated from 8-inch structural steel round tubing. 3.2.7 The mast assembly shall be equipped with a dual cam locking mechanism located at the bottom of the upper mast.The dual cam locking mechanism shall secure the message display panel in the appropriate viewing position.The locking cam mechanism shall automatically tighten to resist turning in windy conditions. Friction type(disc or band 12/2008 10146-5 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN brake)locking mechanisms are not acceptable as slippage can occur in high wind conditions. 3.2.8 The message display panel support mechanism shall be capable of being rotated through 360°and locked into position,at any angle. 3.2.9 The message display panel rotation locking mechanism shall permit the operator to lock the message display into position,safely,at ground level,prior to elevation to full operating height. 3.2.10 The message display panel shall be equipped with a sighting device to facilitate proper alignment during setup. 3.2.11 The upper and lower mast assemblies shall be equipped with nylatron wear pads to provide for smooth easy movement and to avoid metal to metal contact.The message display support mast shall be capable of extended operation without lubrication.Nylatron wear pads shall be adjustable to compensate for normal wear 3.2.12 Message display panel support structure shall be of non-welded,modular construction to facilitate quick easy repair in the event of accidental damage. 3.2.13 Message display panel shall be secured to a steel superstructure with stainless steel hardware and nylon spacers to minimize the effects of corrosion. 3.2.14 All mounting hardware shall be locking-type. 3.2.15 Heavy gauge steel cradles equipped with rubber bumpers and HDPE wear pads shall securely support sign panel against vertical and lateral movement during transport.No locking pins or latches will be permitted.Sign panel shall automatically lock into the transport position,without operator intervention,when the sign panel upper mast is fully retracted. 4. Message Display Panel 4.1 Dimensions 4 1 1 WidthOverall-126in. (320cm) 4 1.2 Height Overall-76 in.(193cm) 4 1.3 Depth Overall-6 in. (15cm) 12/2008 10146-6 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN 4.2 Construction 4.2.1 Message Display Panel Case 4.2.1 l The message display panel case shall be constructed of heavy duty aluminum extrusion secured at each corner by a molded, fiberglass-reinforced plastic corner and black powered coated stainless steel torx head screws and nylon insert locknuts. 4.2.1.2 The back of the message display panel case shall be constructed of aluminum sheet bonded and riveted to the case frame. 4.2.1.3 Interior of message display panel case shall be equipped with fabricated extruded aluminum channels to reinforce the display case and to support internal wiring and cables. 4.2.1 4 The display panel case shall be equipped with eight breather filter vents,designed to allow the flow of vapor but not fluid, located at the top and bottom of the case to provide adequate ventilation to minimize condensation and fogging of the display panel door. 4.2.2 Message Display Panel Door 4.2.2.1 The display panel door shall be constructed of heavy duty extruded aluminum secured at the corners with glass fiber reinforced molded plastic inserts and black powered coated stainless steel torx head screws and nuts. 4.2.2.2 The door shall fit within a flange around the perimeter of the message display panel case frame to provide for a secure weatherproof enclosure. 4.2.2.3 A rubber seal shall be located•inside of the flange on the case frame to provide a watertight,dust tight closure. 4.2.2.4 The message display panel shall be enclosed over the display area by a 3/16-inch thick clear UV resistant,scratch resistant,acrylic coated polycarbonate material with a non- glare outer surface to reduce reflection of ambient light and oncoming vehicle head lamps. 4.2.2.5 The polycarbonate material shall be secured in the door frame with an extruded rubber u- channel to provide a cushioned,weatherproof seal. 4.2.2.6 The message display panel door shall be secured in the open position for servicing by a pair of zinc-plated steel telescoping lid supports equipped with automatic latches.The door supports shall be located completely inside of the display panel housing,protected from weather 12/2008 10146-7of20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN 4.2.2.7 The display panel door shall be secured in the closed position with adjustable,positive locking,stainless steel draw latches. 4.2.2.8 The message display panel door and case shall be equipped with stainless steel locking hasps capable of accepting standard padlocks to secure the door in the closed position. 4.2.3 Surface Preparation and Finishing 4.2.3.1 Message display panel case and door shall be completely cleaned and deburred prior to finishing.All metal surfaces shall be prepared for finishing using an iron phosphate wash-down process. 4.2.3.2 Awash primer shall be applied to all prepared metal surfaces prior to applying final finish. 4.2.3.3 A matte black acrylic urethane finish shall be applied to a dry film thickness of 2.5 mils. 43 Display Characteristics 4.3 1 The message display area shall be approximately 120 inches in width by 70 inches in height. 4.3.2 The display area shall consist of a continuous(full)matrix of 48 pixels or dots in width by 27 pixels in height,or 56 pixels in width by 30 pixels in height when equipped with the optional high definition display(models SM-2256, SM-3056, SM-3756 and SM- 4056). 4.3.3 The pixels or dots shall consist of three(3)LEDs(Light Emitting Diodes)arranged in a triangular pattern so as to produce the appearance of a round image or dot at normal viewing distances. 4.3 4 The display color shall be amber(592 manometer wavelength). 4.3.5 The display shall produce a brightness greater than 10,000 candelas per square meter at maximum intensity 4.3.6 The display shall produce a minimum viewing angle of 24 degrees standard(60 degrees when equipped with optional Mega-Flux LED display),with consistent intensity and color across the entire display panel. 4.3 7 The message display shall be capable of displaying one,two,three or four lines of alphanumeric characters or text with a nominal character height ranging,from a minimum of 13 inches(33 cm)to a maximum of 52 inches(132 cm). 12/2008 10146-8 of 20 1 it CITY OFFEARLAND PORTABLE DYNAMIC MESSAGE SIGN 4.3.8 The message display panel shall be capable of displaying three lines of text with a minimum of three pixels(7.5 inches/19cm)between lines. , 4.3.9 The message display shall also be capable of displaying graphic images and symbols using the full 48 pixel width and 27 pixel height(56 pixel width by 30 pixel height when equipped with the optional high definition display). 4.4 Display Modules 4,4 1 Display modules shall be mounted in the sign panel using captive 1/4-turn wing-head fasteners to permit quick,easy module replacement without the need for any tools. 4 4.2 Display modules shall be mounted on rubber cushions to provide shock absorption during transport and to accommodate thermally-induced expansion and contraction of message display panel during operation. 4 4.3 Display module control circuitry shall include a fail-safe device,also know as a watchdog timer,to automatically monitor the performance of the display module and provide a reset! restart command to the on-board microcontroller in the event of any disruption of normal operation. 4 4 4 Display module control circuitry shall be designed to accommodate"hot swapping"- exchange of display modules while sign is operating. 4 4.5 The message display shall consist of an array of identical display modules capable of functioning in any position without the need for switch or jumper setup or special programming. 4 4.6 Display modules and message display panel shall accommodate complete service and exchange of display modules without the need for any tools. 4 4 7 Display modules shall be equipped with locking-type electrical ! electronic connectors to provide secure,reliable operation while permitting quick,easy service and repair of message display 4.5 Cables and Wiring 4.5 1 All message display panel wiring and cables shall be equipped with modular power and signal connectors to permit repairs without the need for any tools. 4.5.2 All power circuit connectors shall use tin or silver plated contacts. 4.5.3 All signal circuit connectors shall use gold plated or gold flashed contacts. 12/2008 10146-9 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN 4.5 4. All system wiring,power and signal,shall consist of marine grade wire and cable,with multi-strand,tin-plated conductors. 4.5.5 All power and sign panel signal wiring and cables shall be installed in nonmetallic, flexible, liquid-tight conduits.All conduit fittings shall be installed with rubber sealing rings to maintain liquid-tight characteristics. 5. Main Control Console 5.1 Physical 5 1 1 Control console shall be enclosed in a weather resistant, lockable,molded HDPE(High Density Polyethylene)enclosure secured to the trailer chassis. 5.1.2 Control console shall be completely sealed to accommodate operation in all types of weather 5 1.3 Control console shall be mounted on heavy duty slides which allow the control console to slide up and pivot into a position convenient to the operator Slide mechanism shall permit quick,easy removal of control console without the need for any tools. 5 1 4 Control console power and control cables shall include sealed, locking-type connectors to permit quick,easy removal of control console without the need for any tools. 5 1.5 control console front panel shall consist of a backlit full color LCD(liquid Crystal Display)with integrated industrial grade touch-screen,sealed and waterproof,to provide a reliable and user-friendly the operator under any weather condition. 5.2 General Operation 5.2.1 Control console shall provide for the complete control of the dynamic message sign, including remote control and radar speed monitoring(when equipped with optional radar speed monitor),without the need for additional hardware,software,external computers or hand-held control devices. 5.2.2 Control console shall include all necessary software to operate the dynamic message sign, including remote control and radar speed monitoring. 5.2.3 Control console, in conjunction with the message display panel,shall have the capability of monitoring and detecting sign panel communication loop failures. In the event of a sign panel communication loop failure,the control console, in the case of soft errors (temporary disruption of message display),shall have the ability to correct the failure immediately and in the case of hard errors(hardware failure),shall have the ability to completely blank the sign panel so as to prevent the display of incorrect,potentially 12/2008 10146-10 of 20 CITY OF PFARLAND PORTABLE DYNAMIC MESSAGE SIGN misleading messages. 5.2.4 Control console embedded CPU shall incorporate a soft-core microprocessor design to insure future hardware and software compatibility 5.2.5 Control console shall be capable of connection to an IBM or compatible desktop or portable(laptop)computer via a standard serial interface(COM)port to facilitate routine service or repair,extensive diagnostics,and the analysis of user files or operating programs. 5.2.6 Control console operating firmware and software shall be field upgradeable with a standard USB flash-drive(memory key). 5.2.7 Full color LCD display shall be equipped with backlighting to accommodate low ambient light level and nighttime operation.Backlighting shall activate upon any touch-screen activity and remain on for five minutes following the last touch-screen activity 5.2.8 Main power to the sign,panel and the control console shall be controlled by a combination switch and circuit breaker in order to provide electrical protection without the need for fuses. 53 Programming 5.3 1 Control console shall provide an intuitive icon-driven graphical user interface(GUI) along with step by step instructions to the operator,via the front panel, as the various programming functions are performed,for simple easy programming and operation.On- screen help files shall be included. 5.3.2 Control console shall be capable of storing all messages in alphabetical order by the first letter of the first word of the name assigned to the message to permit quick recall of messages without.the need for maintaining a numeric listing of pages and messages. Pages and messages shall be automatically sorted any time pages and/or messages are added to or deleted from the library Because of difficulty in locating and retrieving stored pages and messages,number coded storage of pages and messages shall not be permitted. 5.3.3 Control console shall accommodate a minimum of fifty(50)full alphanumeric passwords each providing one of four levels of access to various control console functions.Each password shall allow access to only the functions required by that particular dynamic message sign operator The four levels of access are as follows: Quick-Picks Select from six(6)pre-programmed messages with no programming required. Simply touch a message for display. No access to any permanent data files. 12/2008 10146- 11 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN User Menu Create, Edit,Delete, Save,Display,and Schedule messages.Create, Assign and Edit Quick-Picks. Check.System Status and perform bask diagnostics. Supervisor Menu All User Menu Functions. Create and delete Quick-Picks and User passwords. Set system operating parameters. Administrator Menu All Supervisor Functions. Create and delete Administrator and Supervisor passwords. Set controller operating,parameters. 5.3 4 Control console shall be capable of displaying message on the message sign display panel during such time as the operator may be adding,editing or deleting pages and messages from the control console user files.Blanking of the message sign display panel during normal operator activity is strictly forbidden. 5.3.5 Control console shall be capable of monitoring ambient light conditions and making appropriate adjustments to the intensity of the sign panel display to maintain acceptable display contrast throughout changing ambient lighting conditions.The control console shall provide a minimum often(10)intensity levels between minimum and maximum display brightness. 5.3.6 Control console shall be equipped with a real time clock and calendar feature to accommodate automatic,unattended changing of messages at predetermined days and times. 5.3 7 Control console shall provide special function icons to provide access to common user functions in a single step. 5.3.8 Control console shall be capable of storing a minimum of 500 messages,each message capable of accommodating a minimum of 100 pages. 5.3 9 Control console shall be capable of page display times from 0 1 seconds to a minimum of 99 seconds in 0.1 second increments. 5.3 10 Control console shall be capable of displaying messages,during message creation, editing or selection,exactly as they will appear on the message display panel. 5.3 11 Control console shall permit the editing of messages that are currently being displayed, showing the revised message as soon as message editing has been completed. 5.3 12 Control console shall accommodate the creation and editing of graphic images,the addition of graphics to existing text messages,and the modification of existing graphic 12/2008 10146-12 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN images to be saved under a new graphic image name. 5.3 13 Control console shall provide a selection of standard highway work zone sign graphic images, fixed left and right arrow images,moving or sequential left and right arrow images, and moving or sequential left and right chevrons. 5.3.14 Control console shall provide the capability to display battery bank voltage to 0.1 Volt accuracy directly on the control console display 5.3 15 Control console shall provide for a user selectable low-battery-voltage caution message when the battery voltage drops to a user specified level(above the low-battery automatic shut down voltage).The low-battery-voltage caution message shall be user programmable by an operator with a supervisor level password. 5.3 16 Control console shall be NTCIP compatible supporting,at a minimum,the ability to display messages sent over a network type connection using standard NTCIP commands. 6. Power System 6.1 General 6.1 1 Operating Voltage- 12 Volts DC nominal 6.1 .2 Operating Energy Requirement-75 Amp Hours per day nominal at Spring or Fall Equinox (i.e. 12 hours of daylight, 12 hours of darkness) 6.1.3 Main Power Switch-Main power switch shall be a combination switch and electromagnetic,thermal circuit breaker to provide compete electrical system protection without the inconvenience of conventional fuses.Main power switch shall be splash proof and weather resistant. 6.2 Battery Bank 6.2.1 Number of batteries:eight(8) 6.2.2 Battery type: 6-Volt,heavy duty,deep cycle-Specify Flooded Lead7Acid or Gel-Cell 6.2.3 Energy capacity- 1,600 Amp Hours nominal(12 batteries).Sufficient energy capacity to operate the message sign,displaying typical three-line normal size character messages for 21 days, without any energy input from the solar array 6.2.4 Battery/Equipment Compartments 6.2.4 1 Battery/Equipment Compartments shall be constructed of molded HMWPE(High 12/2008 10146-13 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN Molecular Weight Polyethylene),color impregnated with Federal Safety Orange with 0.5%UV stabilizer added to prevent fading. 6.2.4.2 Compartments shall be designed to completely contain spills from a failed or damaged battery case. 6.2.4.3 Compartments shall be capable of supporting an operator standing on top of the battery/ equipment compartment to service unit. 6.2.4 4 Compartments shall be designed such that.the lid automatically latches in the closed position and holds the batteries in place.Lid shall be capable of being locked in the 'closed position with a standard padlock. 6.2.4.5 Lid shall be secured to compartment by an integral plastic hinge that permits the lid to be completely removed from the compartment for service.Lid on the compartment containing the control console shall be automatically supported in the open position by a telescoping lid support.6.2.4.6 Compartments shall be designed to provide adequate ventilation for the batteries during charging yet prevent the ingress of water during use or transport. 6.2.4 7 Each compartment shall be capable of housing four(4)BCI Group GC-2 batteries. 6.3 Solar Array 6.3 I Photovoltaic module type-Single crystal(monocrystalline)silicon 6.3.2 Number of solar cells per module-36 6.3.3 Solar array power output: 150 Watts peak NOTE.Solar energy system performance charts are available to assist in selection of appropriate solar array power output requirements. 6.3 4 Solar array shall tilt down for fast,easy cleaning and maintenance 6.3.5 Solar array energy output shall be sufficient to operate the changeable message sign, under normal operating conditions,with the solar array in a flat,horizontal position. It shall not be necessary to tilt or rotate the solar array to provide sufficient energy output from the solar array to operate the message sign continuously (Note:An optional automatically operated linear actuator may be provided to provide for automatic removal of snow and/or ice from solar array for units specified for extreme climates.) 6.3.6 Photovoltaic module junction boxes shall be equipped with watertight strain reliefs at all cable entry points. 12/2008 10146-14 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN 6.4 Wiring and Cabling 6.4 1 All power and control wiring and cables shall be in nonmetallic, flexible, liquid tight conduits. 6.4.2 All conduit fittings shall be sealed at bulkheads or enclosure entry points. 6.4.3 All wiring shall be.marine grade,multi-strand,tin-plated copper with PVC insulation rated for outdoor use. 6.4 4 All:power system wire terminals shall be tin-plated copper to minimize the effects of galvanic corrosion. 6.4.5 Main power wiring shall be 8AWG minimum. 6.4.6 Batteryterminations shall consist of 5/16-18 UNC marine stud with stainless steel split lock washer and hex nut with 5/16 tin-plated copper ring terminal. 6.4 7 Solar panel terminations shall consist of stainless steel screws with#8 tin-plated copper snap spade terminal. 6.4.8 All other terminations shall consist of locking-type quick-disconnect connectors with tin- plated terminals for power connections and gold-plated terminals for signal connections. Terminal strips,screw or compression type,shall not be permitted 6.5 Energy Management System 6.5.1 Solar energy management system control unit shall include a completely solid state charge controller capable of operating in an outdoor environment.No mechanical or electromechanical switching to control charging current is permitted. 6.5.2 All wiring connections to the energy management system control unit shall be made with locking-type multi-pin connectors to facility quick,easy servicing of the control unit without the need of any tools.Electrical connections shall include an auxiliary 12-Volt power connection to provide power for accessory devices. 6.5.3 Energy management system control unit shall monitor solar array voltage,solar array current,battery voltage,battery current and ambient temperature. 6.5 4 Energy management system control unit shall regulate energy flow from the solar array into the battery bank based on ambient temperature so as to avoid over charging of the batteries and minimize the consumption of electrolyte. 6.5.5 Energy management system control unit shall provide for the controlled periodic pulsing 12/2008 10146- 15 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN of the solar array current to assist in minimizing sulfate deposit buildup on the battery plates. 6.5.6 Energy management system control unit shall provide for remote monitoring of the battery, bank voltage,at the terminals of one of the batteries,to assist in optimizing the transfer of power into the battery bank. 6.5.7 Energy management system control unit shall be equipped with a 2-line by 16.=character LCD(Liquid Crystal Display)displaying sequentially,solar array voltage,solar array current,battery voltage,and battery current. In addition,the energy management system control unit shall display a low battery voltage warning message whenever the battery bank voltage drops below 10.9 Volts. 6.5.8 Energy management system control unit shall automatically switch current to the message sign off whenever the battery bank voltage drops below 10.7 Volts to prevent damage to the battery bank due to over-discharging the batteries. 6.5.9 Energy management system control unit shall provide for automatic reverse polarity protection, including reverse polarity indicator lamps, for the solar array and the battery bank. 6.5 10 Energy management system control unit shall provide for automatic fault protection without the need for fuses.The use of fuses for fault protection shall not be permitted. 7. Documentation 7.1 Operation and Maintenance Manual 7 1 1 Setup and Operation 71.2 Programming 71.3 Maintenance 7 1 4 Troubleshooting and Repair 7 1.5 Assembly Diagrams and Parts Lists 71 .6 Specifications 717 Appendix 12/2008 10146-16 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN 7.2 Control Center 3000 for Windows-Users Manual 7.2.1 Installation and Setup 7.2.2 Control Center Operation 7.2.3 Appendix 7.3 User Guide 7.3.1 Pre-transport checklist. 7.3.2 Job site setup checklist. 7.3.3 Basic programming instructions. 7.3 4 Basic system status evaluation. 7.3.5 Weatherproof card attached to unit with nylon-coated stainless steel lanyard. 8.Maintenance 8.1 Scheduled Maintenance 8.1 1 Solar Array-Clean with water and mild detergent as needed. 8.1.2 Battery Bank-Check electrolyte level once each month and add distilled water as needed.(Note:Not required with Gel-Cell batteries.) 8.2 Preventive Maintenance 8.2.1 Inspect and lubricate axle hubs once per year 9. Warranty 9.1 Standard Warranty 9 1 1 Bumper to Bumper-Full warranty,parts and labor-One year 9 1.2 Electrical and Electronic Components,Control Console-Two years 9 1 .3 Display Modules 9 1.3 1 Standard-Three years 12/2008 10146- 17 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN 9.1.3.2 Mega-Flux-Five years 91,4 Solar Panels-Ten years 9.2 Extended Warranty:Consult factory 10. Options 10.1 Battery Charger 10.1 1 Charger type-Switching regulator,constant voltage with automatic switch to maintenance or trickle charge. 10.1 .2 Input Voltage- 110 VAC 50/60 Hz 10.1.3 Available models with typical recharge times. 10.1.3 1 36 hours(8 batteries) 10.1 4 Battery charger unit shall install in the field with minimum effort. 10.2 Remote Control 10.2.1 General 10.2.1 1 The remote control option shall provide for complete control of all dynamic message sign functions.The remote control option shall,at a minimum,provide for: Sending a message to a remote PCMS for immediate display Receiving the message currently displayed on a remote PCMS. Managing the message libraries and message schedules on a remote PCMS. Checking the operating status,including battery voltage and ambient light level of a remote PCMS. Operate and maintain a minimum of 100 remotely located message signs. 10.2.1.2 Data rate- 10/1 00 Base-T Ethernet 10.2.1.3 Communication Protocol-Proprietary with complete CRC error detection and correction. 10.2.1 4 Data Format-Data is encrypted and compressed for added security and reliability 10.2.1.5 All operating software for message sign control console and host computer shall be included with basic message sign package. 12/2008 10146- 18 of 20 CITY OF'PEARLAND PORTABLE DYNAMIC MESSAGE SIGN 10.2.1.6 Remote control system shall install in the field with minimum effort. 10.2.2 Remote control of any networked(IP addressable)PCMS may be achieved from any host computer with internet connectivity(either with standard NTCIP commands via SNMP or STMP,or with Control Center 3000).Remote control software(Control Center 3000) shall be provided free of charge with unit and function on any host computer, independent of operating system.Control console and remote control software shall incorporate a challenge/response encrypted type password security system to prevent unauthorized access of any networked PCMS. 10.2.3 Cellular Transceiver Operation 10.2.3.1 Wireless modem with up to a 3-Watt cellular transceiver 10.2.3.2 MNP 2-4 Error Control-Automatic error detection and correction. 10.2.3.3 MNP 5 Data Compression-Higher data rates,shorter connection times. 10.2.3 4 MNP 1 OEC-Enhanced performance over noisy cellular connections. 10.3 Radar Speed Monitor 10.3 1 General 10.3.1 1 Operating Frequency-24 15 GHz(K-Band) 10.3 1.2 Antenna Beam width- 12° (Circular Pattern) 10.3 1.3 Capture Angle- 16.5°typical(Circular Pattern) 10.3 1 4 Target Speed Range-5 to 125 MPH(20 to 200 km/h) 10.3 1.5 Target Speed Accuracy- 1 MPH typical 10.3.1.6 Detection Distance- 1,500 Feet(Automobile-size target) 10.3 1 7 Radar unit shall install in the field with minimum effort. 10.3 1.8 Message sign shall be pre-wired and pre-programmed for radar speed monitor option. 10.3.2 Operating Features 10.3.2.1 Target Speed Display-The speed of the target may be displayed as part of any user- created messages,in any character size,in any position in the message.Multiple messages which include target speed can be stored in the message library 12/2008 10146- 19 of 20 CITY OF PEARLAND PORTABLE DYNAMIC MESSAGE SIGN 10.3.2.2 Triggered Display-A message may be displayed only when an acquired target exceeds a preset speed threshold.This message may include the display of the target speed. If no target is acquired or if the acquired target is below the preset threshold,the default message will be displayed-Default message can be a blank display 10.3.2.3 Window Triggered Display-Upper and lower speed thresholds may be preset such that the special message is displayed only when the target speed is above the lower threshold but below the upper threshold.This message can include the display of the target speed. If no target is acquired or if the acquired target is above or below the preset thresholds, the default message will be displayed.Default message can be a blank display Multiple windows can be programmed each with a different message to be displayed when the acquired target speed is above the minimum speed but below the maximum speed threshold for that particular window Each of these messages can include the display of the target speed. 10.3.2.4 All necessary software features shall be included with the basic message sign package. END OF SECTION 12/2008 10146-20 of 20 CITY OF PEARLAND TXDOT STANDARD SPECIFICATIONS TXDOT STANDARD SPECIFICATIONS 12/2008 ITEM 341 DENSE-GRADED HOT-MIX ASPHALT(QC/QA) 341.1. Description:Construct a pavement layer composed of a compacted,dense-graded mixture of aggregate and asphalt binder mixed hot in a mixing plant. 341.2. Materials.Furnish uncontaminated materials of unifona quality that meet the requirements of the plans and specifications. Notify the Engineer of all material sources.Notify the Engineer before changing any material source or formulation.When the Contractor makes a source or formulation change,the Engineer will verify that the specification requirements are met and may require a new laboratory mixture design,trial batch,or both. The Engineer may sample and test project materials at any time during the project to verify specification compliance. A. Aggregate.Furnish aggregates from sources that conform to the requirements shown in Table 1,and as specified in this Section,unless otherwise shown on the plans.Provide aggregate stockpiles that meet the definition in this Section for either a coarse aggregate or fine aggregate.When reclaimed asphalt pavement(RAP)is allowed by plan note,provide RAP stockpiles in accordance with this Section.Aggregate from RAP is not required to meet Table 1 requirements unless otherwise shown on the plans.Supply mechanically crushed gravel or stone aggregates that meet the definitions in Tex-100-E.The Engineer will designate the plant or the-quarry as the sampling location.Samples must be from materials produced for the project.The Engineer will establish the surface aggregate classification(SAC)and perform Los Angeles abrasion,magnesium sulfate soundness,and Micro- Deval tests.Perform all other aggregate quality tests listed in Table 1.Document all test results on the mixture design report.The Engineer may perform tests on independent or split samples to verify Contractor test results.Stockpile aggregates for each source and type separately Determine aggregate gradations for mixture design and production testing based on the washed sieve analysis given in Tex-200-F,Part II.Do not add material to an approved stockpile from sources that do not meet the aggregate quality requirements of the Department's Bituminous Rated Source Quality Catalog (BRSQC)unless otherwise approved. 1. Coarse Aggregate.Coarse aggregate stockpiles must have no more than 20%material passing the No.8 sieve.Provide aggregates from sources listed in the BRSQC.Provide aggregate from nonlisted sources only when tested by the Engineer and approved before use.Allow 30 calendar days for the Engineer to sample,test,and report results for nonlisted sources. Provide coarse aggregate with at least the minimum SAC as shown on the plans.SAC requirements apply only to aggregates used on the surface of travel lanes,unless otherwise shown on the plans.The SAC for sources on the Department's Aggregate Quality'Monitoring Program (AQMP)is,listed in the BRSQC. Class B aggregate meeting all other requirements in Table 1 may be blended•with a Class A aggregate in order to meet requirements for Class A materials.When blending Class A and B aggregates to meet a Class A requirement,ensure that at least 50%by weight of the material retained on the No.4 sieve comes from the Class A aggregate source.Blend by volume if the bulk specific gravities of the Class A and B aggregates differ by more than 0.300.When blending,do not use Class C or D aggregates.For blending purposes,coarse aggregate from RAP will be considered as Class B aggregate. 2. RAP RAP is salvaged,milled,pulverized,broken,or crushed asphalt pavement.Crush or break RAP so that 100%of the particles pass the 2-in.sieve. RAP from either Contractor-or Department-owned sources,including RAP generated during the project,is permitted only when shown on the plans.Department-owned RAP,if allowed for use, will be available at the location shown on the plans.When RAP is used,determine asphalt content and gradation for mixture design purposes.Perform other tests on RAP when shown on the plans. When RAP is allowed by plan note,use no more than 30%RAP in Type A or B mixtures unless otherwise shown on the plans.For all ether mixtures,use no more than 20%RAP unless otherwise shown on the plans. Do not use RAP contaminated with dirt or other objectionable materials.Do not use the RAP if the decantation value exceeds 5%and the plasticity index is greater than 8.Test the stockpiled RAP for decantation in accordance with the laboratory method given in Tex-406-A,Part I. Determine the plasticity index using Tex-106-E if the decantation value exceeds 5%.The decantation and plasticity index requirements do not apply to RAP samples with asphalt removed by extraction. Do not intermingle Contractor-owned RAP stockpiles with Department-owned RAP stockpiles. Remove unused Contractor-owned RAP material from the project site upon completion of the project.Return unused Department-owned RAP to the designated stockpile location. 3. Fine Aggregate.Fine aggregates consist of manufactured sands,screenings,and field sands.Fine aggregate stockpiles must meet the gradation requirements in Table 2.Supply fine aggregates that are free from organic impurities.The Engineer may test the fine aggregate in accordance with Tex-408-A to verify the material is free from organic impurities.At most 15%of the total aggregate may be field sand or other uncrushed fine aggregate.With the exception of field sand, use fine aggregate from coarse aggregate sources that'meet the requirements shown in Table 1, unless otherwise approved. If 10%or more of the stockpile is retained on the No.4 sieve,test the stockpile and verify that it meets the requirements in Table 1 for coarse aggregate angularity(i ex-460-A)and flat and elongated particles(Tex-280-F). Table 1 Aggregate Quality Requirements Property I Test Method I Requirement Coarse Aggregate SAC AQMP As shown on plans Deleterious material,%,max Tex-217-F,Part I 1.5 Decantation,%,max Tex-217-F,Part II 1.5 Micro-Deval abrasion,%,max Tex-461-A Note 1 Los Angeles abrasion,%,max Tex-410-A 40 Magnesium sulfate soundness,5 cycles,%,max Tex-41 1-A 30 Coarse aggregate angularity,2 crushed faces,%,.Min Tex 460-A,Part I . 853 Flat and elongated particles®5:1,%,max Tex-280-F .. 10 Fine Aggregate Linear shrinkage,%,Max I Tex-107-E I 3 Combined Aggregre3 Sand equivalent,%,Min Tex-203-F I 45 1.Not used for acceptancq purposes.Used by the Engineer as an indicator of the need for further investigation. 2.Only applies to crushed gravel. 3.Aggregates,without mineral filler,RAP,or additives,combined as used in the job-mix formula(IMF). Table 2 Gradation Requirements for Fine Aggregate Sieve Size %Passing by Weight or Volume 3/8" 100 #8 70-100 #200 0-30 B. Mineral Filler.Mineral filler consists of finely divided mineral matter such as agricultural lime, crusher fines,hydrated lime,cement,or fly ash.Mineral filler is allowed unless otherwise shown on the plans.Do not use more than 2%hydrated lime or cement,unless otherwise shown on the plans. The plans may require or disallow specific mineral fillers.When used,provide mineral filler that: • is sufficiently dry,free-flowing,and free from clumps and foreign matter; • does not exceed 3%linear shrinkage when tested in accordance with Tex-107-E,and • meets the gradation requirements in Table 3. Table 3 Gradation Requirements for Mineral Filler Sieve Size %Passing by Weight or Volume #8 ' 100 #200 55-100 C. Baghouse Fines.Fines collected by the baghouse or other dust-collecting equipment may be reintroduced into the mixing drum. D. Asphalt Binder Furnish the type and grade of performance-graded(PG)asphalt binder specified on the plans in accordance with Section 300.2.J,"Performance-Graded Binders." E. Tack Coat.Unless otherwise shown on the plans_or approved,furnish CSS-1H,SS-1H,or a PG binder with a minimum high-temperature grade of PG 58 for tack coat binder iniaccordance with Item 300, "Asphalts,Oils,and Emulsions."Do not dilute emulsified asphalts at the terminal,in the field,or at any other:location before use. The Engineer will obtain-at least 1 sample of the tack coat binder per project and test it to verify compliance with Item 300.The Engineer Will obtain the sample from the asphalt distributor immediately before use. F Additives.When shown on the plans,use the type and rate of additive specified.Other additives that facilitate mixing or improve the quality of the mixture may be allowed when approved. If lime or a liquid antistripping agent is used,add in accordance with Item 301,"Asphalt Antistripping Agents."Do not add lime directly into the mixing drum of any plant where lime is removed through the exhaust stream unless the plant has a baghouse or dust collection system that reintroduces the lime back into the drum. 341.3. Equipment.Provide required or necessary equipment in accordance with Item 320,"Equipment for Asphalt Concrete Pavement." 341.4. Construction.Produce,haul,place,and compact thespecified p. paving mixture.Schedule and participate in a prepaying meeting with the Engineer as required in the Quality Control Plan(QCP). A. Certification.Personnel certified by the Department-approved hot-mix asphalt certification program must conduct all mixture designs,sampling,and testing in accordance with Table 4 Supply the Engineer with a list of certified personnel and copies of their current certificates before beginning production and when personnel changes are made.Provide a mixture design that is developed and signed by.a Level II certified specialist.Provide a Level IA certified specialist at the plant during production operations.Provide a Level IB certified specialist to conduct placement tests. Table 4 Test Methods,Test Responsibility,and Minimum Certification Levels 1.Aggregate Testing Test Method Contractor Engineer Level Sampling Tex-400-A ✓ ✓ IA Dry sieve Tex-200-F,Part I ✓ ' ✓ IA Washed sieve Tex-200-F,Part II ✓ ✓ IA Deleterious material ',Tex-217-F,Part I ✓ ✓ II Decantation Tex-217-F,Part II ✓ ✓ II Los Angeles abrasion Tex-410-A ✓ Magnesium sulfate soundness Tex-411-A ✓ . Micro-Deval abrasion Tex.461-A ✓ Coarse aggregate angularity Tex-460-A ✓ ✓ _II Flat and elongated particles Tex-280-F ✓ ' ✓ II Linear shrinkage Tex-107-E . ✓ ✓ II Sand equivalent Tex-203-F ✓ ✓ II Organic impurities Tex-408-A ✓ ✓ II 2.Mix Design&Verification. Test Method Contractor Engineer Level Design and JMF changes Tex-204-F ✓ ✓' II Mixing Tex-205-F ✓ ✓ II Molding(TGC) Tex-206-F ✓ . ✓ IA Laboratory.molded density Tex-207-F ✓ ✓ IA VMA(calculation only) Tex-207-F ✓ ✓ II Rice gravity . Tex-227-F. ✓ ✓ IA Ignition oven calibration' Tex-236-F ✓ ✓ II Indirect tensile strength ' Tex-226-F ✓ , ✓ II Hamburg wheel test Tex-242-F ✓ ✓ II 1 Boil test Tex-530-C ✓ ✓ IA 3.Production Testing Test Method Contractor Engineer Level Random sampling Tex-225-F ✓ IA Mixture sampling Tex-222-F ✓ ✓ IA, Molding(TGC) Tex-206-F ✓ ✓ IA I Laboratory-molded density Tex-207-F ✓ ✓ IA VMA(calculation only) Tex-207-F ✓ ✓ IA Rice gravity Tex-227-F ✓ ✓ IA Gradation&asphalt content' Tex-236-F ✓ ✓ IA Control charts Tex-233-F ✓ ✓ IA Moisture content Tex-212-F ✓ ✓ IA Table 4(continued) Test Methods,Test Responsibility,and Minimum Certification Levels 3.Production Testing Test Method Contractor Engineer Level Hamburg Wheel test Tex-242-F ✓ ✓ II Micro-Deval abrasion Tex-461-A ✓ Boil test Tex-530-C ✓ ✓ IA Aging ratio Tex-211-F ✓ 4.Placement Testing Test Method Contractor Engineer Level Random Sampling Tex-225-F ✓ . IA In-Place air voids 'Tex-207-F ✓ ✓ IA Establish rolling pattern Tex-207-F ✓ IB Control charts Tex-233-F' ✓ ✓ IA Ride quality measurement Tex-1001-S ✓ ✓ IB Segregation(density profile) Tex-207-F,Part V ✓ • ✓ IB Longitudinal joint density Tex-207-F,Part VII ✓ ✓ IB Thermal profile Tex-244-F ✓ ✓ IB Tack coat adhesion Tex-243-F ✓ IB 1.Refer to Section 341.4.I.2.c for exceptions to using an ignition oven. B. Reporting.Use Department-provided software to record and calculate all test data.The Engineer and the Contractor shall provide any available test results to the other party when requested.The maximum t allowable time for the Contractor and Engineer to exchange test data is as given in Table 5 unless otherwise approved.The Engineer and the Contractor shall immediately report to the other party.any test result that requires production to be suspended, a payment penalty, or fails to meet the specification requirements.Use the approved communication method(e.g.,email,diskette,hard copy) to submit test results to the Engineer. Table 5 Reporting Schedule Reported Reported Description By . To To Be Reported Within Production Quality Control Gradation Asphalt content' Laboratory-molded 1 working day of completion of the density Contractor Engineer sublot Moisture content' Boil test' Production Quality Assurance Gradation' Asphalt content' Laboratory-molded density' Engineer Contractor 1 working day of completion of the Hamburg wheel test' sublot Boil test' Binder tests' Placement Qniality Control in-Place air voids- Segregation' 1 hr.of performing the test for Longitudinal joint density' Contractor Engineer segregation,longitudinal joint Thermal profile' density,and thermal profile Placement Quality Assurance _ In-Place air voids Segregation' 1 working day of receipt of the Longitudinal joint density' Engineer Contractor trimmed cores for in-place air voids Thermal profile' Aging ratio' 2 working days of performing all Pay Adjustment Summary Engineer Contractor required tests and receiving Contractor test data 1.These tests are required on every sublot. 2.Optional test.To be reported as soon as results become available. 3.To be performed at the frequency shown in Table 12. 4.Additional time is allowed if cores cannot be dried to constant weight within 1 day. The Engineer will use the Department-provided software to calculate all pay adjustment factors for the lot.Sublot samples may be discarded after the Engineer and Contractor sign off on the pay adjustment summary documentation for the lot. Use the procedures described in Tex-233,F to plot the results of all quality control(QC)and quality assurance(QA)testing.Update the control charts as soon as test results for each sublot become available.Make the control charts readily accessible at the field laboratory The Engineer may suspend production for failure to update control charts. C. QCP.Develop and follow the QCP in detail.Obtain approval from the Engineer for changes to the QCP made during the project.The Engineer may suspend operations if the Contractor fails to comply with the QCP Submit a written QCP to the Engineer before the mandatory prepaying meeting.Receive the Engineer's approval of the QCP before beginning production.Include the following items in the QCP 1. Project Personnel.For project personnel,include: • a list of individuals responsible for QC with authority to take corrective action and • contact information for each individual listed. 2. 'Material Delivery and Storage.For material delivery and storage,include: • the sequence of material processing,delivery,and minimum quantities to assure continuous plant operations; • aggregate stockpiling procedures to avoid contamination and segregation, • frequency,type,and timing of aggregate stockpile testing to assure conformande of material. requirements before mixture production;and • procedure for monitoring the quality and variability of asphalt binder 3. Production.For production,include: • loader operation procedures to avoid contamination in cold bins, • procedures for calibrating and controlling cold feeds, • procedures to eliminate debris or oversized material, • procedures for adding and verifying rates of each applicable mixture component(e.g., aggregate,asphalt binder,RAP,lime,liquid antistrip), • procedures for reporting job control test results,and • procedures to avoid segregation and drain-down in the silo. 4. Loading and Transporting.For loading and transporting,include: • type and application method for release agents and • truck loading procedures to avoid segregation. 5. Placement and Compaction.For placement and compaction,include: • proposed agenda for mandatory prepaying meeting including date and location; • type and application method for release agents in the paver and on rollers,shovels,lutes,and other utensils; • procedures for the transfer of mixture into the paver while avoiding segregation and preventing material spillage; • process to balance production,delivery,paving,and compaction to achieve continuous placement operations; • paver operations(e.g.,operation of wings,height of mixture in auger chamber)to avoid physical and thermal segregation and other surface irregularities;and • procedures to construct quality longitudinal and transverse joints. D. Mixture Design. 1. Design Requirements.Unless otherwise shown on the plans,use the typical weight design example given in Tex-204-F,Part I,to design a mixture meeting the requirements listed in Tables 1,2,3,6,7,and 8.Use an approved laboratory to perform the Hamburg Wheel test and provide results with the mixture design or provide the laboratory mixture and request that the Department perform the Hamburg Wheel test.The Construction Division maintains a list of approved laboratories.The Engineer will be allowed 10 working days to provide the Contractor with Hamburg Wheel test results on the laboratory mixture design. The Contractor may submit a new mixture design at anytime during the project.The Engineer will approve all mixture designs before the Contractor can begin production.When shown on the plans,the Engineer will provide the mixture design. Provide the Engineer with a mixture design report using Department-provided software.Include the following in the report: • the combined aggregate gradation,source,specific gravity,and percent of each material used; • results of all applicable tests; • the mixing and molding temperatures; • the signature of the Level II person or persons that performed the design; • the date the mixture design was performed;and • a unique identification number for the mixture design. Table 6 Master Gradation Bands(%Passing by Weight or Volume) and Volumetric Properties Sieve A B C D F She Coarse Fine Coarse Fine Fine Base Base Surface Surface Mixture 1-1/2" 98.0-100.0 - - - I" 78.0-94.0 98.0-100.0 - - - 3/4" 64.0-85.0 84.0-98.0 95.0-100.0 - 1R" 50.0-70.0 - - 98.0-100.0 - 3/8" - 60.0-80.0. 70.0-85.0 85.0-100.0 98.0-100.0 #4 30.0-50.0 40.0-60.0 43.0-63.0 50.0-70.0 80.0-86.0 #8 22.0-36.0 29.0-43.0 32.0-44.0 35.0-46.0 38.0-48.0 #30 8.0-23.0 13.0-28.0 14.0-28.0 15.0-29.0 12.0-27.0 #50 3.0-19.0 6.0-20.0 7.0-21.0 7.0-20.0 6.0-19.0 #200 2.0-7.0 2.0-7.0 2.0-7.0 2.0-7.0 2.0-7.0 Design VMA! Minimum - I 12.0 I 13.0 1' 14.0 I 15.0 I 16.0 Plant-Produced VMA,•/.Minimum - I .11.0 I 12.0 I 13.0 I 14.0 I 15.0 1.Voids in mineral aggregates. Table 7 Laboratory Mixture Design Pro erties Mixture Property Test Method Requirement Target laboratory-molded density,% Tex-207-F 96.0' Tensile strength(dry),psi(molded to 93%*1%density) Tex-226-F 85-200'- Boil test.' Tex-530-C - 1.Unless otherwise shown on the plans. 2.May exceed 200 psi when approved and may be waived when approved. 3.Used to establish baseline for comparison to production results.May be waived when f approved. Table 8 Hamburg Wheel Test Requirements'' Minimum#of High-Temperature Binder Grade Passesz ®OS"Rut Depth, Tested @)122°F PG 64 or lower 10,000 PG 70 15,000 PG 76 or higher . 20,000 1.Tested in accordance with Tex-242-F 2.'May.be decreased or waived when shown on the plans. 2. Job-Mix Formula Approval.The job-mix formula(JMF)is the combined aggregate gradation and target asphalt percentage used to establish target values for hot mix production.JMF1 is the original laboratory mixture design used to produce the trial batch.The Engineer and the Contractor will verify JMF1 based on plant-produced mixture from the trial batch unless otherwise approved.The Engineer may accept an existing mixture design previously used on a Department project and may waive the trial batch to verify JMF1 a. Contractor's'Responsibilities. (1) Providing Texas Gyratory Compactor If molding production samples,use a Texas Gyratory Compactor(TGC)calibrated in accordance with Tex-914-F When allowed, the Contractor may use the Department's TGC. (2) Gyratory Compactor Correlation Factors.Use Tex-206-F,Part II,to perform a gyratory compactor correlation when the Engineer uses a different TGC.Apply the correlation factor to all subsequent production test results. (3) Submitting JMF1.Furnish the Engineer a mix design report(JMF1)and request approval to produce the trial batch.If opting to have the Department perform the Hamburg Wheel test on the laboratory mixture,provide the Engineer with approximately 10,000 g of the design mixture and request that the Department perform the Hamburg Wheel test. (4) Supplying Aggregates.Provide the Engineer with approximately 40 lb.of each aggregate stockpile unless otherwise directed. (5) Supplying Asphalt.Provide the Engineer at least 1 gal.of the asphalt material and sufficient quantities of any additives proposed for use. (6) Ignition Oven Correction Factors.Determine the aggregate and asphalt correction factors from the ignition oven using Tex-236-F Provide the Engineer with split samples of the mixtures and blank samples used to determine the correction factors. (7) Boil Test.Perform the test and retain the tested sample from Tex-530-C.Use this sample for comparison purposes during production.The Engineer may waive the requirement for the boil test. (8) Trial Batch Approval.Upon receiving conditional approval of JMF1 from the Engineer,provide a plant-produced trial batch for verification testing,of JMF1 and development of JMF2. (9) Trial Batch Production Equipment.To produce the trial batch,use only equipment and materials proposed for use on the project. (10) Trial Batch Quantity.Produce enough quantity of the trial batch to ensure that the mixture is representative of JMF1 (11) Number of Trial Batches.Produce trial batches as necessary to obtain a mixture that meets the requirements in Table 9 (12) Trial Batch Sampling.Obtain a representative sample of the trial batch and split it into 3 equal portions in accordance with Tex-222-F Label these portions as"Contractor," "Engineer,"and"Referee."Deliver samples to the appropriate laboratory as directed. (13) Trial Batch Testing.Test the trial batch to ensure the mixture produced using the proposed JMF1 meets the verification testing requirements for gradation,asphalt content,laboratory-molded density,and voids in mineral aggregates(VMA)listed in Table 9 and is in compliance with the Hamburg Wheel test requirement in Table 8.Use ,.an approved laboratory to perform the Hamburg Wheel test on the trial batch mixture or request that the Department perform the Hamburg Wheel test.The Engineer will be allowed 10 working days to provide the Contractor with Hamburg Wheel test results on the trial batch.Provide the Engineer with a copy of the trial batch test results. (14) Development of JMF2.After the Engineer grants full approval of JMF1 based on results from the trial batch,evaluate the trial batch test results,determine the optimum mixture proportions,and submit as JMF2. (15) Mixture Production.After receiving approval for JMF2 and receiving a passing result from the Department's or an approved laboratory's Hamburg Wheel test on the trial batch,use JMF2 to produce Lot 1 as described in Section 3414.I.3.a(1),"Lot 1 Placement."As an option,once JMF2 is approved,proceed to Lot 1 production at the Contractor's risk without receiving the results from the Department's Hamburg Wheel test on the trial batch. If electing to proceed without Hamburg Wheel test results from the trial batch,notify the Engineer Note that the Engineer may require up to the entire sublot of any mixture failing the Hamburg Wheel test to be removed and replaced at the Contractor's expense. (16) Development of JMF3.Evaluate the test results from Lot 1,determine the optimum mixture proportions,and submit as JMF3 for use in Lot 2. (17) JMF Adjustments.If necessary,adjust the JMF before beginning a new lot.The adjusted JMF must: • be provided to the Engineer in writing before the start of a new lot, • be numbered in sequence to the previous JMF, • meet the master gradation limits shown in Table 6,and • be within the operational tolerances of JMF2 listed in Table 9. (18) Requesting Referee Testing.If needed,use referee testing in accordance with Section 3414.I.1,"Referee Testing,"to resolve testing differences with the Engineer Table 9 Operational Tolerances Allowable Allowable Difference Difference Test Descri n Method from between Current Contractor JMF Target and Engineer Individual%retained for#8 sieve and larger _ *5.02 ±5.0 Individual%retained for sieves smaller than#8 Tex«00-F *3.02 *3.0 and larger than#200 Tex-236-F %passing the#200 sieve *2.0' *1.6 Asphalt content,% Tex-236•F *0.33 ±0.3 Laboratory-molded density,% *1.0 . *1.0 In-Place air voids,% Tex-207-F N/A *1.0 Laboratory-molded bulk specific gravity .. .. N/A . *0.020 'VMA,%;min Note 4 N/A Theoretical maximum specific(Rice)gravity • Tex-227-F . N/A . ±0.020 1.Contractor may request referee testing only when values exceed these tolerances. 2.When within these tolerances,mixture production gradations may fall outside the master grading limits;however,the%passing the#200 will be considered out of tolerance when outside the master grading lints. 3.Tolerance between JMF1 and JMF2 may exceed±0.3%. 4.Test and verify that Table 6 requirements are met. b.' Engineer's Responsibilities. (1) Gyratory Compactor The Engineer will use a Department TGC,calibrated according to Tex-914-F,to mold Samples for trial batch and production testing.The Engineer will make the Department TGC and the Department field laboratory available to the Contractor for molding verification samples,if requested by the Contractor. (2) Conditional Approval of JMF1.Within 2 working days of receiving the mixture design report(JMF1)and all required materials and Contractor-provided Hamburg Wheel test results,the Engineer wilt review the Contractor's mix design report and verify conformance with all aggregates,asphalt,additives,and mixture specifications. The Engineer may perform tests to verify the aggregates meet the requirements listed in Table 1 The Engineer will grant the Contractor conditional approval of JMF1 if the information provided on the paper copy of JMF1 indicates the Contractor's mixture design meets the specifications.When the Contractor does not provide Hamburg Wheel test results with laboratory mixture design,a total of 10 working days is allowed for conditional approval of JMF 1.Full approval of JMF 1 will be based on the Engineer's test results on mixture from the trial batch. (3) Hamburg Wheel Testing of JMF1.If the Contractor requests the option to have,the Department perform the Hamburg Wheel test on the laboratory mixture,the Engineer will mold samples in accordance with Tex-242-F to verify compliance with the Hamburg Wheel test requirement in Table 8. (4) Authorizing Trial Batch.After conditionally approving JMF1,which will include either Contractor-or Department-supplied Hamburg Wheel test results the Engineer will authorize the Contractor to produce a trial batch. (5) Ignition Oven Correction}actors.The Engineer will use the split samples provided by the Contractor to determine the aggregate and asphalt correction factors for the ignition oven in accordance with Tex-23.6-F • r (6)• Testing the Trial Batch.Within 1 full working day,the Engineer will sample and test the trial batch to ensure that the gradation,asphalt content,laboratory-molded density, and VMA meet the requirements listed in Table 9 lithe Contractor requests the option to have the Department perform the Hamburg Wheel test on the trial batch mixture,the Engineer will mold samples in accordance with Tex-242-F to verify compliance with the Hamburg Wheel test requirement in Table 8. The Engineer will have the option to perform the following tests on the trial batch: • Tex-226-F to verify that the indirect tensile strength meets the requirement shown in Table 7; • Tex-461-A to determine theneed for additional magnesium,sulfate soundness testing;and • Tex-530-C to retain and use for comparison purposes during production. (7) Full Approval of JMF1.The Engineer will grant full approval of JMF 1 and authorize the Contractor to proceed with developing JMF2 if the Engineer's results for gradation, asphalt content,laboratory-molded density,and VMA confirm that the trial batch meets the requirements in Table 9. The Engineer will notify the Contractor that an additional trial batch is required if the trial batch does not meet the requirements in Table 9• (8) Approval of JMF2.The Engineer will approve JMF2 within 1 working day if it meets the master grading limits shown in Table 6 and is within the operational tolerances of JMFI listed in Table 9. (9) Approval of Lot 1 Production.The Engineer will authorize the Contractor to proceed with Lot 1 production as soon as a passing result is achieved from the Department's or a Department-approved laboratory's Hamburg Wheel test on the trial batch.As an option, the Contractor may at their own risk,proceed with Lot 1 production without the results from the Hamburg Wheel test on the trial batch. If the Department's or Department-approved laboratory's sample from the trial batch fails the Hamburg Wheel test,the Engineer will suspend production until further Hamburg Wheel tests meet the specified values.The Engineer may require up to the entire sublot of any mixture failing the Hamburg Wheel test be removed and replaced at the Contractor's expense. (10) Approval of JMF3.The Engineer will approve JMF3 within 1 working day if it meets the master grading limits shown in Table 6 and is within theoperational tolerances of JMF2 listed in Table 9. E. Production Operations.Perform a new trial batch when the plant or plant location is changed.Take corrective action and receive approval'to proceed after any production suspension for noncompliance with this Item. 1. Storage and Heating of Materials.Do not heat the asphalt binder above the temperatures specified in Item 300,"Asphalts,Oils,and Emulsions,"or outside the manufacturer's recommended values.On a daily basis,provide the Engineer with the records of asphalt binder and hot-mix asphalt discharge temperatures in accordance with Item 320,"Equipment for Asphalt Concrete Pavement."Unless otherwise approved,do not store mixture for a period long enough to affect the quality of the mixture,nor in any case longer than 12 hr 2. Mixing and Discharge of Materials:Notify the Engineer of the target discharge temperature and produce the mixture within 25°F of the target.Monitor the temperature of the material in the truck before shipping to ensure that it does not exceed 350°F The Department will not pay for or allow placement of any mixture produced at more than 350°F Control the mixing time and temperature so that substantially all moisture is removed from the mixture before discharging from the plant.If requested,determine the moisture content by oven- drying in accordance with Tex-212-F,Part II,and verify that the mixture contains no more than 0.2%of moisture by weight.Obtain the sample immediately after discharging the mixture into the truck,and perform the test promptly F. Hauling Operations.Before use,clean all truck beds to ensure mixture is not contaminated.When a release agent is necessary to coat truck beds,use a release agent on the approved list maintained by the ' Construction Division. G. Placement Operations.Prepare the surface by removing raised pavement markers and objectionable material such as moisture,dirt,sand,leaves,and other loose impediments from the surface before placing mixture.Remove vegetation from pavement edges.Place the mixture to meet the typical section requirements and produce a smooth,finished surface with a uniform appearance and texture. Offset longitudinal joints of successive courses of hot mix by at least 6 in.Place mixture so longitudinal joints on the surface course coincide with lane lines,or as directed.Ensure that all finished surfaces will drain properly Place mixture within the compacted lift thickness shown in Table 10 unless otherwise shown on the plans or allowed. Table 10 Compacted Lift Thickness and Required Core Height Midi Compacted Lift Thickness Minimum Untrimmed Core Type Minimum(in.) Maximum(in.) Height(in.)Eligible for Testing A 3.00 6.00 2.00 .... B 2.50 5.00 1.75 C` ' 2.00 4.00 '1.50 D 1.50 "3.00 1.25 F 1.25 2.59 1.25 1. Weather Conditions.Place mixture when the roadway surface temperature is 60°F or higher unless otherwise approved.Measure the roadway surface temperature with a handheld infrared thermometer.Unless otherwise shown on the plans,place mixtures only when weather conditions and moisture conditions of the roadway surface are suitable in the opinion of the Engineer 2. Tack Coat.Clean the surface before placing the tack coat.Unless otherwise approved,apply tack coat uniformly at the rate directed by the Engineer The Engineer will set the rate between 0.04 and 0.10 gal.of residual asphalt per square yard of surface area.Apply a thin,uniform tack coat to all contact surfaces of curbs,structures,and all joints.Prevent splattering of tack coat when placed adjacent to curb,gutter,and structures.Roll the tack coat with a pneumatic-tire roller when directed.The Engineer may use Tex-243-F to verify that the tack coat has adequate adhesive properties.The Engineer may suspend paving operations until there is adequate adhesion. 3. Lay-Down Operations.Use the guidelines in Table 11 to establish the temperature of mixture delivered to the paver Record the information on Department QC/QA forms and submit the forms to the Engineer a. Thermal Profile.For each sublot,obtain a thermal profile using Tex-244-F The Engineer may reduce the testing frequency based on a satisfactory test history The Engineer may also obtain as many thermal profiles as deemed necessary If the temperature differential is greater than 25°F,the area will be deemed as having thermal segregation.Evaluate areas with thermal segregation by performing a density profile in accordance with Section 341 4.I.3.c(2), "Segregation(Density Profile)."Take corrective action to eliminate areas that have thermal segregation.Unless otherwise directed,suspend operations if the maximum temperature differential exceeds 50°F Resume operations when the Engineer determines that subsequent production will meet the requirements of this Item. b. Windrow Operations.When hot mix is placed in windrows,operate windrow pickup equipment so that substantially all the mixture deposited on the roadbed is picked up and loaded into the paver Table 11 Suggested Minimum Mixture Placement Temperature High Temperature Minimum Placement Temperature Binder Grade (Before Entering Paver) PG 64 or lower 260°F PG 70 270°F PG 76 280°F PG 82 or higher. 290°F H. Compaction.Uniformly compact the pavement to the density requirements of this Item.Use the control strip method given in Tex-207-F,Part IV,to establish the rolling pattern.Do not use pneumatic-tire rollers if excessive pickup,of fines by roller tires occurs.Unless otherwise directed,use only water or an approved release agent on rollers,tamps,and other compaction equipment. Where specific air void requirements are waived,furnish and operate compaction equipment as approved.Use tamps to thoroughly compact the edges of the pavement along curbs,headers,and similar structures and in locations that will not allow thorough compaction with rollers.The Engineer may require rolling with a trench roller on widened areas,in trenches,and in other limited areas. Allow the compacted pavement to cool to 160°F or lower before opening to traffic unless otherwise directed.When directed,sprinkle the finished mat with water or limewater to expedite opening the roadway to traffic. I. Acceptance Plan.Pay adjustments for the material will be in accordance with Article 341.6, "Payment." Sample and test the hot mix on a lot and sublot basis.If the production pay factor given in Section 341.6.A,"Production Pay Adjustment Factors,"for 3 consecutive lots or the placement pay factor given in 341.6.B,"Placement Pay Adjustment Factors,"for 3 consecutive lots is below 1.000, suspend production until test results or other information indicate to the satisfaction of the Engineer that the next material produced or placed will result in pay factors of at least 1.000. 1. Referee Testing.The Construction Division is the referee laboratory The Contractor may request referee,testing if a"remove and replace"condition is determined based on the Engineer's test results,or.if the differences between Contractor and Engineer test results exceed the maximum allowable difference shown in Table 9 and the differences cannot be resolved.Make the request within 5 working days after receiving test results and cores from the Engineer Referee tests will be performed only on the sublot in question and only for the particular test in question.Allow 10 working days from the time the samples are received at the referee laboratory for test results to be reported.The Department may require the Contractor to reimburse the Department for referee tests if more than 3 referee tests per project are required and the Engineer's test results are closer than the Contractor's test results to the referee test results. The Construction Division will determine the laboratory-molded density based on the molded specific gravity and the maximum theoretical specific gravity of the referee sample.The in-place air voids will be determined based on the bulk specific gravity of the cores,as determined by the referee laboratory,and the Engineer's average maximum theoretical specific gravity for the lot. With the exception of remove and replace conditions,referee test results are final and will establish pay adjustment factors for the sublot in question.Sublots subject to be removed and replaced will be further evaluated in accordance with Article 341.6,"Payment." 2. Production Acceptance. a. Production Lot.A production lot consists of 4 equal sublots.Lot 1 will be 1,000 tons.The Engineer will select subsequent lot sizes based on the anticipated daily production.The lot size will be between 1,000 and 4,000 tons.The Engineer may change the lot size before the Contractor begins any lot. (1) Small-Quantity Production.When the anticipated daily production is less than 500 tons or the total production for the project is less than 5,000 tons,the Engineer may waive all quality control and quality assurance(QC/QA)sampling and testing requirements.If the Engineer waives QC/QA sampling and testing,both production and placement pay factors will be 1.000.However,the Engineer will retain the right to perform random acceptance tests for production and placement and may reject objectionable materials and workmanship. When the Engineer waives all QC/QA sampling and testing requirenionts: • produce,haul,place and compact the mixture as directed by the Engineer; • control mixture production to yield a laboratory-molded density of 96.0%f1.O%as tested by the Engineer;and • compact the mixture to yield in-place air voids that are greater than or equal to 2.7% and less than or equal to 9.9%as tested by the Engineer (2) Incomplete Production Lots.If a lot is begun but cannot be completed,such as on the last day of production or in other circumstances deemed appropriate,the Engineer may close the lot.Adjust the payment for the incomplete lot in accordance with Section 341,6.A,"Production Pay Adjustment Factors." b. Production Sampling. (1) Mixture Sampling.At the beginning of the project,the Engineer will select random numbers for all production sublots.Determine sample locations in accordance with Tex-225-F Obtain hot mix samples from trucks at the plant in accordance with Tex-222-F For each sublot,take 1 sample at the location randomly selected.'For each lot,the Engineer will randomly select and test a"blind"sample from at least 1 sublet.The location of the Engineer's"blind"sample will not be disclosed to the Contractor The Engineer will use the Contractor's split sample for sublots not sampled by the Engineer The sampler will split each sample into 3 equal portions in accordance with Tex-200-F, and label these portions as"Contractor,""Engineer,"and"Referee."Deliver the samples to the appropriate party's laboratory Deliver referee samples to the Engineer Discard unused samples after accepting pay adjustment factors for that lot. (2) Asphalt Binder Sampling.Obtain a 1-qt.sample of the asphalt binder for each sublot of mixture produced.Obtain the sample at approximately the same time the mixture random sample is obtained.Sample from a port located immediately upstream from the mixing drum or pug mill.Take the sample in accordance with the pipeline sampling procedure given in Tex-500-C,Part II.Label the can with the corresponding lot and sublot numbers,and deliver the sample to the Engineer The Engineer may also obtain independent samples.If the Engineer chooses to obtain an independent asphalt binder sample,the Engineer will split a sample of the asphalt binder with the Contractor The Engineer will test at least 1 asphalt binder sample per project to verify compliance with Item 300,"Asphalts,Oils,and Emulsions." c. Production Testing.The Contractor and Engineer must perform production tests in accordance with Table 12.The Contractor has the option to verify the Engineer's test results on split samples provided by the Engineer.Determine compliance with operational tolerances listed in Table 9 for all sublots. If the aggregate mineralogy is such that Tex-236-F does not yield reliable results,the ' Engineer may allow alternate methods for determining the asphalt content and aggregate gradation.Unless otherwise allowed,the Engineer will require the Contractor to provide evidence that results from Tex-236-F are not reliable before permitting an alternate method.If an alternate test method is allowed,use the applicable test procedure as directed. Table 12 Production and Placement Testing Frequency Minimum Minimum DescriptionTest Contractor Engineer Method Testing Testing Frequency . Frequency Individual%retained for#8 sieve and larger Tex-200-F Individual%retained for sieves smaller than 1 per 12 Or #8 and larger than#200_ Tex 236 F I per sublot sublots %passing the#200 sieve Asphalt content • Tex-236-F 1 per sublot 1 per lot Laboratory-molded density VMA Tex 207-F N/A 1 per sublot In-Place air voids Laboratory-molded bulk specific gravity Theoretical maximum specific(Rice)gravity Tex-227-F N/A 1 per sublot Hamburg Wheel test 'Tex-242-F N/A 1 per project Boil test Tex-530-C 1 per lot 1 per project Moisture content Tex-212-F, When 1 project Part II directed per Asphalt binder sampling and testing' Tex-500-C l per sublot 1 per project (sample only) Thermal profile Tex-244-F 1 per sublot 1 per project Segregation(density profile) T PTV F' I per sublot 1 per project Longitudinal joint density Team VII I per sublot I project Part VII 1.The Engineer may reduce or waive the sampling and testing requirements based on a satisfactory test history. d. Operational Tolerances.Control the production process within the operational tolerances listed in Table 9 When production is suspended,the Engineer will allow production to resume when test results or other information indicates the next mixture produced will be within the operational tolerances. (1) Gradation.Unless otherwise directed,suspend production when either the Contractor's or the Engineer's test results for gradation exceed the operational tolerances for 3 consecutive sublots on the same sieve or 4 consecutive sublots on any sieve.The consecutive sublots may be from more than 1 lot. (2) Asphalt Content.No production or placement bonus will be paid for any lot that has 2 or more sublots within a lot that are out of operational tolerance for asphalt content based on either the Contractor's or the Engineer's.test results.Suspend production and shipment of mixture if the asphalt content deviates from the current JMF by more than 0.5%for any sublot. (3) Hamburg Wheel Test.The Engineer may perform a Hamburg Wheel test at any time during production,including when the boil test indicates a change in quality from the materials submitted for JMF1 In addition to testing production samples,the Engineer may obtain cores and perform Hamburg Wheel tests on any areas of the roadway where rutting is observed.When the production or core samples fail the Hamburg Wheel test criteria in Table 8,suspend production until further Hamburg Wheel tests meet the specified values.Core samples,if taken,will be obtained from the center of the finished mat or other areas excluding the vehicle wheel paths.The Engineer may require up to the entire sublot of any mixture failing the Hamburg Wheel test to be removed and replaced at the Contractor's expense. If the Department's or approved laboratory's Hamburg Wheel test results in a"remove and replace"condition,the Contractor may request that the Department confirm the results by retesting the failing material.The Construction Division will perform the Hamburg Wheel tests and determine the final disposition of the material in question based on the Department's test results. e. Individual Loads of Hot Mix.The Engineer can reject individual truckloads of hot mix. When a load of hot mix is rejected for reasons other than temperature,the Contractor may request that the rejected load be tested.Make this request within 4 hr.of rejection.The Engineer will sample and test the mixture.If test results are within the operational tolerances shown in Table 9,payment will be made for the load.If test results are not within operational tolerances,no payment will be made for the load and the Engineer may require removal. 3. Placement Acceptance. a Placement Lot.A placement lot consists of 4 placement sublots.A placement sublot consists of the area placed during a production sublot. (1) Lot 1 Placement.Placement bonuses for Lot 1 will be in accordance with Section 341.6.B,"Placement Pay Adjustment Factors."However,no placement penalty will be assessed for any sublot placed in Lot 1 when the in-place air voids are greater than or equal to 2.7%and less than or equal to 9.9%.Remove and replace any sublot with in-place air voids less than 2.7%or greater than 9.9%. (2) Incomplete Placement Lots.An incomplete placement lot consists of the area placed as described in Section 341.4.I.2.a(2),"Incomplete Production Lot,"excluding miscellaneous areas as defined in Section 344.4.I.3.a(4),"Miscellaneous Areas." Placement sampling is required if the random sample plan for production resulted in a sample being obtained from an incomplete production sublot. (3) Shoulders and Ramps.Shoulders and ramps are subject to in-place air void determination and pay adjustments unless otherwise shown on the plans. (4) Miscellaneous Areas.Miscellaneous areas include areas that are not generally subject to primary traffic such as driveways,mailbox turnouts,crossovers,gores,spot level-up areas,and other similar areas.Miscellaneous areas also include level-ups and thin overlays if the layer thickness designated on the plans is less than the compacted lift thickness shown in Table 10.Miscellaneous areas are not eligible for random placement sampling locations,and will receive a 1.000 placement pay factor.Compact areas that _ are not subject to in-place air void determination in accordance with Section 341.4.H, "Compaction." b. Placement Sampling.At the beginning of the project,the Engineer will select random numbers for all placement sublots.The Engineer will provide the Contractor with the placement random numbers immediately after the sublet is completed.Mark the roadway location at the completion of each sublot and record the station number Determine 1 random sample location for each placement sublot in accordance with Tex-225-F If the randomly generated sample location is within 2 ft.of a joint or pavement edge,adjust the location by no more than necessary to achieve a 2-ft.clearance. Shoulders and ramps are always eligible for selection as a random sample location.However, if a random sample location falls on a shoulder or ramp that is designated on the plans as not subject to in-place air void testing,cores will not be taken for the sublot and a 1.000 pay factor will be assigned'to that sublot. Unless otherwise determined,the Engineer will witness the coring operation and measurement of the core thickness.Unless otherwise approved,obtain the cores within 1 working day of the time the placement sublot is completed.Obtain two 6-in.-diameter cores side-by-side from within 1 ft.of the random location provided for the placement sublot.Mark the cores for identification.Visually inspect each core and verify that the current paving layer is bonded to the underlying layer If an adequate bond does not exist between the current and underlying layer,take corrective action to insure that an adequate bond will be achieved during subsequent placement operations.For Type D and Type F mixtures,4-in.-diameter cores are allowed. Immediately after obtaining the cores,dry the core holes and tack the sides and bottom.Fill the hole with the same type of mixture and properly compact the mixture.Repair core holes with other methods when approved. If the core heights exceed the minimum untrimmed values listed in Table 10,trim and deliver the cores to the Engineer within 1 working day following placement operations unless otherwise approved. If the core height before trimming is less than the minimum untrimmed value shown in Table 10,decide whether to include the pair of cores in the air void determination for that sublot.If the cores are to be included in air void determination,trim the cores before delivering to the Engineer.If the cores will not be included in air void determination,deliver untrimmed cores to the Engipeer.The placement pay factor for the sublot will be 1.000 if cores will not be included in air void determination. c. Placement Testing.Perform placement tests in accordance with Table 12.After the Engineer returns the cores,the Contractor has the option to test the cores to verify the Engineer's test results for in-place air voids.Re-dry the cores to constant weight before testing.The allowable differences between the Contractor's and Engineer's test results are listed in Table 9. (1) In-Place Air Voids.The Engineer will measure in-place air voids in accordance with Tex-207-F and Tex-227-F Before drying to a constant weight,cores may be predried using a Corelok or similar vacuum device to remove excess moisture.The Engineer will average the values obtained for all sublots.in the production lot to determine the theoretical maximum specific gravity The Engineer will use the average air void content of the 2 cores to calculate a placement pay adjustment factor. The Engineer will use paraffin coating or vacuum methods to seal the core if required by Tex-207-F The Engineer will use the test results from the unsealed core to determine the placement pay adjustment factor if the sealed core yields a higher specific gravity than the unsealed core.After determining the in-place air void content,the Engineer will return the cores and provide test results to the Contractor (2) Segregation(Density Profile).Test for segregation using density profiles in accordance with Tex-207-F,Part V Provide the Engineer with the results of the density profiles as they are completed.Areas defined in Section 341.4..I.3.a(4),"Miscellaneous Areas,"are not subject to density profile testing. Unless otherwise approved,perform a density profile every time the screed stops,on areas that are identified by either the Contractor or the Engineer as having thermal segregation,and on any visibly segregated areas.If the screed does not stop,and there are no visibly segregated areas or areas that are identified as having thermal segregation, perform a minimum of 1 profile per sublot.Reduce the test frequency to a minimum of 1 profile per lot if 4 consecutive profiles are within established tolerances.Continue testing at a minimum frequency of 1 per lot unless a profile fails,at which point resume testing at a minimum frequency of 1 per sublot.The Engineer may further reduce the testing frequency based on a consistent pattern of satisfactory results. The density profile is considered failing if it exceeds the tolerances in Table 13.No production or placement bonus will be paid for any sublot that contains a failing density profile.The Engineer may make as many independent density profile verifications as ,deemed necessary The Engineer's density profile results will be used when available. Investigate density profile failures and take corrective actions during production and placement to eliminate the segregation.Suspend production if 2 consecutive density profiles fail,unless otherwise approved.Resume production after the Engineer approves changes to production or placement methods. , r Table 13 Segregation(Density Profile)Acceptance Criteria Maximum Allowable Maximum Allowable Mixture Type Density Range Density Range (Highest to Lowest) (Average to Lowest) Type A&Type B 8,0 pcf 5.0 pcf Type C,Type D&Type F 6.0 pcf 3.0 pcf (3) Longitudinal Joint Density. (a) Informational Tests.While establishing the rolling pattern,perform joint density evaluations and verify that the joint density is no more than 3.0 pcf below the density taken at or near the center of the mat.Adjust the rolling pattern if needed to achieve the desired joint density Perform additional joint density evaluations at least once per sublot unless otherwise directed. (b) Record Tests.For each sublot,perform a joint density evaluation at each pavement edge that is or will become a longitudinal joint.Determine the joint density in accordance with Tex-207-F,Part VII.Record the joint density information and submit results,on Department forms,to the Engineer.The evaluation is considered failing if the joint density is more than 3.0 pcf below the density taken at the core random sample location and the correlated joint density is less than 90.0%.The Engineer may make independent joint density verifications at the random sample locations.The Engineer's joint density test results will be used when available. Investigate joint density failures and take corrective actions during production and placement to improve the joint density Suspend production if 2 consecutive evaluations fail unless otherwise approved.Resume production after the Engineer approves changes to production or placement methods. (4) Recovered Asphalt Dynamic Shear Rheometer(DSR).The Engineer may take production samples or cores from suspect areas of the project to determine recovered asphalt properties.Asphalt binders with an aging ratio greater than 3.5 do not meet the requirements for recovered asphalt properties and may be deemed defective when tested and evaluated by the Construction Division.The aging ratio is the DSR value of the extracted binder divided by the DSR value of the original unaged binder(including RAP binder).DSR values are obtained according to AASHTO T 315 at the specified high temperature PG of the asphalt.The binder from RAP will be included proportionally as part of the original imaged binder.The Engineer may require removal and replacement of the defective material at the Contractor's expense.The asphalt binder will be recovered for testing from production samples or cores using Tex-211-F (5) Irregularities.Immediately take corrective action if surface irregularities,including but not limited to segregation,rutting,raveling,flushing,fat spots,mat slippage,color, texture,.roller marks,tears,gouges,streaks,or uncoated aggregate particles,are detected.The Engineer may allow placement to continue for at most 1 day of production while taking appropriate action.If the problem still exists after that day,suspend paving until the problem is corrected to the satisfaction of the Engineer At the expense of the Contractor and to the satisfaction of the Engineer,remove and replace any mixture that does not bond to the existing pavement or that has other surface irregularities identified above. 4. Ride Quality Unless otherwise shown on the plans,measure ride quality in accordance with Item 585,"Ride Quality for Pavement Surfaces." 341.5. Measurement.Hot mix will be measured by the ton of composite hot mix,which includes asphalt, aggregate,and additives.Measure the weight on scales in accordance with Item 520,"Weighing and Measuring Equipment." 341.6. Payment.The work performed and materials furnished in accordance with this Item and measured as provided under Article 341.5,"Measurement,"will be paid for at the unit price bid for"Dense-Graded Hot-Mix Asphalt(QC/QA)"of the type,surface aggregate classification,and binder specified.Pay adjustments for bonuses and penalties will be applied as determined in this Item.These prices are full compensation for surface preparation,materials including tack coat,placement,equipment,labor,tools, and incidentals. Trial batches will not be paid for unless they are included in pavement work approved by the Department. Pay adjustment for ride quality will be determined in accordance with Item 585,"Ride Quality for Pavement Surfaces." A. Production Pay Adjustment Factors.The production pay adjustment factor is based on the laboratory.-molded density using the Engineer's test results.A pay adjustment factor will be determined from Table 14 for each sublot using'the deviation from the target laboratory-molded density defined in Table 7 The production pay adjustment factor for completed lots will be the average of the pay adjustment factors for the 4 sublots sampled within that lot. Table 14 Production Pay Adjustment Factors for Laboratory-Molded Density Absolute Deviation from Production Pay Target Laboratory-Molded Density Adjustment Factor 0.0 1.050 0.1 1.050 02 1.050 0.3 1.044 0.4 1.038 0.5 1.031 0.6 , 1.025 0.7 1.019 0.8. 1.013 0.9 1.006 1.0 1.000 1.1 0.965 1.2 0.930 1.3. 0.895 1.4 0.860 1.5 0.825 1.6 . 0.790 1.7 0.755 1.8 0.720 >1.8 Remove and replace 1. Incomplete Production Lots.Production pay adjustments for incomplete lots,described under Section 3414.I.2.a(2),"Incomplete Production Lots,"will be calculated using the average production pay factors from all sublots sampled.A production pay factor of 1.000 will be assigned to any lot when the random sampling plan did not result in collection of any samples. 2. Production Sublots Subject to Removal and Replacement.If after referee testing,the laboratory-molded density for any sublot results in a"remove and replace"condition as listed in Table 14,the Engineer may require removal and replacement,or may allow the sublot to be left in place without payment.Replacement material meeting the requirements of this Item will be paid for in accordance with this Article. B. Placement Pay Adjustment Factors.The placement pay adjustment factor is based on in-place air voids using the Engineer's test results.A pay adjustment factor will be determined from Table 15 for each sublot that requires in-place air void measurement.A placement pay adjustment factor of 1.000 will be assigned to the entire sublot when the random sample location falls in an area on a ramp or shoulder not subject to in-place air void testing.A placement pay adjustment factor of 1.000 will be assigned to quantities placed in miscellaneous areas as described in Section 341 4.I.3.a(4); "Miscellaneous Areas"The placement pay adjustment factor for completed lots will be the average,of the placement pay adjustment factors for the 4 sublots within that lot. 1. Incomplete Placement Lots.Pay adjustments for incomplete placement lots described under Section 341.4.I.3.a(2),"Incomplete Placement Lots,"will be calculated using the average of the placement pay factors from all sublots sampled and sublots where the random location falls in an area on a ramp or shoulder not eligible for testing.A placement pay adjustment factor of 1.000 will be assigned to any lot when the random sampling plan did not result in collection,of any samples. 2. Placement Sublots Subject to Removal and Replacement.If after referee testing the placement pay adjustment factor for any sublot results in a"remove and replace"condition as listed in Table 15,the Engineer will choose the location of 2 cores to be taken within 3 ft.of the original failing core location.The Contractor will:obtain the cores in the presence of the Engineer.The Engineer will submit the corps to the Materials and Pavements Section of the Construction Division where they will be tested for bulk specific gravity within 10 working days of receipt.The average bulk specific gravity of the cores will be divided by the Engineer's average maximum theoretical specific gravity for that lot to determine the new pay adjustment factor of the sublot in question.If the new pay adjustment factor is 0.700 or greater,then the new pay adjustment factor will apply to that sublot.If the new pay adjustment factor is less than 0.700,no payment will be made for the sublot.Remove and replace the failing sublot.Replacement material meeting the requirements of this Item will be paid for in accordance with this Article. C. Total Adjustment Pay Calculation.Total adjustment pay(TAP)will be based on the applicable pay adjustment factors for production and placement for each lot. TAP=(A+B)/2 where: A=Bid price x production lot quantity X average pay adjustment factor for the production lot B=Bid price x placement lot quantity X average pay adjustment factor for the placement lot+(bid price x miscellaneous quantities x 1.000) l r • D,D.D'.D.SA SA LA sit LA UUUU U A A A A A A A AAA La W W.W La W La W W la ha ha ha ,,4 �r i.+IJ:..O VD Co La C,in Al.l 14%—C V 0o La C.In 1a i. Fa -�C 4O oo�I C.in A i.FJ`•C YD oo:1 N�us A e R If• .a. bc4 pa 0 0 0 0 0 0 0 0 0 0 0 0 0 0'0 0 0 0 0 0pp g `p, pA pp op C0000000000000'0 �Api0 iO 0000o pap 0000 J-441 P P1 V p A 0.0 0 0 U. 0 U. U. O O I n O U O VUi O VUi O PS O VUi O VUi O U.O UOi�l'-g V0i 'ilro • H r.g at • C 9� R iq {D cr se A r! 00 v t o l? o yO V,D D:D�D D YD,D�D.D 00 00 00 00 00 00 0o OO 00 0o J'i:i:7:i:7 J J J'7 O.D`D.T O,D,C 0y200,1 Tin Aw IJ—•C V 00-4 C,U'?W id 0 iD 00 .4 D.U A i..FJ.-.is ND 00.a C.'tn A p .„ti IM ._ O • • 0000ppy0oo000p00ppp00pp00 pCo NN1Gp1J� W t.� Appa Ea ��p � b p i ll O O O O O O O O O O N•P Ch O S,N A O.000 O N A O,00 O Al A Ch w,W N 0.W a 000 O N.�. C O si " ITEM 400 EXCAVATION AND BACKFILL FOR STRUCTURES 400.1.Description.Excavate for'placement and construction of structures and backfill structures.Cut and restore pavement. 400.2.Materials.Use materials that meet the requirements of the following Items: • Item 401,"Flowable BackfiIl" • Item 421,"Hydraulic Cement Concrete" • DMS-4600,"Hydraulic Cement" 4003.Construction. A. Excavation. 1. General.Excavate to the lines and grades shown on the plans or as directed.Provide slopes, benching,sheeting,bracing,pumping,and bailing as necessary to maintain the stability and safety of excavations up to 5 ft.deep.Excavation protection for excavations deeper than 5 ft.are governed by Item 402,"Trench Excavation Protection,"and Item 403,"Temporary Special Shoring."Use satisfactory excavated material,as backfill or as embankment fill in accordance with Item 132,"Embankment."Dispose of material not incorporated into the fmal project off the right of way in accordance with federal,state,and local regulations. When excavating for installation of structures across private property or beyond the limits of the embankment,keep any topsoil removed separate,and replace it,as nearly as feasible,in its original position.Restore the area to an acceptable condition. Excavate drilled shafts in accordance with Item 416,"Drilled Shaft Foundations." a. Obstructions.Remove obstructions to the proposed construction,including trees and other vegetation,debris,and structures,over the width of the excavation to a depth of 1 ft.below the bottom of excavation.If abandoned storm drains,sewers,or other drainage systems are encountered,remove as required to clear the new structure,and plug in an approved manner. After removing obstructions,restore the bottom of the excavation to grade by backfilling in accordance with this Item.Dispose of surplus materials in accordance with federal,state,and local regulations. b. Excavation in Streets.When•structures are installed in streets,highways,or other paved areas,cut pavement and base to neat lines.Restore pavement structure after completion of excavation and backfilling. Maintain and control traffic in accordance with the approved traffic control plan and the TMUTCD c. Utilities.Comply with the requirements of Article 7.12,"Responsibility for Damage Claims." Conduct work with minimum disturbance of existing utilities,and coordinate work in or near utilities with the utility owners.Inform utility owners sufficiently before work begins to allow them time to identify,locate,reroute,or make other adjustments to utility lines. Avoid cutting or damaging underground utility lines that are to remain in place.If damage occurs,promptly notify the utility company If an active sanitary sewer line is damaged during excavation,provide temporary flumes across the excavation while open,and restore the lines when backfilling has progressed to the original bedding lines of the cut sewer d. De-Watering.Do not construct or place structures in the presence of water unless approved. Place precast members,pipe,and concrete only on a dry;firm surface.Remove water by bailing,pumping,well-point installation,deep wells,underdrains,or other approved method. If structures are approved for placement in the presence of water,remove standing water in a manner that does not allow water movement through or alongside concrete being placed.Do not pump or bail while placing structural concrete or for a period of at least 36 hr thereafter unless from a suitable sump separated from the concrete work.Pump or bail during placement of seal concrete only to the extent necessary to maintain a static head of water within the cofferdam.Do not pump or bail to de-water inside a sealed cofferdam until the seal has aged at least 36 hr. If the bottom of an excavation cannot be de-watered to the point that the subgrade is free of mud or it is difficult to keep reinforcing steel clean,place a stabilizing material in the bottom of the excavation.Stabilizing material may be flexible base,cement-stabilized base or backfill,lean concrete,or other approved material.If lean concrete is used,provide concrete with at least 275 lb.of cement per cubic yard,and place to a minimum depth of 3 in. Stabilizing material placed for the convenience of the Contractor will be at the Contractor's expense. 2. Bridge Foundations and Retaining Walls.Do not disturb material below the bottom of footing grade.Do not backfill to compensate for excavation that has extended below grade.If excavation occurs below the proposed footing grade,fill the area with concrete at the time the footing is placed.The additional concrete placed will be at the Contractor's expense. If requested,take cores to determine the character of the supporting materials.Provide an intact sample adequate to judge the character of the founding material.Take these cores when the excavation is close to completion.Cores should be approximately 5 ft.deeper than the proposed founding grade. If the founding stratum is rock or other hard material,remove loose material,clean,and cut to a fine surface that is level,stepped,or serrated,as directed.Clean out soft seams,and fill with concrete at the time the footing is placed. If the material at the footing grade of a retaining wall,bridge bent,or pier is a mixture of compressible and incompressible material,do not place the foundation until the Engineer has inspected the excavation and authorized changes have been made to provide a uniform bearing condition. 3. Cofferdams.The term"cofferdam"designates any temporary or removable structure constructed to hold surrounding earth,water,or both out of the excavation whether the structure is formed of soil,timber,steel,concrete,or a combination of these.Cofferdams may require the use of pumping wells or well points for de-watering. For sheet-pile or other types of cofferdams requiring structural members,submit details and design calculations bearing the seal of a licensed professional engineer for review before constructing the cofferdam.The Department reserves the right to reject designs.Design structural systems to comply with the AASHTO Standard Specifications for Highway Bridges or AASHTO LRFD Bridge Design Specifications.Interior dimensions of cofferdams must provide sufficient clearance for the construction,inspection,and removal of required forms and,if necessary, sufficient room to allow pumping outside the forms.In general,extend sheet-pile cofferdams well below the bottom of the footings,and make concrete seals as well braced and watertight as practicable. For foundation seals,use Class E concrete unless otherwise specified.Place concrete foundation seals in accordance with Item 420,"Concrete Structures."Seals placed for the convenience of the Contractor will be at the Contractor's expense. When the Engineer judges it to be impractical to de-water inside a cofferdam and a concrete seal is to be placed around piling driven within the cofferdam,make the excavation deep enough to allow for swelling of the material at the base of the excavation during pile-driving operations.After driving the piling,remove swelling material to the bottom of the seal grade.Where it is possible to de-water inside the cofferdam without placing a seal,remove the foundation material to exact footing grades after driving piling.Do not backfill a foundation to compensate for excavation that has been extended below grade;fill such areas below grade with concrete at the time the seals or footings are placed. Unless otherwise provided,remove cofferdams after completing the substructure without disturbing or damaging the structure. 4. Culverts and Storm Drains.When the design requires special bedding conditions for culverts or storm drains,an excavation diagram will be shown on the plans.Do not exceed these limits of excavation. Unless otherwise shown on,the plans,construct pipe structures in an open cut with vertical sides extending to a point 1 ft.above the pipe.When site conditions or the plans do not prohibit sloping the cut,the excavation may be stepped or laid back to a stable slope beginning 1 ft.above the pipe. Maintain the stability of the excavation throughout the construction period. For pipe to be installed in fill above natural ground,construct the embankment to an elevation at least 1 ft.above the top of the pipe,and then excavate for the pipe. a. Unstable Material.When unstable soil is encountered at established footing grade,remove the material to a depth of no more than 2 ft.below the grade of the structure unless the Engineer authorizes additional depth.Replace soil removed with stable material in uniform layers at most 8 in.deep(loose measurement).Each layer must have enough moisture to be compacted by rolling or tamping as required to provide a stable foundation for the structure. When it is not feasible to construct a stable foundation as outlined above,use special materials such as•fiexible base,cement-stabilized base,cement-stabilized backfill,or other approved material. b. Incompressible Material.If rock,part rock,or other incompressible material is encountered at established footing grade while placing prefabricated elements,remove the incompressible material to 6 in.below the footing grade,backfill with an approved compressible material, and compact in accordance with Section 400.3.C,"Backfill." B. Shaping and Bedding.For precast box sections,place at least 2 in.of fine granular material on the base of the excavation before placing the box sections.For pipe installations,use bedding as shown in Figure 1 Use Class C bedding unless otherwise shown on the plans.The Engineer may require the use of a template to secure reasonably accurate shaping of the foundation material.Where cement- stabilized backfill is indicated on the plans,undercut the excavation at least 4 in.and backfill with stabilized material to support the pipe or box at the required grade. Pc — Outside diameter or `f d horizontal dimensiong. " " o - Inside diameter of Pipe 30" to 60" 4" d - Min. bedding material below pipe 1 66" 6" � 2 in. Min. €:.<: v, FR Gr nul44r °°°: /ir .s :7 . i'�l M in.)` 3.::..,:: 12 in. %a %a C m acted o°° e° nulae • - 0.2 Bc Min. j- a erial d V/) Comp�C#t d Class B / Bat il� Conc. IV,/ 12 12n Minn.. Min.. e� °°`..1,10.5 Bc °wa a o% Min. ° ° • d 0.7 Be Shaped Subgrade CLASS B ,.,,p .. is ,��\/ rig 12 in. Min. diii2minin. . is A 4 �� d ' Shaped Subgrade I 10.6 Bc CLAD Figure 1 Bedding diagrams. C. Backfill. 1. General.As soon as practical,backfill the excavation after placement of the permanent structure. Use backfill free from stones large enough to interfere with compaction;large or frozen lumps that will not break down readily under compaction;and wood or other extraneous material.Obtain backfill material from excavation or from other sources. , In areas not supporting a completed roadbed,retaining wall,or embankment,place backfill in layers at most 10 in.deep(loose measurement).In areas supporting a portion of a roadbed, retaining wall,or embankment,place backfill in uniform layers at most 8 in.deep(loose measurement).Compact each layer to meet the density requirements of the roadbed,retaining wall,embankment material,or as shown on the plans. Bring each layer of backfill material to the moisture content needed to obtain the required density Use mechanical tamps or yammers to compact the backfill.Rollers may be used to compact backfill if feasible. Cohesionless materials such as sand may be used for backfilling.Compact cohesionless materials using vibratory equipment,water-ponding,or a combination of both. 2. Bridge Foundations,Retaining Walls,and Box Culverts.Do not place backfill against the structure until the concrete has reached the design strength required in Item 421,"Hydraulic Cement Concrete." Backfill retaining.walls with material meeting the requirements of Item 423,"Retaining Walls." Backfill around bridge foundations and culverts using material with no particles more than 4 in.in greatest dimension and with a gradation that permits thorough compaction.Rock or gravel mixed with soil may be used if the percentage of fines is sufficient to fill all voids and ensure a uniform and thoroughly compacted mass of proper density Where backfill material is being placed too close to the structure to permit compaction with blading and rolling equipment,use mechanical tamps and rmmers to avoid damage to the structure. Avoid wedging action of backfill against structures.To prevent such action,step or serrate slopes bounding the excavation.Place backfill uniformly around bridge foundations:Place backfill along both sides of culverts equally and in uniform layers. The Engineer may require backfilling of structures excavated into hard,erosion-resistant material, and subject to erosive forces,with stone or lean concrete. Box culverts may be opened to traffic as soon as sufficient backfill and embankment has been placed over the top to protect culverts against damage from heavy construction equipment.Repair damage to culvert caused by construction traffic at no additional expense to the Department. 3. Pipe.After installing bedding and pipe as required,bring backfill material to the proper moisture condition and place it equally along both sides of the pipe in uniform layers at most 8 in.deep (loose measurement).Compact each lift mechanically Thoroughly compact materials placed under the haunches of the pipe to prevent damage or displacement of the pipe.Continue to place backfill in this manner to the top-of-pipe elevation.Place and compact backfill above the top of the pipe in accordance with Section 400.3.C.1,"General." The Engineer may reject backfill material containing more than 20%by weight of material retained on a 3-in.sieve;with large lumps not easily broken down;or that cannot be spread in loose layers.Material excavated by a trenching machine will generally meet the requirements of this Section as long as large stones are not present. Where pipe extends beyond the toe of slope of the embankment and the depth of cover provided by backfill to the original ground level is less than the minimum required by the specifications for the type of pipe involved,place and compact additional material until the minimum cover has been provided. 4. Cement-Stabilized Backfill.When shown on the plans,backfill the excavation to the elevations shown with cement-stabilized backfill.Use cement-stabilized backfill that contains aggregate, water,and a minimum of 7%hydraulic cement based on the dry weight of the aggregate,in accordance with Tex-120-E.Use clean sand as aggregate for cement-stabilized backfill unless otherwise shown on the plans.Use only approved aggregate. Place cement-stabilized backfill equally along the sides of structures to prevent strain on or displacement of the structure.Fill voids when placing cement-stabilized backfill.Use hand operated tampers if necessary to fill voids. 5. Flowable Backfill.When shown on the plans,backfill the excavation with flowable backfill to the elevations shown.Prevent the structure from being displaced during the placement of the flowable fill,and prevent flowable fill from entering culverts and drainage structures. 400A.Measurement.This is aplans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. A. Structural Excavation.Unless shown on the plans as a pay item,structural excavation quantities shown are for information purposes only When structural excavation is specified as a pay item,structural excavation for pipe headwalls,inlets, manholes,culvert or storm drain extensions less than 15 ft.long,bridge abutments,retaining walls,and side road and private entrance pipe culverts will not be measured:No allowance will be made for variance from plans quantity incurred by an alternate bid. When specified as a pay item,structural excavation will be measured by the cubic yard as computed by the average end areas method.Excavation diagrams on the plans take precedence over the provisions of this Article. 1. Boundaries of Measurement. a. Pipe. (1) Pipe up to 42 Inches.For pipe 42 in.or less in nominal or equivalent diameter,no material outside of vertical planes 1 ft.beyond and parallel to the horizontal projection of the outside surfaces of the pipe will be included. (2) Pipe Larger than 42 Inches.For pipes larger than 42-in.nominal or equivalent diameter,no material outside of vertical planes located 2 ft.beyond and parallel to the horizontal projection of the outside surfaces of the pipe will be included. Quantities for excavation in fill above natural ground include 1 ft.above the top of the pipe regardless of the height of completed fill.Excavation for pipe will be measured between the extreme ends of the completed structure including end appurtenances as shown on the plans and from centerline to centerline of inlets,manholes,etc. b. Structural Plate Structures.No material outside of vertical planes 3 ft.beyond and parallel to the horizontal projection of the outside surfaces of the structure will be included.When the quality of the existing soil or embankment is less than that of the proposed backfill material, the limits of measurement will be extended to vertical planes located 1/2 of the span beyond the horizontal projection of the outside surfaces of the structure. c. Footings,Walls,Boxes,and Other Excavation.No material outside of vertical planes 1 ft. beyond and parallel to the edges of the footings or outside walls will be included whether or not a cofferdam or shoring is used.When plans provide the option of cast-in-place or precast boxes,measurement will be based on the cast-in-place option. Where excavation in addition to that allowed for the footings is required for other portions of the structure,measurement for the additional excavation will be limited laterally by vertical planes 1 ft.beyond the face of the member and parallel to it,and vertically to a depth of 1 ft. below the bottom of the member d. Excavation near Roadways and Channels.At structure sites other than culverts and pipe excavations,the measurement of structural excavation will include only material below or outside the limits of the completed road or channel excavation.Roadway and channel excavation will be paid under Item 110,"Excavation."For culverts except side road and private entrance culverts,excavation within the limits of the structure and below or outside the limits of the completed roadway excavation will be measured as structural excavation. 2. Falsework.No measurement will be made for excavation necessary for placing forms or falsework that exceeds the limits given in Section 400.4.B.1,"Boundaries of Measurement." 3. Swelling.Measurement will not include materials removed below footing grades to compensate for anticipated swelling due to pile driving,nor will it include material required to be removed due to swelling beyond the specified limits during pile driving operations. 4. Cave-ins.Measurement will not include additional volume caused by slips,slides,cave-ins, silting,or fill material resulting frofn the action of the elements or the Contractor's operation. 5. Undercut.Where rock or other incompressible or unstable material is undercut to provide a suitable foundation for pipe or box sections,such material below grade directed to be removed will be measured for payment. 6. Grade Change.Additional measurement will be made of the volume of excavation involved in the lowering or raising of the elevation of a footing,foundation,or structure unit,when such grade cliange is authorized. B. Cement-Stabilized Backfill.Cement-stabilized backfill will be measured by the cubic yard as shown on the plans. C. Cutting and Restoring Pavement Cutting and restoring pavement will be measured by the square yard as shown on the plans.Excavation below pavement or base will be measured as structural excavation of the pertinent type. 4005.Payment ti A. Structural Excavation.Unless specified as a pay item,structural excavation and backfill performed and material furnished in accordance with this Item will not be paid for directly but are subsidiary to pertinent Items. When structural excavation is specified as a pay item,the excavation and backfill work performed and materials furnished will be paid for at the unit price bid for"Structural Excavation,""Structural Excavation(Box),""Structural Excavation(Pipe),"and"Structural Excavation(Bridge)."This price includes concrete to compensate for excavation that has extended below grade for bridge foundations and retaining walls,and backfilling and compacting areas that were removed as part of structural excavation. Cofferdams or other measures necessary for supporting excavations less than 5 ft.deep will not be measured or paid for directly but will be subsidiary to the Contract. Foundation seal concrete for cofferdams,when required by the Engineer,will be paid for as provided in the pertinent Items.If no direct method of payment is provided in the Contract,the work will be measured and paid for in accordance with Article 9 4,"Payment for Extra Work."Seal placed for the convenience of the Contractor will not be paid for. Unless otherwise provided,stone or lean concrete backfill around structures as provided for in Section 400.3.C.2,"Bridge Foundations,Retaining Walls,and Culverts,"will be measured and paid for as extra work in accordance with Article 9 4. When structural excavation is specified as a pay item,a partial payment of 50%of the bid price will be made for structural excavation completed to the satisfaction of the Engineer but not backfilled.The remaining amount will be paid upon completion of backfilling.When the Contractor elects to excavate beyond plan requirements,no measurement will be made of the additional volume. B. Removal and Replacement of Unsuitable or Incompressible Material.Removal and replacement of material will be paid for if directed.Removal and replacement of material or placement of special material made necessary by the softening of founding material due to the Contractor's sequence of work or operation,will be at the Contractor's expense.Special material used or additional excavation made for the Contractor's convenience will not be paid for 1. Structural Excavation as a Pay Item.Where special materials are not required or specified, payment for the removal and replacement of unstable or incompressible material will be made at a price equal to 200%of the unit price bid per cubic yard for Structural Excavation.When the Contractor elects to remove and replace material deeper than directed,no measurement will be made on that portion below the directed elevation.This price is full compensation for removing the unstable or incompressible material,furnishing,hauling,placing,and compacting suitable replacement material;and equipment,Iabor,tools,and incidentals. When the plans specify or when the Engineer directs the use of special materials such as flexible base,cement-stabilized base,cement-stabilized backfill,or other special material,payment for excavation below footing grades will be made at the unit price bid for Structural Excavation. Payment for furnishing,hauling,placing,and compacting the flexible base,cement-stabilized base,cement-stabilized backfill,or other special materials will be made at the unit price bid for these items in the Contract,or,if the required material is not a bid item,in accordance.with Article 9.4,"Payment for Extra Work." 2. Structural Excavation Not a Pay Item.Where special materials for backfill are not required or specified,payment'for the authorized removal and replacement.of unstable or incompressible material will be measured and paid for at$15 per cubic yard of material removed.This price is full compensation for removing the unstable or incompressible material;furnishing,hauling,placing, and compacting suitable replacement material,and equipment,labor,tools,and incidentals. When the plans specify or when the Engineer directs the use of special materials such as flexible base,cement-stabilized base,cement-stabilized backfill,or other special material,excavation below the footing grades will be paid for at$10 per cubic yard.Payment for furnishing,hauling, placing,and compacting the flexible base,cement-stabilized base,cement-stabilized backfill,or other special materials will be made at the unit price bid for these Items,or,if the required material is not a bid Item,in accordance with Article 9 4,"Payment for Extra Work." C. Lowering of a Structure Foundation.If the Engineer requires a structure foundation to be lowered to an elevation below the grade shown on the plans,overexcavation will be paid in accordance with Table 1 Table 1 Payment for Required Overexcavation Variance of revised Variance of revised Payment terms footing grade from footing grade from plan grade plan grade "Structural Excavation" "Structural is a bid item Excavation"is not a bid item Unit price equal to 115% Up to and including 5 ft. of unit price bid for $10 per cubic yard "Structural Excavation" Unit price equal to 125% Over 5 ft.up to 10 ft. of unit price bid for $12 per cubic yard "Structural Excavation" Over 10 ft In accordance with Article 9.4,"Payment for Extra Work" D. Cement-Stabilized Backfill.Cement-stabilized backfill will be paid for at the unit price bid for "Cement Stabilized Backfill." E. Cutting and Restoring Pavement.Cutting and restoring pavement will be paid for at the unit price bid for"Cutting and Restoring Pavement."Work done to repair damage to base or pavement incurred outside the limits shown on the plans,or the limits authorized by the Engineer,will not be measured for payment. The unit prices bid are full compensation for excavation including removing obstructions and plugging drainage systems;bedding and backfilling including placing,sprinkling and compaction of material; soundings;cleaning and filling seams;constructing and removing cofferdams;de-watering,sheeting, or bracing excavations up to and including 5 ft.deep;pumps;drills;explosives;disposition of surplus material;cutting pavement and base to neat lines;and materials,hauling,equipment,labor,tools,and incidentals. Flowable backfill will be paid for as provided in Item 401,"Flowable Backfill."Protection methods for open excavations deeper than 5 ft.will be measured and paid for as required under Item 402, "Trench Excavation Protection,"or Item 403,"Temporary Special Shoring." ITEM 416 DRILLED SHAFT FOUNDATIONS 416.1.Description.Construct foundations consisting of reinforced or non-reinforced concrete drilled shafts with or without bell footings. 416.2.Materials.Use materials that meet the requirements of the following Items: • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcing Steel" • Item 448,"Structural Field Welding" Unless otherwise shown on the plans,use concrete for drilled shafts that meets the requirements of Table 1 Table 1 Concrete for Drilled Shafts Drilled Shaft Type . . Concrete Non-reinforced Class A Reinforced Class C Slurry and underwater concrete placement Class SS Use coarse aggregate Grade 4,5,or 6 for drilled shaft concrete in reinforced drilled shafts.Grade 2 or 3 may be used if the shaft is dry and reinforcing steel has a 5-in.minimum clear spacing. Use a water-reducing,retarding admixture in accordance with DMS-4640,"Chemical Admixtures for Concrete,"in all concrete when using casing that will be pulled or when placing shafts underwater or under slurry Use concrete with slump that meets the requirements of Table 2 as determined by Tex-415-A. Table 2 Slump Requirements Minimum Recommended Maximum Placement Type Acceptable Design and Acceptable Placement Placement Placement Slump,in. Slump,in. Slump,in. Dry 5-1/2 6-1/2 7-1/2 Underwater and 8 9 under slurry When casing is to be pulled or when concrete is to be placed underwater or under slurry,perform a slump loss test in accordance with Tex-430-A before beginning work.Provide concrete that will maintain a slump of at least 4 in.throughout the entire anticipated time of concrete placement.Time of concrete placement is described in Sections 416.3.F,"Concrete,"and 416.3.G,"Additional Requirements for Slurry Displacement or Underwater Concrete Placement Methods."Note the temperature of the concrete mix at the beginning of the slump loss test.If concrete temperature at the time of placement into the drilled shaft is more than 10° higher than the slump loss test temperature,do not place the concrete.Use ice or other concrete cooling ingredients to lower concrete temperature,or run additional slump loss tests at the higher temperatures. Slump loss testing will be waived if anticipated time of concrete placement is less than 90 minutes. Use drilling slurry that meets the requirements of Table 3,as determined by Tex-130-E. Table 3 Slurry Requirements Before Introduction Sampled from the Bottom of the into the Excavation Excavation before Concreting Specific Sand Specific Viscosity Sand Gravity Content Gravity (seconds) Content <<1.10 . <-1% <1.15 <45 <6% Use mineral slurry consisting of processed bentonite or attapuigite clays mixed with clean fresh water Do not use PHPA(partially hydrolized polyacrylamide)polymeric slurry or any other fluid composed primarily of a polymer solution. Before placing concrete,sample slurry from the bottom of the hole,and test it in accordance with Tex-130-E.Use a pump or air lift to remove slurry that does not meet the requirements of Table 3 while adding fresh clean slurry to the top of the hole to maintain the slurry level.Continue this operation until the slurry sampled from the bottom of the hole meets the requirements. 4163.Construction.Place the shaft to within the following tolerances. • Vertical plumbness—1 in.per 10 ft.of depth. • Center of shaft located under column—I in.of horizontal plan position. • Center of shaft located under footing—3 in.of horizontal plan position. Complete the embankment at bridge ends before installing drilled shafts that pass through the fill.Refer to Item 423,"Retaining Walls,"for provisions for drilled shafts passing through the structural volume of retaining walls. A. Excavation.The plans indicate the expected depths and elevations for encountering satisfactory bearing material.Excavate as required for the shafts and bell footings through all materials encountered to the dimensions and elevations shown on the plans or required by the site conditions. Removal of man-made obstructions not shown on the plans will be paid for in accordance with Article9.4,"Payment for Extra Work."If satisfactory founding material is not encountered at plan elevation,adjust the bottom of the shaft or alter the foundation,as determined by the Engineer,to satisfactorily comply with design requirements.Blasting is not allowed for excavations. If caving conditions are encountered,stop drilling and adopt a construction method that stabilizes the shaft walls. Do not excavate a shaft within 2 shaft diameters(clear)of an open shaft excavation,or one in which concrete has been placed in the preceding 24 hours. Dispose of material excavated from shafts and bells and not incorporated into the finished project. Dispose of excavated material in accordance with the plans and with federal,state,and local laws. Provide suitable access,lighting,and equipment for proper inspection of the completed excavation and for checking the dimensions and alignment of shafts and bell excavation. B. Core Holes.If directed,take cores to determine the character of the supporting materials.Use a method that will result in recovery of an intact sample adequate for judging the character ofhe founding material.Such cores should be at least 5 ft.deeper than the proposed founding grade or a depth equal to the diameter of the shaft,whichever is greater.Take these cores when the excavation is approximately complete. C. Casing.Use casing when necessary to prevent caving of the material or to exclude ground water. Provide casing with an outside diameter not less than the specified diameter of the shaft.Use casing strong enough to withstand handling stresses and pressures of concrete and of the surrounding earth or water,and that is watertight,smooth,clean,and free of accumulations of hardened concrete. Drill the portion of the shall below the casing as close as possible to the specified shaft diameter The portion of shaft below the casing may be as much as 2 in.smaller than the specified shaft diameter. Use construction methods that result in a minimal amount of disturbed soil being trapped outside the casing.This does not apply to temporary undersized casings used to protect workers inside shafts or to drilled shafts designed for point bearing only r4 i Do not leave any casing in place unless authorized or shown on the plans.Do not extract casing until after placing the concrete to an appropriate level.Maintain sufficient concrete in the casing at all times to counteract soil and water pressure.Before and during concrete placement,rotate or move the casing up or down a few inches if necessary to facilitate extraction of the casing. D. Requirements for Slurry Displacement Method.Unless otherwise shown on the plans,the slurry displacement method may be used to construct drilled shafts.Use this method to support the sides of the excavation with processed mineral slurry that is then displaced by concrete to form a continuous concrete shaft. Do not use casing other than surface casing.Do not use surface casing longer than 20 ft.without approval.Do not extract the surface casing until after placing the concrete. For slurry mixed at the project site,pre-mix it in•a reservoir of sufficient capacity to fill the excavation and•for recovery of the slurry during concrete.placement.Do not mix slurry in the shaft excavation or other hole.Allow adequate time for hydration of the slurry prior to introduction into the excavation. During and after drilling maintain a head of slurry in the shaft excavation at or near ground level or higher as necessary to counteract ground water pressure. Just before placing reinforcing steel,use an air lift or proper size cleanout bucket to remove any material that may have fallen from the sides of the excavation or accumulated bn the bottom after the completion of drilling.Use a cleanout bucket if material is too large to be picked up with an air lift. If concrete placement is not started within 4 hours of the completion of the shaft excavation,reprocess the hole with the auger as directed.Then clean the bottom with an air lift or cleanout bucket,and check the slurry at the bottom of the hole for compliance with the slurry requirements of Article 4162, "Materials." If the slurry forms a gel before concrete placement,agitate the congealed slurry to liquefaction just before concrete placement and whenever directed. Recover and dispose of all slurry as approved by the Engineer,and in accordance with all federal, state,and local laws.Do not discharge slurry into or in close proximity to streams or other bodies of water E. Reinforcing Steel.Completely assemble the cage of reinforcing steel,and place it as a unit immediately before concrete placement.The cage consists of longitudinal bars and lateral reinforcement(spiral reinforcement,lateral tiesi or horizontal bands).If overhead obstacles prevent placement of the cage as a single unit,connect individual segments with couplers or by lapping steel as approved. If-the shaft is•lengthened beyond plan length,extend the reinforcing steel cage as follows,unless directed otherwise: • For shafts supporting structures other than bridges,extend the cage to the bottom. • For bridge shafts with plan lengths of less than 25 ft.,extend the cage to 25 ft.or to the bottom, whichever is shorter • For bridge shafts with plan lengths at least.25 ft.that are lengthened less than 33%of plan length, extending the cage js,not necessary • For bridge shafts with plan lengths at least 25 ft.that are lengthened more than 33%of plan length,extend the cage as directed. If the cage does not reach the bottom of the shaft,it may be suspended,or a portion of the longitudinal steel may be extended to support the cage on the bottom of the shaft.Bars used to extend or support the cage may be lap spliced or welded by a qualified welder.Place the extension at the bottom of the shaft. If using spiral reinforcement,tie it to the longitudinal bars at a spacing of at most 24 in.,or as required for a stable cage.Do not weld lateral reinforcement to longitudinal bars unless otherwise shown on the plans. Center the reinforcing steel cage in the excavation using approved centering devices.Use enough devices to hold the cage in position along its entire length.Do not use square concrete spacer blocks in cased shafts. Support or hold down the cage to control vertical displacement during concrete placement or extraction of the casing.Use support that is concentric with the cage to prevent racking and distortion of the steel. Check the elevation of the top of the steel cage before and after concrete placement or after casing extraction when casing is used.Downward movement of the steel up to 6 in.per 20 ft.of shaft length and upward movement of the steel up to 6 in.total are acceptable. Maintain the minimum length of steel required for lap with column steel.Use dowel bars if the proper lap length is provided both into the shaft and into the column.Locate and tie all dowel bars into the cage before placing concrete or insert dowel bars into fresh,workable concrete. Locate and tie anchor bolts when required prior to placement of concrete.Use templates or other devices to assure accurate placement of anchor bolts. F. Concrete.Perform all work in accordance With requirements of Item 420,"Concrete Structures."Mass concrete placement requirements do not apply to drilled shafts. Form portions of drilled shaft that project above natural ground. Remove loose material and accumulated seep water from the bottom of the excavation before placing concrete.If water cannot be removed,place concrete using underwater placement methods. Place concrete as soon as possible after all excavation is complete and reinforcing steel is placed. Provide workable concrete that does not require vibrating or rodding.Vibrate formed portions of drilled shafts. Place concrete continuously for the entire length of the shaft.For dry shafts of 24 in.or smaller diameter,limit free fall of concrete to 25 ft.Use a suitable tube or tremie to prevent segregation of materials.Use a tube or tremie in sections to provide proper discharge and to permit raising as the placement progresses.For dry shafts over 24 in.diameter,concrete can be allowed to free fall an unlimited distance if it does not strike the reinforcing cage or sides of the hole during placement.When free fall is used,provide a hopper with a minimum 3-ft.-long drop tube at the top of the shaft to direct concrete vertically down the center of the shaft.Do not use a shovel or other means to simply deflect the concrete discharge from the truck. For cased shafts,maintain a sufficient head of concrete at all times above the bottom of the casing to overcome hydrostatic pressure.Extract casing at a slow,uniform rate with the pull in line with the axis of the shaft.Monitor the concrete level in the casing during extraction.Stop the extraction and add concrete to the casing as required to ensure a completely full hole upon casing removal.The elapsed time from the mixing of the first concrete placed into the cased portion of the shaft until the completion of extraction of the casing must not exceed the time for which the concrete maintains a slump of over 4 in.in accordance with Article 416.2,"Materials."If the elapsed time is exceeded,modify the concrete mix,the construction procedures,or both for subsequent shafts. Cure the top surface and treat any construction joint area in accordance with Item 420,"Concrete Structures." G. Additional Requirements for Slurry Displacement or Underwater Concrete Placement Methods. Place concrete on the same day that the shaft is excavated and as soon as possible after all excavation is complete and reinforcing steel is placed.Use an air lift or cleanout bucket of the proper size to clean the bottom of the excavation prior to placing the reinforcing steel cage and concrete.Place concrete through a closed tremie or pump it to the bottom of the excavation.Initially seal the tremie or pump line to positively separate the concrete from the slurry or water Place concrete continuously from the beginning of placement until the shaft is completed.If using a tremie,keep it full of concrete and well submerged in the previously placed concrete at all times.Raise the tremie as necessary to maintain the free flow of concrete and the stability of any casing used.If using a pump,keep the discharge tube submerged in the previously placed concrete at all times.Place additional concrete to ensure the removal of any contaminated concrete at the top of the shaft.At the completion of the pour,allow the top portion of concrete to flush completely from the hole until there is no evidence of slurry or water contamination.Do not attempt to remove this concrete with shovels,pumps or other means.Level the top of shaft with hand tools as necessary Use a sump or other approved method to channel displaced fluid and concrete away from the shaft excavation.Recover slurry and dispose of it as approved.Do not discharge displaced fluids into or in 1 close proximity to streams or other bodies of water.For pours over water,provide a collar or other means of capturing slurry and the top portion of concrete flushed from the shaft. If concrete placement is interrupted due to withdrawal of the submerged end of the tremie or pump discharge tube before completion,remove the tube,reseal it at the bottom,penetrate with the tube into the concrete already placed by at least 5 ft.,and recharge it before continuing. The elapsed time from the mixing of the first concrete placed until the completion of concrete placement,including extraction of the casing,must not exceed the time for which the concrete maintains a slump of over 4 in.in accordance with Article 4162,"Materials."If the elapsed time is exceeded,modify the concrete mix,the construction procedures,or both for subsequent shafts. H. Test Load.If required,test load shafts in accordance with Item 405,"Foundation Test Load." 416.4.Measurement. A. Drilled Shaft.Drilled shaft foundations will he measured by the foot to the bottom of the shaft. 1. Interior Bents and Piers.Shafts will be measured from a point approximately 6 in.below the finished earthwork elevation at the center of each shaft,unless specific elevations or dimensions are indicated on the plans or unless the Engineer directs otherwise to meet unusual conditions.The bent height shown on the plans is for estimating purposes only and does not control the top-of shaft measurement. 2. Abutment Bents and Retaining Walls.Shafts will be measured from the bottom of footing or cap elevation. 3. Other Non-Bridge Structures.Shafts will be measured from the top of the shaft. B. Bell Footing.Bell footings will be measured by the cubic yard of concrete outside of the plan dimensions of the shaft.Bell footings are a plans quantity measurement item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement." Additional measurements or calculations will be made if adjustments of quantities are required. C. Core Hole.Core holes will be measured by each core hole drilled. 416.5.Payment.The unit prices bid for the various classifications of drilled shafts and bell footings will be full compensation for excavation;furnishing,placing,and removing casing;furnishing,processing,and recovering slurry;pumping;furnishing,and placing reinforcing steel;furnishing bad placing concrete, including additional concrete required to fill an oversize casing or oversize excavation;conducting slump loss tests;backfilling;disposing of cuttings and slurry;and materials,tools,equipment,labor,and incidentals. When the bottom of a drilled shaft is placed at an elevation below plan grade,no direct payment will be made for extra reinforcement placed to support the cage.The extra reinforcement will be considered subsidiary to the price bid per foot of shaft.No extra payment will be made for casings left in place. No payrnent will be made for"Bell Footing"or"Drilled Shaft"until the concrete has been placed. A. Drilled Shaft.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Drilled Shaft"or"Drilled Shaft(Non-reinforced)"or"Drilled Shaft(Sign Mounts)"or"Drilled Shaft(High Mast Pole)"of the specified diameter,subject to the limitations for overruns authorized by the Engineer given in Section 416.5A.1,"Overrun." 1. Overrun.Payment for individual completed shaft lengths up to and including 5 ft.in excess of the maximum plan length shaft,as defined in Section 416.5.A.2,"Maximum Plan Length Shaft,"will be made at the unit price bid per foot of the specified diameter. Payment for the portion of individual completed shaft length in excess of 5 ft.and up to and including 15 ft.more than the maximum plan length shaft,as defined in this Item,will be made at a unit price equal to 115%of the unit price bid per foot of the specified diameter Payment for that portion of individual completed shaft length in excess of 15 ft.more than the maximum plan length shaft,as defined in Section 416.5.A.2,will be made at a unit price equal to 125%of the unit price bid per foot of the specified diameter 2. Maximum Plan Length•Shaft.Payment described above is subject to the following provisions for extra depth drilling: • For bridge structures,the maximum plan length shaft is the maximum length shaft,regardless of diameter,for any drilled shaft on that specific bridge. • For retaining walls,the maximum plan length shaft is the maximum length shaft,regardless of diameter,for any drilled shaft on that specific retaining wall. • For overhead sign structures,the maximum plan length shaft is the maximum length shaft, regardless of diameter,for any overhead sign structures included in the contract. • For high mast illumination poles,the maximum plan length shaft is the maximum length shaft,regardless of diameter,for any high mast illumination pole included in the contract. B. Bell Footing.Bell footings constructed to specified dimensions will be paid for at the unit price bid per cubic yard for"Bell Footings."The quantity to be paid for will be the quantity shown on the plans, unless revised by the Engineer in accordance with"Measurement." C. Core Hole.Core holes will be paid at$125 each: 1 ITEM 420 CONCRETE STRUCTURES 420.1.Description.Construct concrete structures. 420.2.Materials. A. Concrete.Provide concrete conforming to Item 421,"Hydraulic Cement Concrete."For each type of structure or unit,provide the class of concrete shown on the plans or in pertinent governing specifications. B. Grout or Mortar.Provide grout or mortar conforming to Section 421.2.F,"Mortar and Grout." C. Latex.Provide an acrylic-polymer latex admixture(acrylic resin emulsion per DMS-4640,"Chemical Admixtures for Concrete")suitable for producing polymer-modified concrete or mortar Do not allow latex to freeze. D. Reinforcing Steel.Provide reinforcing steel conforming to Item 440,"Reinforcing Steel." E. Expansion.Joint Material.Providematerials that conform to the requirements of DMS-6310,"Joint Sealants and Fillers". • Provide preformed fiber expansion joint material that conforms to the dimensions shown on the plans.Provide preformed bituminous fiber material unless otherwise specified. • Provide a Class 4,5,or 7 low-modulus silicone sealant unless otherwise directed. • Provide asphalt board that conforms to dimensions shown on the plans. • Provide re-bonded neoprene filler that conforms to the dimensions shown on the plans. F. Waterstop.Provide rubber or polyvinyl chloride(PVC)waterstops that conform to DMS-6160, "Waterstops,Nylon Reinforced Neoprene Sheet,and Elastomeric Pads,"unless otherwise shown on the plans. j G. Evaporation Retardants.Provide evaporation retardants that conform to the requirements of 'DMS-4650,"Hydraulic Cement Concrete Curing Materials and Evaporation Retardants." H. Curing Materials.Provide membrane curing compounds that conform to the requirements of DMS-4650,"Hydraulic Cement Concrete Curing Materials and Evaporation Retardants." Provide cotton mats that consist of a filling material of cotton"bat"or"bats"(at least 12 oz.per square yard)completely covered with unsized cloth(at least 6 oz.per square yard)stitched longitudinally with continuous parallel rows of stitching spaced at less than 4 in.,or tuft both longitudinally and transversely at intervals less than 3 in.Provide cotton mats that are free from tears and in good general condition.Provide a flap at least 6 in.wide consisting of 2 thicknesses of the covering and extending along 1 side of the mat. Provide polyethylene sheeting that is at least 4 mils thick and free from visible defects.Provide only clear or opaque white sheeting when the ambient temperature during curing exceeds 60°F or when applicable to control temperature during mass pours. Provide burlap-polyethylene mats made from burlap impregnated on 1 side with a film of opaque white pigmented polyethylene,free from visible defects.Provide laminated mats that have at least 1 layer of an impervious material such as polyethylene,vinyl plastic,or other acceptable material(either as a solid sheet or impregnated into another fabric)and are free of visible defects. I. Epoxy.Unless otherwise specified,provide epoxy materials that conform to DMS-6100,"Epoxy and Adhesives." 4203.Equipment. A. Fogging Equipment.Use fogging equipment that can apply water in a fine mist,not a spray Produce the fog using equipment that pumps water or water and air under high pressure through a suitable atomizing nozzle.Use hand-held mechanical equipment portable enough to use in the direction of any prevailing wind and adaptable for intermittent use to prevent excessive wetting of the concrete. B. Transporting and Placing Equipment.Use appropriate transporting and placing equipment such as buckets,chutes,buggies,belt conveyors,pumps,or other equipment as.necessary Do not transport or convey concrete through equipment made of aluminum.Use carts with pneumatic tires for carting or wheeling concrete over newly placed slabs. Use tremies to control the fall of concrete or for underwater placement.Use tremies that are watertight and of large enough diameter to allow the placement of the concrete but less than 14 in.in diameter For underwater placements,construct the tremie so that the bottom can be sealed and opened once the tremie has been fully charged with concrete. Use pumps s with lines at least 5 in.I.D.where Grade 2 or smaller coarse aggregate is used,and at least 8 in.I.D.for Grade 1 coarse aggregate. C. Vibrators.Use immersion-type vibrators for consolidation of concrete.Provide at least 1 standby vibrator for emergency use. D. Screeds and Work Bridges for Bridge Slabs.For bridge slabs use a self-propelled transverse screed or a mechanical longitudinal screed.Use transverse screeds that are able to follow the skew of the bridge for skews greater than 15°unless otherwise approved.Equip transverse screeds with a pan float. Manually operated screeding equipment may be used if approved for top slabs of culverts,small placements,or unusual conditions.Use screeds that are rigid and heavy enough to hold true to shape and have sufficient adjustments to provide for the required camber or section.Equip the screeds, except those of the roller drum type,with metal•cutting edges. For bridge slabs,use sufficient work bridges for finishing operations..Mount a carpet drag to a work bridge or a moveable support system that can vary the area of carpet in contact with the concrete.Use carpet pieces long enough to cover the entire width of the placement.Splice or overlap the carpet as necessary Ensure that enough carpet is in contact longitudinally with the concrete being placed to provide the desired surface finish.Use artificial grass-type carpeting having a molded polyethylene pile face with a blade length between 5/8 and 1 in.and with a minimum weight of 70 oz.per square yard.Ensure that the carpet has a strong,durable backing not subject to rot and that the facing is adequately bonded to the backing to withstand the intended use.A burlap drag,attached to the pan float on a transverse screed,may be used instead of the carpet drag. E. Temperature Recording Equipment.For mass concrete operations or as otherwise specified,use strip chart temperature recording devices,recording maturity meters in accordance with Tex-426-A,or other approved devices that are accurate to within±2°F within the range of 32 to 212°F F. Artificial Heating Equipment.Use artificial heating equipment as necessary for maintaining the concrete temperatures as specified in Section 420.4.G.11,"Placing Concrete in Cold Weather." G. Sawing Equipment.Use sawing equipment capable of cutting grooves in completed bridge slabs and top slabs of direct-traffic culverts.Provide grooves that are 1/8 to 3/16 in.deep and nominally 1/8 in. wide.Groove spacing may range from 5/8 to 1 in.Use sawing equipment capable of cutting grooves in hardened concrete to within 18 in.of the barrier rail or curb. H. Spraying Equipment.Use mechanically powered pressure sprayers,either air or airless,with appropriate atomizing nozzles for the application of membrane curing.Mechanically driven spraying equipment,adaptable to the rail system used by the screeds,may be used for applying membrane curing to bridge slabs.If approved,use hand-pressurized spray equipment equipped with 2 or 3 fan- spray nozzles.Ensure that the spray from each nozzle overlaps the spray from adjacent nozzles by approximately 50%. I. Concrete Testing Equipment.Provide testing equipment for use by the Engineer in accordance with Section 421.3.C,"Testing Equipment." 420.4.Construction.Before starting work,obtain approval for proposed construction methods.Approval of construction methods and equipment does not relieve the Contractor's responsibility for safety or correctness of methods,adequacy of equipment,or completion of work in full accordance with the Contract. Unless otherwise shown on the plans,it is the Contractor's option to perform testing on structural concrete (structural classes of concrete are identified in Table 5 of Section 421.4.A,"Classification and Mix Design")to determine the in-situ strength to address the schedule restrictions in Section 420.4A,"Schedule Restrictions."The Engineer may require the Contractor to perform this testing for concrete placed in cold weather For Contractor-performed testing,make enough test specimens to ensure that strength requirements are met for the operations listed in Section 420.4.A.Make at least 1 set of test specimens for each element cast each day Cure these specimens under the same conditions as the portion of the structure involved for all stages of construction.Ensure safe handling,curing,and storage of all test specimens. Provide testing personnel,and sample and test the hardened concrete in accordance with Section 421 4.G, "Sampling and Testing of Concrete."The maturity method,Tex-426-A,may be used for in-situ strength determination for schedule restrictions if approved.Coring will not be allowed for in-situ strength determination for schedule restrictions.Provide the Engineer the opportunity to witness,all testing operations.Report all test results to the Engineer. If the Contractor does not wish to perform schedule restriction testing,the Engineer's 7-day lab-cured tests, performed in accordance with Section 421.4.G.5,"Adequacy and Acceptance of Concrete,"will be used for schedule restriction determinations.The Engineer may require additional time for strength gain to account for field curing conditions such as cold weather A. Schedule Restrictions.Unless otherwise shown on the plans,construct and open completed structures to traffic with the following limitations: 1. Setting Forms.Attain at least 2,500 psi compressive strength before erecting forms on concrete footings supported by piling or drilled shafts,or on individual drilled shafts.Erect forms on spread footings and culvert footings after the footing concrete has aged at least 2 curing days as defined in Section 420.4.J,"Curing Concrete."Place concrete only after the forms and reinforcing steel have been inspected by the Engineer. Support tie beam or cap forms by falsework on previously placed tie beams Only if the tie beam concrete has attained a compressive strength of 2,500 psi and the member is properly supported to eliminate stresses not provided for in the design.Maintain curing as required until completion of the curing period. Place superstructure forms or falsework on the substructure only if the substructure concrete has attained a compressive strength of 3,000 psi. 2. Removal of Forms and Falsework.Keep in place weight-supporting forms and falsework for bridge components and,culvert slabs until the concrete has attained a compressive strength of 2,500 psi in accordance with Section 420.4.K,"Removal of Forms and Falsework."Keep all forms for mass placements defined in Section 420.4.G.14,"Mass Placements,"in place for 4 days following concrete placement. 3. Placement of Superstructure Members.Do not place superstructure members before the substructure concrete has attained a compressive strength of 3,000 psi. 4. Longitudinal Screeding of Bridge Slabs.Place a longitudinal screed directly on previously placed concrete slabs to check and grade an adjacent slab only after the previously placed slab has aged at least 24 hr.Place and screed the concrete after the previously placed slabs have aged at least 48 hr.Maintain curing of the previously placed slabs during placement. 5. Staged Placement of Bridge Slabs on Continuous Steel Units.When staged placement of a slab is required,ensure that the previously placed concrete attains a compressive strength of 3,000 psi before placing the next stage placement.Multiple stages may be placed in a single day if approved. 6. Storage of Materials on the Structure.Obtain approval to store materials on completed portions of a structure once a compressive strength of 3,000 psi has been attained.Maintain proper curing if materials will be stored on structures before completion of curing. 7 Placement of Equipment and Machinery.Do not place erection equipment or machinery on the structure until the concrete has attained the design strength specified in Section 421.4.A, "Classification and Mix Design,"unless otherwise approved. 8. Carting of Concrete.Once the concrete has attained a compressive strength of 3,000 psi,it may be carted,wheeled,or pumped over completed slabs.Maintain curing during these operations. 9. Placing Bridge Rails.Reinforcing steel and concrete for bridge rail's may be placed on bridge slabs once the slab concrete has attained a compressive strength of 3,000 psi.If slipforming methods are used for railing concrete,ensure the slab concrete has attained its design strength specified in Section 421.4.A,"Classification and Mix Design,"before placing railing concrete. 10. Opening to Construction Traffic.Bridges and direct-traffic culverts may be opened to all construction traffic when the design strength specified in Section 4214.A,"Classification and Max Design,"has been,attained if curing is maintained. 11. Opening to Full Traffic.Bridges and direct-traffic culverts may be opened to the traveling public when the design strength specified in Section 421 4.A,"Classification and Mix Design,"has been attained for all structural,elements including railing subject to impact from traffic,when curing has been completed for all slabs,and when the concrete surface treatment has been applied in accordance with Item 428,"Concrete Surface Treatment."Obtain approval before opening bridges and direct-traffic culverts to the traveling public.Other noncritical structural and nonstructural concrete may be opened for service upon the completion of curing unless otherwise specified or directed. 12. Post-Tensioned Construction.For structural elements designed to be post-tensioned ensure that strength requirements on the plans are met for stressing and staged loading of structural elements. 13. Backfilling,Backfrll'in accordance with Section 400.3.C,"Backfill." B. Plans for Falsework and Forms.Submit 2 copies of plans for falsework and forms for piers, superstructure spans over 20 ft.long,bracing systems for girders when the overhang exceeds 3 ft.6 in., and bridge widening details.Submit similar plans for other units of the structure as directed.Show all essential details of proposed forms,falsework,and bracing.Have a licensed professional engineer • design,seal,and sign these plans.Department approval is not required,but the Department reserves the right to request modifications to the plans.The Contractor is responsible for the adequacy of these plans. C. Falsework.Design and construct falsework to carry the maximum anticipated loads safely,including wind loads,and to provide the necessary rigidity Submit details in accordance with Section 420.4.B, "Plans for Falsework and Forms." Design job-fabricated falsework assuming a weight of 150 pcf for concrete,and include a liveload allowance of 50 psf of horizontal surface of the form.Do not exceed 125%of the allowable stresses used by the Department for the design of structures. For commercially produced structural units used in falsework,do not exceed the manufacturer's maximum allowable working loads for moment and shear or end reaction.Include a liveload allowance of 35 psf of horizontal form surface in determining the maximum allowable working load for commercially produced structural units. Provide timber that is sound,in good condition,and free from defects that would impair its strength. Provide timber that meets or exceeds the species,size,and grade requirements in`the submitted falsework plans. Provide wedges made of hardwood or metal in pairs to adjust falsework to desired elevations to ensure even bearing.Do not use wedges to compensate for incorrectly cut bearing surfaces. Use sills or grillages that are large enough to support the superimposed load without settlement.Take precautions to prevent settling of the supporting material unless the sills or grillages are founded on solid rock,shale,or other hard materials. Place falsework that cannot be founded on a satisfactory spread footing on piling or drilled shafts with enough bearing capacity to support the superimposed load without settlement.Drive falsework piling to the required resistance determined by the applicable formula in Item 404,"Driving Piling."Design drilled shafts for falsework to carry the superimposed load using both skin friction and point bearing. Weld in conformance with Item 448,"Structural Field Welding."Securely brace each falsework bent to provide the stiffness required,and securely fasten the bracing to each pile or column it crosses. Remove falsework when it is no longer required or as indicated on the submitted falsework plan.Pull or cut off foundations for falsework at least 2 ft.below finished ground level.Completely remove 4111 falsework,piling,or drilled shafts in a stream;lake,or bay to the approved limits to prevent obstruction to the waterway D. Forms.Submit formwork plans in accordance with Section 420.4.B,"Plans for Falsework and Forms." 1. General.Except where otherwise specified or permitted,provide forms of either timber or metal. Design forms for the pressure exerted by a liquid weighing 150 pcf.Take the rate of concrete placement into consideration in determining the depth of the equivalent liquid.Include a liveload allowance of 50 psf of horizontal surface for job-fabricated forms.Do not exceed 125%of the allowable stresses used by the Department for the design of structures. For commercially produced structural units used for forms,do not exceed the manufacturer's maximum allowable working loads for moment and shear or end reaction.Include a liveload allowance of 35 psf of horizontal form surface in determining the maximum allowable working load for commercially produced structural units. Provide steel forms for round columns unless otherwise approved.Refer to Item 427,"Surface Finishes for Concrete;"for additional requirements for off-the-form finishes. Provide commercial form liners for imprinting a pattern or texture on the concrete surface as shown on the plans and specified in Section 427 4.B.2.d,"Form Liner Finish." Provide forming systems that are practically mortar-tight,rigidly braced,and strong enough to prevent bulging between supports,and maintain them to the proper line and grade during concrete placement.Maintain forms in a manner that prevents warping and shrinkage.Do not allow offsets at form joints to exceed 1/16 in. For forms to be left in place,use only material that is inert,nonbiodegradable,and nonabsorptive. Attachrrient of forms or screed supports for bridge slabs to steel I-beams or girders may be by welding subject to the following requirements: • Do not weld to tension flanges or to areas indicated on the plans. • Weld in accordance with Item 448,"Structural Field Welding." Take into account: i deflections due to cast-in-place slab concrete and railing shown in the dead load deflection diagram in the setting of slab forms, • ' differential beam or girder deflections due to skew angles and the use of certain stay-in-place slab forming systems,and • deflection of the forming system due to the wet concrete. For bridge approach slabs,securely stake forms to line and grade and'maintain in position.Rigidly attach inside forms for curbs to the outside forms. Construct all forms to permit their removal without marring or damaging the concrete.Clean all forms and footing areas of any extraneous matter before placing concrete.Provide openings in forms if needed for the removal of laitance or foreign matter Treat the facing of all forms with bond-breaking coating of composition that will not discolor or injuriously affect the concrete surface.Take care to prevent coating of the reinforcing steel. Complete all preparatory work before requesting permission to place concrete. If the forms show signs of bulging or sagging at any stage of the placement,cease placement and remove the portion of the concrete causing this condition immediately if necessary Reset the forms and securely brace them against further movement before continuing the placement. 2. Timber Forms.Provide properly seasoned good-quality lumber that is free from imperfections. that would affect its strength or impair the finished surface of the concrete.Provide timber or lumber that meets or exceeds the requirements for species and grade in the submitted formwork plans. Maintain forms or form lumber that will be reused so that it stays clean and in good condition.Do not use any lumber that is split,warped,bulged,or marred or that has defects that will produce inferior work,and promptly remove such lumber from the work. Provide form lining for all formed surfaces except: • the inside of culvert barrels,inlets,manholes,and box girders; • the bottom of bridge slabs between beams or girders; • surfaces that are subsequently covered by backfill material or are completely enclosed;and • any surface formed by a single finished board or by plywood. Provide form lining of an approved type such as masonite or plywood.Do not provide thin membrane sheeting such as polyethylene sheets for form lining. Use plywood at least 3/4 in.thick.Place the grain of the face plies on plywood forms parallel to the span between the supporting studs or joists unless otherwise indicated on the submitted form drawings. Use plywood for forming surfaces that remain exposed that meets the requirements for B-B Plyform Class I or Class II Exterior of the U.S.Department of Commerce Voluntary Product Standard PS 1 Space studs and joists so that the facing form material remains in true alignment under the imposed loads. Space wales closely enough to hold forms securely to the designated lines,scabbed at least 4 ft.on each side of joints to provide continuity Place a row of wales near the bottom of each placement. Place facing material with parallel and square joints,securely fastened to supporting studs. For surfaces exposed to view and receiving only an ordinary surface finish as defined in Section 420.4.M,"Ordinary Surface Finish,"place forms with the form panels symmetrical(long dimensions set in the same direction).Make horizontal joints continuous. Make molding for chamfer strips or other uses of materials of a grade that will not split when nailed and that can be maintained to a true line without warping.Dress wood molding on all faces. Unless otherwise shown on the plans,fill forms at all sharp corners and edges with triangular chamfer strips measuring 3/4 in.on the sides. To hold forms in place,use metal form ties of an approved type or a satisfactory substitute•of a type that permits ease of removal of the metal.Cut back wire ties at least 1/2 in.from the face of the concrete. Use devices to hold metal ties in place that are able to develop the strength of the tie and adjust to allow for proper alignment. Entirely remove metal and wooden spreaders that separate the forms as the concrete is being placed. Provide adequate clean-out openings for narrow walls and other locations where access to the bottom of the forms is not readily attainable. 3. Metal Forms.Requirements for timber forms regarding design,mortar-tightness,filleted corners, beveled projections,bracing,alignment,removal,reuse,and wetting also apply to metal forms except that metal forms do not require lining unless specifically noted on the plans. Use form metal thick enough to maintain the true shape without warping or bulging.Countersink all bolt and rivet heads on the facing sides.Design clamps,pins,or other connecting devices to hold the forms rigidly together and to allow removal without damage to the concrete.Use metal forms that present a smooth surface and that line up properly Keep metal free from rust,grease, and other foreign materials. 4. Form Supports for Overhang Slabs.Form supports that transmit a horizontal force to a steel girder or beam or to a prestressed concrete beam are permitted provided a satisfactory structural analysis has been made of the effect on the girder or beam as indicated in the submitted formwork plans. When overhang brackets are used on prestressed concrete beam spans with slab overhangs not exceeding 3 ft 6 in.,use beam bracing as indicated in the plans.For spans with overhangs exceeding this amount,use additional support for the outside beams regardless of the type of beam used.Submit details of the proposed bracing system in accordance with Section 420.4.B,"Plans for Falsework and Forms." Punch or drill holes full size in the webs of steel members for support of overhang brackets,or torch-cut them to 1/4 in.under size and ream them full size.Do not burn the holes full size.Leave the holes open unless otherwise shown on the plans.Never fill the holes by welding. E. Drains.Install and construct weep holes and roadway drains as shown on the plans. F. Placing Reinforcement.Place reinforcement as provided in Item 440,"Reinforcing Steel."Do not weld reinforcing steel supports to I-beams or girders or to reinforcing steel except where shown on the plans. Place post-tensioning ducts in accordance with the approved prestressing details and in accordance with Item 426,"Prestressing."Keep ducts free of obstructions until all post-tensioning operations are complete. G. Placing Concrete.Give the Engineer sufficient advance notice before placing concrete in any unit of the structure to permit the inspection of forms,reinforcing steel placement,and other preparations. Follow the sequence of placing concrete shown on the plans or specified. Do not place concrete when impending weather conditions would impair the quality of the finished work.If conditions of wind,humidity,and temperature are such that concrete cannot be placed without the potential for shrinkage cracking,place concrete in early morning or at night or adjust the placement schedule for more favorable weather.Consult the evaporation rate nomograph in the Portland Cement Association's Design and Control of Concrete Mixtures for shrinkage cracking potential.When mixing,placing,and finishing concrete in non-daylight hours,adequately illuminate the entire placement site as approved. If changes in weather conditions require protective measures after work starts,furnish adequate shelter to protect the concrete against damage from rainfall or from freezing temperatures as outlined in this Item.Continue operations during rainfall only if approved.Use protective coverings for the material stockpiles.Cover aggregate stockpiles only to the extent necessary to control the moisture conditions in the aggregates. Allow at least 1 curing day after the concrete has achieved initial set before placing strain on projecting reinforcement to prevent damage to the concrete. 1. Placing Temperature.Place concrete according to the following temperature limits for the classes of concrete defimed in Section 421.4.A,"Classification and Mix Design"- • Place Class C,F,H,K,or SS concrete only when its temperature at time of placement is between 50 and 95°F Increase the minimum placement temperature to 60°F if ground- granulated blast furnace(GGBF)slag is used in the concrete. • When used in a bridge slab or in the top slab of a direct-traffic culvert,place Class CO,DC, or S concrete only when its temperature at the time of placement is between 50 and 85°F Increase the minimum placement temperature to 60°F if GGBF slag is used in the concrete. The maximum temperature increases to 95°F if these classes are used for other applications. • Place Class A,B,and D concrete only when its temperature at the time of placement is greater than 50°F • Place mass concrete,defined by Section 420.4.G.14,"Mass Placements,"only when its temperature at the time of placement is between 50 and 75°F 2. Transporting Time.Place concrete delivered in agitating trucks within 60 min.after batching. Place concrete delivered in non-agitating equipment within 45 min.after batching.Revise the concrete mix design as necessary for hot weather or other conditions that contribute to quick setting of the concrete.Submit for approval a plan to demonstrate that these time limitations can be extended while ensuring the concrete can be properly placed,consolidated,and finished without the use of additional water 3. Workability of Concrete.Place concrete with a slump as specified in Section 421 4.A.5, "Slump."Concrete that exceeds the maximum slump will be rejected.Water may be added to the concrete before discharging any concrete from the truck to adjust for low slump provided that the maximum mix design water—cement ratio,is not exceeded.After introduction of any additional water or chemical admixtures,mix concrete in accordance with Section 421.4.E,"Mixing and Delivering Concrete."Do not add water or chemical admixtures after any concrete has been discharged. 4. Transporting Concrete.Use a method and equipment capable of maintaining the rate of placement shown on the plans or required by this Item to transport concrete to the forms. Transport concrete by buckets,chutes,buggies,belt conveyors,pumps,or other methods. Protect concrete transported by conveyors from sun and wind to prevent loss of slump and workability Shade or wrap with wet burlap pipes through which concrete is pumped as necessary to prevent loss of slump and workability Arrange and use chutes,troughs,conveyors,or pipes so that the concrete ingredients will not be separated.When necessary to prevent segregation,terminate such equipment in vertical downspouts.Extend open troughs and chutes,if necessary,down inside the forms or through holes left in the forms. Keep all transporting equipment clean and free from hardened concrete coatings.Discharge water used for cleaning clear of the concrete. 5. Preparation of Surfaces.Thoroughly wet all forms,prestressed concrete panels,T-beams,and concrete box beams on which concrete is to be placed before placing concrete on them.Remove any remaining puddles of excess water before placing concrete.Provide surfaces that are in a moist,saturated surface-dry condition when concrete is placed on them. Ensure that the subgrade or foundation is moist before placing concrete for bridge approach slabs or other concrete placed on grade.Lightly sprinkle the subgrade if dry 6. Expansion Joints.Construct joints and devices to provide for expansion and contraction in accordance with plan details and the requirements of this Section and Item 454,"Bridge Expansion Joints." Prevent bridging of concrete or mortar around expansion joint material in bearings and expansion joints. Use forms adaptable to loosening or early removal in construction of all open joints and joints to be filled with expansion joint material.To avoid expansion or contraction damage to the adjacent concrete,loosen these forms as soon as possible after final concrete set to permit free movement of the span without requiring full form removal. When the plans show a Type A joint,provide preformed fiber joint material in the vertical joints of the roadway slab,curb,median,or sidewalk,and fill the top 1 in.with the specified joint sealing material unless noted otherwise.Install the sealer in accordance with Item 438,"Cleaning and Sealing Joints and Cracks(Rigid Pavement and Bridge Decks),'and the manufacturer's recommendations. Use light wire or nails to anchor any preformed fiber joint material to the concrete on 1 side of the joint. Ensure that finished joints conform to the plan details with the concrete sections completely separated by the specified opening or joint material. Remove all concrete within the joint opening soon after form removal and again where necessary after surface finishing to ensure full effectiveness of the expansion joint. 7. Construction Joints.A construction joint is the joint formed by placing plastic concrete in direct contact with concrete that has attained its initial set.Monolithic placement means that the manner and sequence of concrete placing does not create a construction joint. Make construction joints of the type and at the locations shown on the plans.Do not make joints in bridge slabs not shown on the plans unless approved.Additional joints in other members are not permitted without approval.Place authorized additional joints using details equivalent to those shown on the plans for joints in similar locations. Unless otherwise required,make construction joints square and normal to the forms.Use bulkheads in the forms for all vertical joints. Thoroughly roughen the top surface of a concrete placement terminating at a horizontal construction joint as soon as practical after initial set is attained. Thoroughly clean the hardened concrete surface of all loose material,laitance,dirt,and foreign matter,and saturate it with water Remove all free water and moisten the surface before concrete or bonding grout is placed against it. Draw forms tight against the existing concrete to avoid mortar loss and offsets at joints. Coat the joint surface with bonding mortar,grout,epoxy,or other material as indicated in the plans or other Items.Provide Type V epoxy per DMS-6100,"Epoxies and Adhesives,"for bonding fresh concrete to hardened concrete.Place the bonding epoxy on a clean,dry surface,and place the fresh concrete while the epoxy is still tacky Place bonding mortar or grout on a surface that is saturated surface-dry,and place the concrete before the bonding mortar or grout dries.Place other bonding agents in accordance with the manufacturer's recommendations. S. Handling and Placing.Minimize segregation of the concrete and displacement of the reinforcement when handling and placing concrete.Produce a uniform dense compact mass. Do not allow concrete to free-fall more than 5 ft.except in the case of drilled shafts,thin walls such as in culverts,or as allowed by other Items.Remove any hardened concrete splatter ahead of the plastic concrete. Fill each part of the forms by depositing concrete as near its final position as possible.Do not deposit large quantities at 1 point and run or work the concrete along the forms. Deposit concrete in the forms in layers of suitable depth but not more than 36 in.deep unless otherwise permitted. Avoid cold joints in a monolithic placement.Sequence successive layers or adjacent portions of concrete so that they can be vibrated into a homogeneous mass with the previously placed concrete before it sets.When re-vibration of the concrete is shown on the plans,allow at most 1 hr.to elapse between adjacent or successive placements of concrete except as otherwise allowed byy an approved placing procedure.This time limit may be extended by 1/2 hr if the concrete contains at least a normal dosage of retarding admixture. Use an approved retarding agent to control stress cracks and cold joints in placements where differential settlement.and setting time may induce cracking. 9. Consolidation.Carefully consolidate concrete and flush mortar to the form surfaces with immersion type vibrators.Do not use vibrators that operate by attachment to forms or reinforcement except where approved on steel forms. Vibrate the concrete immediately after deposit.Systematically space points of vibration to ensure complete consolidation and thorough working of the concrete around the reinforcement,embedded fixtures,and into the corners and angles of the forms.Insert the vibrator vertically where possible except for slabs where it may be inserted in a sloping or horizontal position.Vibrate the entire depth of each lift,allowing the vibrator to penetrate several inches into the preceding lift.Do not use the vibrator to move the concrete to other locations in the forms.Do not drag the vibrator through the concrete.Thoroughly consolidate concrete along construction joints by operating the vibrator along and close-to but not against the joint surface.Continue the vibration until the concrete surrounding reinforcements and fixtures is completely consolidated.Hand-spade or rod the concrete if necessary to ensure flushing of mortar to the surface of all forms. 10. Installation of Dowels and Anchor Bolts.Install dowels and anchor bolts by casting them in- place or by grouting with grout,epoxy,or epoxy mortar unless noted otherwise.Form or drill holes for grouting. Drill holes for anchor bolts to accommodate the bolt embedment required by the plans.Make holes for dowels at least 12 in.deep unless otherwise shown on the plans.When using grout or epoxy mortar,make the diameter of the hole at least twice the dowel or bolt diameter,but the hole I need not exceed the dowel or bolt diameter plus 1-1/2 in.When using epoxy,make the hole diameter 1/16 to 1/4 in.greater than the dowel or bolt diameter "' Thoroughly clean holes of all loose material,oil,grease,or other bond-breaking substance,and blow them clean with filtered compressed air Ensure that holes are in a surface dry condition when epoxy type material is used and in a surface moist condition when hydraulic cement grout is used.Develop and demonstrate for approval a procedure for cleaning and preparing the holes for installation of the dowels and anchor bolts.Completely fill the void between the hole and dowel or bolt with grouting material:Follow exactly the requirements for cleaning outlined in the product specifications for prepackaged systems. For cast-in-place or grouted systems,provide hydraulic cement,grout in accordance with Section 421.2.F,"Mortar and Grout,"epoxy,epoxy mortar,or other prepackaged grouts es approved.Provide a Type III epoxy per DMS-6100,"Epoxies and Adhesives,"when neat epoxy is used for anchor bolts or dowels.Provide Type VIII epoxy per DMS.6100 when an epoxy grout is used.Provide grout,epoxy,or epoxy mortar as the binding agent unless otherwise indicated on the plans. Provide other anchor systems as required in the plans. 11. Placing Concrete in Cold Weather.Protect concrete placed under weather conditions where weather may adversely affect results.Permission given by the Engineer for placing during cold weather does not relieve the Contractor of responsibility for producing concrete equal in quality to that placed under normal conditions.If concrete placed under poor conditions is unsatisfactory, remove and replace it as directed at Contractor's expense. Do not place concrete in contact with any material coated with frost or having a temperature of 32°F or lower.Do not place concrete when the ambient temperature in the shade is below 40°F and falling unless approved.Concrete may be placed when the ambient temperature in the shade is 35°F and rising or above 40°F Provide and install recording thermometers,maturity meters,or other suitable temperature measuring devices to verify that all concrete is effectively protected as follows: • Maintain the temperature of the top surface of bridge slabs and top slabs of direct-traffic culverts at 50°F or above for 72 hr from the time of placement and above 40°F for an additional 72 hr • Maintain the temperature at all surfaces of concrete in bents,piers,culvert walls,retaining walls,parapets,wingwalls,bottoms of bridge slab or culvert top slabs,and other similar formed concrete at 40°F or above for 72 hr.from the time of placement. • Maintain the temperature of all other concrete,including the bottom slabs(footings)of culverts,placed on or in the ground above 32°F for 72 hr from the time of placement. Use additional covering,insulated forms,or other means and,if necessary,supplement the covering with artificial heating.Avoid applying heat directly to concrete surfaces.Cure as specified in Section 420.4.J,"Curing Concrete,"during this period until all requirements for curing have been satisfied. When impending weather conditions indicate the possible need for temperature protection,have on hand all necessary heating and covering material,ready for use,before permission is granted to begin placement. 12. Placing Concrete in Hot Weather.Use an approved retarding agent in all concrete for superstructures and top slabs•of direct-traffic culverts,except concrete containing GGBF slag, when the temperature of the air is above 85°F unless otherwise directed. Keep the concrete at or below the maximum temperature at time of placement as specified in Section 420.4.G.1,"Placing Temperature."Sprinkle and shade aggregate stockpiles or use ice, liquid nitrogen systems,or other approved methods as necessary to control the concrete temperature. 13. Placing Concrete in Water Deposit concrete in water only when shown on the plans or with approval.Make forms or cofferdams tight enough to prevent any water current passing through the I space in•which the concrete is being deposited.Do not pump water during the concrete placing or until the concrete has set for at least 36 hr. Place the concrete with a tremie or pump,or use another approved method,and do not allow it to fall freely through the water or disturb it after it is placed.Keep the concrete surface approximately level during placement. Support the tremie or operate the pump so that it can be easily moved horizontally to cover all the work area and vertically to control the concrete flow Submerge the lower end of the tremie or pump hose in the concrete at all times.Use continuous placing operations until the work is complete. For concrete to be placed under water,design the concrete mix in accordance with Item 421, "Hydraulic Cement Concrete,"with a minimum cement content of 65016.per cubic yard.Include anranti-washout admixture in the mix design as necessary to produce a satisfactory finished product. 14. Mass Placements.Mass placements are defined as placements with a least dimension greater than or equal to 5 ft.,or designated on the plans.For monolithic mass placements,develop and obtain approval for a plan to ensure the following during the heat dissipation period: • the temperature differential between the central core of the placement and the exposed concrete surface does not exceed 35°F and • the temperature at the central core of the placement does not exceed 160°F Base this plan on the equations given in the Portland Cement Association's Design and Control of Concrete Mixtures.Cease all mass placement operations and revise the plan as necessary if either of the above limitations is exceeded. Include a combination of the following elements in this plan: • selection of concrete ingredients including aggregates,gradation,and cement types,to minimize heat of hydration; • use of ice or other concrete cooling ingredients; • use of liquid nitrogen dosing systems; • controlling rate or time of concrete placement; • use of insulation or supplemental external heat to control heat loss; • use of supplementary cementing materials;or • use of a cooling system to control the core temperature. Furnish and install 2 sets of temperature recording devices,maturity meters,or other approved equivalent devices at designated locations.Use these devices to simultaneously measure the temperature of the concrete at the core and the surface.Maintain temperature control methods for 4 days unless otherwise approved..Maturity meters may not be used to predict.strength of mass concrete. 15. Placing Concrete in Foundation and Substructure.Do not place concrete in footings until the depth and character of the foundation has been inspected and permission has been given to proceed. Placing of concrete footings upon seal concrete is permitted after the cofferdams are free from water and the seal concrete cleaned.Perform any necessary pumping or bailing during the concreting from a suitable sump located outside the forms. Construct or adjust all temporary wales or braces inside cofferdams as the work proceeds to prevent unauthorized construction joints. When footings can be placed in a dry excavation without the use of cofferdams,omit forms if approved,and fill the entire excavation with concrete to the elevation of the top of footing. Place concrete in columns monolithically between construction joints unless otherwise directed. Columns and caps or tie beams supported on them may be placed in the same operation or separately If placed in the same operation,allow for settlement and shrinkage of the column concrete by placing it to the lower level of the cap or tie beam,and delay placement between 1 and 2 hr.before proceeding with the cap or tie beam placement. 16. Placing Concrete in Box Culverts.Where the top slab and walls are placed monolithically in culverts more than 4 ft.in clear height,allow between 1 and 2 hr to elapse before placing the top slab to allow for settlement and shrinkage in the wall concrete. Accurately finish the footing slab at the proper time to provide.a smooth uniform surface.Finish top slabs that carry direct-traffic as specified in this Item.Give top slabs of fill type culverts a float finish. 17. Placing Concrete in Superstructure.Unless otherwise shown on the plans,place simple span bridge slabs without transverse construction joints by using either a self-propelled'transverse finishing machine or a mechanical longitudinal screed.For small placements or for unusual conditions such as narrow widening,variable cross-slopes,or transitions,use of manually operated screeding equipment may be,permitted.Support the screed adequately on a header or rail system stable enough to withstand the longitudinal or lateral thrust of the equipment.Adjust the profile grade line as necessary to account for variations in beam camber and'other factors to obtain the required slab thickness and concrete cover over the slab reinforcement.Set beams and verify their surface elevations in a sufficient number of spans so that when adjustment is necessary,the profile grade line can be adjusted over suitable increments to produce a smooth riding surface.Take dead load deflection into account in setting the grades of headers and rail systems.Use construction joints,when required or permitted for slab placements on steel or prestressed concrete beams,as shown on the plans.Before placing concrete on steel girder or truss spans,release falsework under the spans and swing the spans free on their permanent supports. Make 1 or more passes with the screed over the bridge slab segment before placing concrete on it to ensure proper operation and maintenance of grades and clearances.Use an approved system of checking to detect any vertical movement of the forms or falsework.Maintain forms for the bottom surface of concrete slabs,girders,and overhangs to the required vertical alignment during concrete placing. Fog unformed surfaces of slab concrete in bridge slabs and in top slabs of direct-traffic culverts from the time of initial strikeoff of the concrete until finishing is completed and required interim curing is in place.Do not use fogging as a means to add finishing water,and do not work moisture �! from the fog spray into the fresh concrete. For simple spans,retard the concrete only if necessary to complete finishing operations or as required by this Section.When filling curb forms,bring the top of curb and sidewalk section to the correct camber and alignment,and finish them as described in this Item. a. Transverse Screeding.Install rails for transverse finishing machines that are supported from the beams or girders so that the supports may be removed without damage to the slab.Prevent bonding between removable supports and the concrete in an acceptable manner.Do not allow rail support parts that remain embedded in the slab to project above the upper mat of reinforcing steel.Rail or screed supports attached to I=beams or girders are subject to the requirements of this Item.Unless otherwise shown on the plans,for transverse screeding the minimum rate of concrete placement is 30 linear feet of bridge slab per hour Deposit concrete parallel to the skew of the bridge so that all girders are loaded uniformly along their length. Deposit slab concrete between the exterior beam and the adjacent beam before placing concrete in the overhang portion of the slab.Furnish personnel and equipment capable of placing,finishing,and curing the slab at an acceptable rate to ensure compliance with the specifications.Place concrete in transverse strips.On profile grades greater than 1-1/2%,start placement at the lowest end. b. Longitudinal Screeding.Unless otherwise shown on the plans,use of temporary intermediate headers will be permitted for placements over 50 ft.long if the rate of placement is rapid enough to prevent a cold joint and if these headers are designed for easy removal to permit satisfactory consolidation and finish of the concrete at their locations.Deposit slab concrete between the exterior beam and the adjacent beam before placing concrete in the overhang portion of the slab.Place concrete in longitudinal strips starting at a point in the center of the segment adjacent to 1 side except as this Section indicates,and complete the strip by placing uniformly in both directions toward the ends.For spans on a profile grade of hr ti 1-1/2%or more,start placing at the lowest end.Use strips wide enough that the concrete within each strip remains plastic until placement of the adjacent strip.Where monolithic curb construction is specified,place the concrete in proper sequence to be monolithic with the adjacent longitudinal strips of the slabs. c. Placements on Continuous Steel Units.Unless otherwise shown on the plans,place slabs on continuous steel units in a single continuous operation without transverse construction joints using a self-propelled transverse finishing machine or a mechanical longitudinal screed. Retard the initial set of the concrete sufficiently to ensure that concrete remains plastic in at least 3 spans immediately preceding the slab being placed.Use construction joints,when required for slab placements on steel beams or girders,as shown on the plans.When staged placement of a slab is required in the plans,ensure that the previously placed concrete attains a compressive strength of 3,000 psi before placing the next stage concrete.Multiple stages may be placed in a single day if approved.Where plans permit staged placing without specifying a particular order of placement,use an approved placing sequence that will not overstress of any of the supporting members. d. Slab and Girder Units.Unless otherwise shown on the plans,place girders,slab,and curbs of slab and girder spans monolithically Fill concrete girder stems first,and place the slab concrete within the time limits specified in this Item.If using a transverse screed,place concrete in the stems for a short distance and then place the concrete in transverse strips.If using a longitudinal screed,fill the outside girder stem first,beginning at the low end or side, and continue placement in longitudinal strips. H. Treatment and Finishing of Horizontal Surfaces Other Than Bridge Slabs.Strike off to grade and finish all unformed upper surfaces.Do not use mortar topping for surfaces constructed under this Section. After the concrete has been struck off,float the surface with a suitable float.Give bridge sidewalks a wood float or broom finish,or stripe them with a brush. Slightly slope the tops of caps and piers between bearing areas from the center toward the edge,and slope the tops of abutment and transition bent caps from the backwall to the edge,as directed,so that water drains from the surface.Give the concrete a smooth trowel finish.Construct bearing areas for steel units in accordance with Section 441.3.K.5,"Bearing and Anchorage Devices."Give the bearing area under the expansion ends of concrete slabs and slab and girder spans a steel-trowel finish to the exact grades required.Give bearing areas under elastomeric bearing pads or nonreinforced bearing seat buildups a textured,wood float finish.Do not allow the bearing area to vary from a level plane more than 1/16 in.in all directions. Cast bearing seat buildups or pedestals for concrete units integrally with the cap or with a construction joint.Provide a latex-based mortar,an epoxy mortar,or an approved proprietary bearing mortar for bearing seat buildups cast with a construction joint.Mix mortars in accordance with the manufacturer's recommendations.Construct pedestals of Class C concrete,reinforced as shown on the plans or as indicated in Figure 1 and Figure 2. a Nonreinforced Reinforced Pedestal Bearing Seat for Heights Greater Build-up than 3 Minimum 1 1/2" T - 1 1 *4 Bars Maximum 3" at ri,.Beam I I I . II I I I : "-_ I I P Permissible Construction Joint Figure 1 Section through bearing seat buildups. MIAMI Nonreinforced % Reinforced Beng Seat I I i� Pedestal Buildari-up I I for Heights - -+ Greater I I than 3" A .___i__I 4I -. ....„„ Figure 2 Plan view of bearing seat buildups. I. Finish of Bridge Slabs.Provide camber for specified vertical curvature and transverse slopes. For concrete flat slab and concrete slab and girder spans cast in place on falsework,provide additional camber to offset the initial and fmal deflections of the span as indicated in the plans.For concrete slab and girder spans using pan forms,provide camber of approximately 3/8 in.for 30-ft.spans and 1/2 in. for 40-ft.spans to offset initial and final deflections unless otherwise directed.For concrete flat slab +. and concrete slab and girder spans not using pan forms,when dead load deflection is not shown on the plans,provide a camber of 1/8 in.per 10 ft.of span length but no more than 1/2 in. Provide a camber of 1/4 in.in addition to deflection for slabs without vertical curvature on steel or prestressed concrete beams. Use work bridges or other suitable facilities toperform all finishing operations and to provide access, if necessary,for the Engineer to check measurements for slab thickness and reinforcement cover As soon as the concrete has been placed and vibrated in a section wide enough to permit working, level,strike off,and screed the surface,carrying a slight excess of concrete ahead of the screed to fill all low spots. Move longitudinal screeds across the concrete with a saw-like motion while their ends rest on headers or templates set true to the roadway grade or on the adjacent finished slab.Move transverse screeds longitudinally approximately 1/5 of the drum length for each complete out-and-back pass of the carriage. Screed the surface of the concrete enough times and at intervals to produce a uniform surface true to grade and free of voids. Work the screeded surface to a smooth finish with a long-handled wood or metal float or hand-float it from work bridges over the slab.Floating may not be necessary if the pan float attached to a transverse screed produces an acceptable finish.Avoid overworking the surface of the concrete.Avoid overuse of finish water Perform sufficient checks,witnessed by the Engineer,with a long-handled 16-ft.straightedge on the plastic concrete to ensure that the final surface will be within specified tolerances.Make the check with the straightedge parallel to the centerline.Lap each pass half over the preceding pass.Remove all high spots,and fill and float all depressions over 1/16 in.deep with fresh concrete.Continue checking and floating until the surface is true to grade and free of depressions,high spots,voids,or rough spots. Fill screed-rail support holes with concrete,and finish them to match the top of the slab. Finish the concrete surface to a uniform texture using a carpet drag,burlap drag,or broom finish. Finish the surface to a smooth sandy texture without blemishes,marks,or scratches deeper than 1/16 in.Apply the surface texturing using a work bridge or platform immediately after completing the straightedge checks.Draw the carpet or burlap drag longitudinally along the concrete surface, adjusting the surface contact area or pressure to provide a satisfactory coarsely textured surface.A broom finish may be performed using a fine bristle broom transversely Coat,the concrete surface immediately after the carpet or burlap drag,or broom finish with a single application of evaporation retardant at a rate recommended by the manufacturer Do not allow more than 10 min.to elapse between the texturing at any location and application of evaporationretardant. The evaporation retardant may be applied using the same work bridge used for surface texturing.Do not work the concrete surface once the evaporation retardant has been applied. Apply interim and final curing in accordance with Section 420.4.J,"Curing Concrete." The Contractor is responsible for the ride quality of the finished bridge slab.The Engineer will use a 10-ft.straightedge(1/8 in.in 10 ft.)to verify ride quality and to determine locations where corrections are needed.If the Engineer determines that the ride quality is unacceptable,submit a plan for approval to produce a ride of acceptable quality Make all corrections for ride before saw-cutting grooves. Saw-cut grooves in the hardened concrete of bridge slabs,bridge approach slabs,and direct-traffic culverts to produce the final texturing after completion of the required curing period.Cut grooves perpendicular to the structure centerline.Cut grooves continuously across the slab to within 18 in.of the barrier rail,curb,or median divider.At skewed metal expansion joints in bridge slabs,adjust groove cutting by using narrow-width cutting heads so that all grooves end within 6 in.of the joint, measured perpendicular to the centerline of the metal joint.Leave no ungrooved surface wider than 6 in.adjacent to either side of the joint.Ensure that the minimum distance to the first groove,measured perpendicular to the edge of the concrete joint or from the junction between the concrete and the metal leg of the joint,is 1 in.Cut grooves continuously across constiuction joints or other joints in the concrete that are less than 1/2 in.wide.Apply the same procedure described above where barrier rails, ,� curbs,or median dividers are not parallel to the structure centerline to maintain the 18-in.maximum dimension from the end of the grooves to the gutter line.Cut grooves continuously across formed concrete joints. When the plans call for a concrete overlay to be placed on the slab(new construction)or on prestressed concrete box beams or other precast elements,give a carpet drag,burlap drag,or broom finish to all concrete surfaces to be overlaid.Saw-grooving is not required in this case.Provide an average texture depth for the fmish of approximately 0.035 in.with no individual test falling below 0.020 in.,unless otherwiseshown on the,plans,when tested in accordance with Tex-436-A.If the texture depth falls below what is intended,revise finishing procedures to produce the desired texture. When the plats require an asphalt seal,with or without overlay,on the slab(new construction),on prestressed concrete box beams,or on other precast elements,give all concrete surfaces to be covered a lightly textured broom or carpet drag fmish.Provide an average texture depth of approximately 0.025 in,when tested in accordance with Tex-436-A. J. Curing Concrete.Obtain approval of the proposed curing methods,equipment,and materials before placing concrete.The Engineer may require the same curing methods for like portions of a single structure.Inadequate curing or facilities'may delay all concrete placement on the job until remedial action is taken. A curing day is a calendar day when the temperature,taken in the shade away from artificial heat,is above 50°F for at least 19 hr.or,on colder days if the temperature of all surfaces of the concrete is maintained above 40°F,for the entire 24 hr.The required curing period begins when all concrete has attained its initial set.Tex-440-A may be used to determine when the concrete has attained its initial set. Cure all concrete for 4 consecutive days except as noted in Table 1. Table 1 Exceptions to 4-Day Curing Required Description Type of Cement Curing Days IorIII 8 Upper surfaces of bridge slabs, II or I/II 10 top slab of direct-traffic All types with culverts,and concrete overlays supplementary 10 cementing materials Concrete piling buildups All 6 For upper surfaces of bridge slabs,bridge approach slabs,median and sidewalk slabs,and culvert top slabs constructed using Class S concrete,apply interim curing using a Type 1-D curing compound as soon as possible after application of the evaporation retardant and after the water sheen has disappeared,but no more than 45 min.after application of the evaporation retardant.Apply membrane interim curing using a work bridge or other approved apparatus to ensure a uniform application.Water- cure for final curing in accordance with this Section,starting as soon as possible without damaging the surface finish.Maintain the water curing for the duration noted in Table 1.Place polyethylene sheeting,burlap-polyethylene blankets,laminated mats,or insulating curing mats in direct contact with the slab when the air temperature is expected to drop below 40°F during the first 72 hr.of the curing period.Weigh down these curing materials with dry mats to maintain direct contact with the concrete and to provide insulation against cold weather Supplemental heating or insulation may be required in cold and wet weather if the insulating cotton mats become wet or if the concrete drops below the specified curing temperature.Avoid applying heat directly to concrete surfaces. For the top surface of any concrete unit upon which concrete is to be placed and bonded at slater interval(*stub walls,risers,etc.)and other superstructure concrete(curbs,wingwalls,parapet walls, etc.),use only water curing in accordance with this Section. Cure all other concrete as specified in the pertinent Items.Use the following methods for curing concrete,subject to the requirements of this Item. ( P 16, 1. Form Curing.When forms are left in intimate contact with the concrete,other curing methods are not required except for exposed surfaces and for cold weather protection.If forms are removed before the 4-day required curing period,use another approved curing method. 2. Water Curing.Keep all exposed surfaces of the concrete wet continuously for the required curing time.Use water curing that meets the requirements for concrete mixing water in Section 421.2.D, "Water."Do not use seawater or water that stains or leaves an unsightly residue. a. Wet Mats.Keep the concrete continuously wet by maintaining wet cotton mats in direct contact with the concrete for the required curing time.If needed;place damp burlap blankets made from 9-oz.stock on the damp concrete surface for temporary protection before applying cotton mats.Then place the dry mats and wet them immediately after they are placed.Weight the mats adequately to provide continuous contact with all concrete.Cover surfaces that cannot be cured by direct contact with mats,forming an enclosure well anchored to the forms or ground so that outside air cannot enter the enclosure.Provide sufficient moisture inside the enclosure to keep all surfaces of the concrete wet. b. Water Spray.Overlap sprays or sprinklers to keep all unformed surfaces continuously wet. c. Ponding.Cover the surfaces with at least 2 in.of clean granular material,kept wet at all times,or at least 1 in.deep water.Use a dam to retain the water or saturated granular material. 3. Membrane Curing.Unless otherwise shown on the plans,choose either Type 1-D or Type 2 membrane-curing compound when membrane curing is permitted.Type 1-D(Resin Base Only)is required for interim curing bridge slabs and top slabs of direct-traffic culverts and all other surfaces that require a higher grade of surface finish.For substructure concrete provide only 1 type of curing compound on any 1 structure. Apply membrane curing just after free moisture has disappeared at a rate of approximately 180 sq.ft.per gallon.Do not spray curing compound on projecting reinforcing steel or concrete that will later form a construction joint.Do not apply membrane curing to dry surfaces.Dampen formed surfaces and surfaces that have been given a first rub so that they are moist at the time of application of the membrane. When membrane is used for complete curing,leave the film unbroken forthe minimum curing period specified.Correct damaged membrane immediately by reapplication of membrane. Polyethylene sheeting,burlap-polyethylene mats,or laminated mats in close contact with the concrete surfaces are equivalent to membrane curing. K. Removal of Forms and Fassework.Unless otherwise directed,forms for vertical surfaces may be removed after the concrete has aged 12 hr after initial set provided the removal can be done without damage to the concrete.Keep forms for mass placements,defined in Section 420.4.G.14,"Mass Placements,"in place for 4 days following concrete placement. Remove forms for inside curb faces and for bridge rails whenever removal can be done without damage to the curb or railing. Leave in place weight-supporting forms and falsework spanning more than 1 ft.for all bridge components and culvert slabs except as directed otherwise until the concrete has attained a compressive strength of 2,500 psi.Remove forms for other structural components as necessary Remove inside forms(walls and top slabs)for box culverts and sewers after concrete has attained a compressive strength of 1,800 psi if an approved overhead support system is used to transfer the weight of the top slab to the walls of the box culvert or sewer before removal of the support provided by the forms. Forms or parts of forms may be removed only if constructed to permit removal without disturbing forms or falsework required to be left in place for a longer period on other portions of the structure. Remove all metal appliances used inside forms for alignment to a depth of at least 1/2 in.from the concrete surface.Make the appliances so that metal may be removed without undue chipping or spalling of the concrete,and so that it leaves a smooth opening in the concrete surface when removed. Do not burn off rods,bolts,or ties. Remove all forms and falsework unless otherwise directed. L. Defective Work;Repair defective work as soon as possible.Remove and replace at the expense of the Contractor any defect that cannot be repaired to the satisfaction of the Engineer. M. Ordinary Surface Finish.Apply an ordinary surface finish to all concrete surfaces as follows: • Chip away all loose or broken material to sound concrete where porous,spalled,or honeycombed areas are visible after form removal. • Repair spalls by saw-cutting and chipping at least 1/2 in.deep,perpendicular to the surface to eliminate feather edges.Repair shallow cavities using a latex adhesive grout,cement mortar,or epoxy mortar as approved.Repair large areas using concrete as directed or approved. • Clean and fill holes or spalls caused by the removal of form ties,etc.,with latex grout,cement grout,or epoxy grout as approved.Fill only the holes.Do not blend the patch with the surrounding concrete.On surfaces to receive a rub finish in accordance-with Item 427,"Surface Finishes for Concrete,"chip out exposed parts of metals chairs to a depth of 1/2 in.and repair the surface. • Remove all fins,runs,drips,or mortar from surface's that will be exposed.Smooth all form marks and chamfer edges by grinding or dry-rubbing. • Ensure that all repairs are dense,well bonded,and properly cured.Finish exposed large repairs to blend with the surrounding concrete where a higher class of finish is not specified. Unless noted otherwise,apply an ordinary surface finish as the final finish to the following exposed surfaces: • inside and.top of inlets, • inside and top of manholes, • inside of sewer appurtenances, • inside of culvert.barrels, • bottom of bridge slabs between girders or beams,and • vertical and bottom surfaces of interior concrete beams or girders. Form marks and chamfer edges do not need to be smoothed for the inside of culvert barrels and the bottom of bridge slabs between girders or beams. 420.5.Measurement.This Item will be measured by the cubic yard,square yard,foot,square foot,or by each structure. A. General.Concrete quantities will be based on the dimensions shown on the plans or those established in writing by the Engineer In determining quantities,no deductions will be made for chamfers less than 2 in.or for embedded portions of steel or prestressed concrete beams,piling,anchor bolts,reinforcing steel,drains,weep holes,junction boxes,electrical or telephone conduit,ducts and voids for prestressed tendons,or embedded portions of light fixtures. For slab and girder spans using pan forms,a quantity will be included for the screed setting required to provide proper camber in the roadway surface after form removal. For slabs on steel or prestressed concrete beams,an estimated quantity for the haunch between the slab and beams will be included.No measurement will be made during construction for variation in the amount of haunch concrete due to variations in camber of the beams. For cast-in-place slabs on slab beams,double-T beams,or box beams,the combination of span length, theoretical camber in beams,computed deflections,and plan vertical curve will be taken into account in determining the quantity for the slab. Additional concrete that may be required by an adjustment of the profile grade line during construction,to insure proper slab thickness,will not be measured for payment. Variation in concrete headwall quantity incurred when an alternate bid for pipe is permitted will not be cause for payment adjustment. Mass placements may be either a plans quantity item or measured in place as indicated. Quantities revised by a change in design,measured as specified,will be increased or decreased and included for payment. r B. Plans Quantity.Structure elements designated in Table 2 and measured by the cubic yard are plans quantity measurement items.The quantity to be paid for plans quantity items is the quantity shown in the proposal unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. No adjustment will be made for footings or other in-ground elements where the Contractor has been allowed to place concrete in an excavation without forms. Table 2 Plans Quantity Payment (Cubic Yard Measurement Only,). Culverts and culvert wing walls Abutments Headwalls for pipe Slab and girder spans(pan form) Retaining walls Footings Inlets and manholes Pile bent caps Shear key concrete for box and Concrete wearing surface on pre-cast slab beams box beams,slab beams or double-T beams Bridge approach slabs Cast-in-place concrete slab spans Note:Other stnlcture elements,including pier and bent concrete,may be paid for as"plans quantity"when shown on the plans. C. Measured in Place.Items not paid for as"plans quantity"will be measured in place. 420.6.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for the various structure elements specified of the various classes,of concrete.Mass placements,as defined in Section 420.4.G.14,"Mass Placements,"will be paid for separately for the various classes of concrete.This price is full compensation for furnishing,hauling,and mixing concrete materials;furnishing,bending,fabricating,splicing,welding and placing the required reinforcement;clips,blocks,metal spacers,ties,wire,or other materials used for fastening reinforcement in place;placing,finishing,curing,and grooving concrete;applying ordinary surface finish;furnishing and placing drains,metal flashing strips,and expansion joint material; excavation,subgrade preparation,and disposal of excavated material for bridge approach slabs;and forms and falsework,equipment,labor,tools,and incidentals. Diaphragm,concrete will not be paid for directly but is subsidiary to the slab unless otherwise shown on the plans. Design and installation of foundations for falsework is at the Contractor's expense. The following procedure will be used to evaluate concrete where 1 or more project acceptance test specimens fail to meet the required design strength specified in Item 421,"Hydraulic Cement Concrete,"or in the,plans: • The concrete for a given placement will be considered structurally adequate and accepted at'full price if the average of all test results for specimens made at the time of placement meets the required design strength provided that no single test result is less than 85%of the required design strength. • The Engineer will perform a structural review of the concrete to determine its adequacy to remain in service if the average of all test results for specimens made at the time of placement is less than the required design strength or if any test results are less than 85%of the required design strength.If cores are required to determine the strength of the in-situ concrete,take cores at locations designated by the Engineer in accordance with Tex-424-A.The coring and testing of the cores will be at the Contractor's expense.The Engineer will test the gores. • If all of the tested cores meet the requited design strength,the concrete will be paid for at the full price. • If any of the tested cores do not meet the required design strength but the average strength attained is determined to be structurally adequate,the Engineer will determine the limits of the pay adjustment. The average strength of the cores tested will be used in the pay adjustment formula. • Remove concrete that is not structurally adequate. • Concrete that has been determined to be structurally adequate may be accepted at an adjusted price based on the following formula: A=0.10Bp+0.75(Sa/Ss)2 Bp where: A=Amount to be paid per unit of measure for the entire placement in question Sa=Actual strength from cylinders or cores.Use values from cores,if taken. Ss=Minimum required strength(specified) Bp=Unit bid price. • The decision to reject structurally inadequate concrete or to apply the pay adjustment will be made no later than'56 days after placement. � r I ITEM 421 HYDRAULIC CEMENT CONCRETE 421.1.Description.Furnish hydraulic cement concrete for concrete pavements,concrete structures,and other concrete construction. 421.2.Materials. A. Cement.Furnish cement conforming to DMS-4600,"Hydraulic Cement." B. Supplementary Cementing Materials(SCM). 1. Fly Ash.Furnish fly ash conforming to DMS-4610,"Fly Ash." 2. Ultra-Fine Fly Ash(UFFA).Furnish UFFA conforming to DMS-4610,"Fly Ash." 3., Ground Granulated Blast-Furnace Slag(GGBFS).Furnish GGBFS conforming to DMS-4620, "Ground Granulated Blast-Furnace Slag,"Grade 100 or 120. 4. Silica Fume.Furnish silica fume conforming to DMS-4630,."Silica Fume." 5. Metakaolin.Furnish metakaolin conforming to DMS-4635,"Metakaolin." C. Chemical Admixtures.Furnish admixtures conforming to DMS-4640,"Chemical Admixtures for Concrete."Do not use calcium chloride. D. Water Furnish mixing and curing water that is free from oils,acids,organic matter,or other deleterious substances.Water from municipal supplies approved by the Texas Department of Health will not require testing.When using water from other sources,provide test reports showing compliance with Table 1 before use. Water that is a blend of concrete wash water and other acceptable water sources,certified by the concrete producer as complying with the requirements of both Table 1 and Table 2,may be used as mix water.Test the blended water weekly for 4 weeks for compliance with Table l and Table 2 or provide previous test results.Then test every month for compliance.Provide water test results upon request Table I Chemical Limits for Mix Water Maximum Contaminant Test Method Concentration (PPm) Chloride(Cl) ASTM D 512 Prestressed concrete 500 Bridge decks&superstructure 500 All other concrete 1,000 Sulfate(SO4) ASTM D 516 1 000 Alkalies(Na20+0.658K20) ASTM D 4191& 600 ASTM D 4192 Total solids AASHTO T 26 50,000.. Table 2 Acceptance Criteria for Questionable Water Supplies Property Test Method Limits Compressive strength,min%control ASTM C 1091 90 at 7 days Time of set,deviation from control, ASTM C 191' from 60 early Min. to 90 later I.Base comparisons on fixed proportions and the same volume of test water compared to the control mix using city water or distilled water. Do not use mix water that has an adverse effect on the air-entraining agent,on any other chemical admixture,or on strength or time of set of the concrete.When using white hydraulic cement,use mixing and curing water free of iron and other impurities that may cause staining or discoloration. E. Aggregate. Supply aggregates that meet the definitions in Tex-100-E.Provide coarse and fine aggregates from sources listed in the Department's Concrete Rated Source Quality Catalog(CRSQC). Provide aggregate from non-listed sources only when tested and approved by the Engineer before use. Allow 30 calendar days for the Engineer to sample,test,and report results for non-listed sources.Do not combine approved material with unapproved material. 1. Coarse Aggregate.Provide coarse aggregate consisting of durable particles of gravel,crushed blast furnace slag,recycled crushed hydraulic cement concrete,crushed'stone,or combinations thereof that are free from frozen material and from injurious amounts of salt,alkali,vegetable matter,or other objectionable material,either free or as an adherent coating.Provide coarse aggregate.of uniform quality throughout. Provide coarse aggregate that,when tested in accordance with Tex-413-A,has: • at most 0.25%by weight of clay lumps, • at most 1.0%by weight of shale,and • at most 5.0%:by weight of laminated and friable particles. Wear must not be more than 40%when tested in accordance with Tex-410-A. Unless otherwise shown on the plans,provide coarse aggregate with a 5-cycle magnesium sulfate soundness of not more than 18%when tested in accordance with Tex-411-A.Crushed recycled hydraulic cement concrete is not subject to the 5-cycle soundness test. The loss by decantation as tested in accordance with Tex-406-A,plus the allowable weight of clay lumps,must not exceed 1.0%or the value shown on the plans,whichever is smaller In the case of aggregates made primarily from crushing stone,if the material finer than the No.200 sieve is established to be the dust of fracture and essentially free from clay or shale as established by Tex-406-A,Part III,the limit may be increased to 1.5%.When crushed limestone coarse aggregate - is used in concrete pavements,the decant may exceed 1.0%but not more than 3.0%if the material finer than the No.200 sieve is determined to be at least 67%calcium carbonate in accordance with Tex-406-A,Part III. Unless otherwise specified,provide aggregate conforming to the gradation requirements shown in Table 3 when tested in accordance with Tex-401-A. Table 3 .Coarse Aggregate Gradation Chart Percent Passing on Each Sieve Aggregate rade Nominal 2-1/2" 2° 1-1/2" 1" 3/4" 1/2" 3/8" No.4 No.8 No.' 1 2" 100 80-100 50-85 20-40 0-5 2(467) 1-1/2" 100 95-100 35-70 10-30 0-5 3 1-1/2". 100 95-100 60-90 25-60 0-5 4(57) 1" 100 .95-100 25-60 0-10 0-5 5(67) 3/4" 100 90-100 20-55 0-10 0-5 6(7) 1/2° 100 90-100 40-70 0-15 0-5 7 3/8" 100 70-95 0-25 8 3/8" 100 95-100 20-65 0-10 1.Corresponding ASTM C 33 gradation shown in parentheses. 2. Fine Aggregate.Provide fine aggregate consisting of clean,hard,durable particles of natural or manufactured sand or a combination thereof with or without mineral filler.Provide fine aggregate free from frozen material and from injurious amounts of salt,alkali,vegetable matter,or other objectionable material,and containing no more than 0.5%day lumps by weight in accordance with Tex-413-A. Provide fine aggregate that does not show a color darker than standard when subjected to the color test for organic impurities in accordance with Tex-408-A. Unless otherwise shown on the plans,use fine aggregate with an acid insoluble residue of at least 60%by weight when tested in accordance with Tex-612-J in all concrete subject to direct traffic. Unless otherwise shown on the plans,when necessary,blend the fine aggregate to meet the acid insoluble residue requirement.When blending,use the following equation: Acid Insoluble(%)_{(A1XP1)+(A2)(P2)}1100. where: Al=acid insoluble(%)of aggregate 1 A2=acid insoluble(%)of aggregate 2 P1=percent by weight of Al of the fine aggregate blend P2=percent by weight of A2 of the fine aggregate blend Provide fine aggregate or combinations of aggregates,including mineral filler,conforming to the gradation requirements shown in Table 4 when tested in accordance with Tex-401-A unless otherwise specified. Table 4 Fine Aggregate.Gradation Chart(Grade 1). Sieve Size Percent Passing 3/8 in. 100 No.4 95-100 No.8 80-100 No.16 50-85 No.30 25-65 No.50 10-35' No. 100 0-10, No.200 0-32 1.6-35 when sand equivalent value is greater than 85. 2.0-6 for manufactured sand: Unless otherwise shown on the plans,provide fine aggregate with a sand equivalent of at least 80 in accordance with Tex-203-F For all classes of concrete except Class K,provide fine aggregate with a fineness modulus between 2.30 and 3.10 as determined by Tex-402-A.For Class K concrete,provide a fine aggregate with a fineness modulus between 2.60 to 2.80 unless otherwise shown on the plans. 3. Mineral Filler.Provide mineral filler consisting of stone dust,clean crushed sand,or other approved inert material with 100%passing the No.30 sieve and 65 to 100%passing the No.200 sieve when tested in accordance with Tex-401-A. F. Mortar and Grout.When required or shown on the plans,provide mortar and grout consisting of 1 part hydraulic cement,2 parts sand,and sufficient water to provide the desired consistency Provide mortar with a consistency such that the mortar can be easily handled and spread by trowel.Provide grout of a consistency that will flow into and completely fill all voids. 421.3.Equipment. A. Concrete Plants and Mixing Equipment.Except for volumetric mixers(auger/mixer),each plant and truck mixer must be currently certified by the National Ready Mixed Concrete Association(NRMCA) or have an inspection report signed and sealed by a licensed professional engineer showing that concrete measuring,mixing,and delivery equipment meets all requirements of ASTM C 94 A new certification or signed and sealed report is required every time a plant is moved.Plants with a licensed engineer's inspection require reinspection every 2 years.Provide a copy of the certification or the signed and sealed inspection report to the Engineer When equipment or facilities fail to meet specification requirements,remove them from service until corrected. I. Scales.Check all scales prior to beginning of operations,after each move,or whenever their accuracy or adequacy is questioned,and at least once every 6 mo.Immediately correct deficiencies,and recalibrate.Provide a record of calibration showing scales in compliance with ASTM C 94 requirements.Check batching accuracy of volumetric water batching devices and admixture dispensing devices at least every 90 days.Perform daily checks as necessary to ensure measuring accuracy 2. Volumetric Mixers.Provide volumetric mixers with rating plates defining the capacity and the performance of the mixer in accordance with the Volumetric Mixer Manufacturers Bureau or equivalent.Provide volumetric mixers that comply with ASTM C 685.Provide test data showing mixers meet the uniformity test requirements of Tex-472-A. 3. Agitators and Truck and Stationary Mixers.Inspect and furnish inspection reports on truck mixers and agitators annually If an inspection within 12 mo.is not practical,a 2-mo.grace period (for a maximum of 14 mo.between inspections)is permitted.Include in the report the condition of blades and fins and their percent wear from the original manufacturer's design.Repair mixing equipment exhibiting 10%or more wear'before use.Provide truck mixers and agitators equipped with means to readily verify the number of revolutions of the drum,blades,or paddles. Provide stationary and truck mixers capable of combining the ingredients of the concrete within the specified time or the number of revolutions specified into a thoroughly mixed and uniform mass and capable of discharging the concrete so that at least 5 of the 6 requirements of Tex-472-A are met. As directed,to resolve issues of mix uniformity and mixer performance,perform concrete uniformity tests on mixers or agitators in accordance with Tex-472-A. Perform the mixer or agitator uniformity test at the full rated capacity of the equipment and within the maximum mixing time or maximum number of revolutions.Remove from service all equipment that fails the uniformity test. Inspect and maintain mixers and agitators.Keep them reasonably free of concrete buildup,and repair or replace worn or damaged blades or fins. Ensure all mixers have a plate affixed showing manufacturer's recommended operating speed and rated capacity for mixing and agitating. B. Hauling Equipment.Provide hauling equipment capable of maintaining the mixed concrete in a thoroughly mixed and uniform mass and of discharging the concrete with a satisfactory degree of uniformity When using non-agitating equipment for transporting concrete,provide equipment with smooth, mortar-tight metal containers equipped with gates that prevent accidental discharge of the concrete. C. Testing Equipment.Unless otherwise shown on the plans or specified,in accordance with the pertinent test procedure,furnish and maintain: • test molds, • curing facilities, • maturity meters if used,and • wheelbarrow or other container acceptable for the sampling of the concrete. Provide strength-testing equipment in accordance with the Contract controlling test unless shown otherwise. 421.4.Construction. A. Classification and Mix Design.Furnish mix designs using ACI 211,"Standard Practice for Selecting Proportions for Normal,Heavyweight,and Mass Concrete,"or other approved procedures for the classes of concrete required in accordance with Table 5.Do not exceed the maximum water-to- cementitious-material ratio. A higher-strength class of concrete with equal or lower water-to-cementitious-material ratio may be substituted for the specified class of concrete. To account for production variability and ensure minimum compressive strength requirements are met, over-design the mix in accordance with Table 6. 1. Cementitious Materials.Use cementitious materials from prequalified sources;otherwise, request sampling and testing for approval before use.Unless otherwise specified or approved, limit cementitious material content to no more than 700 lb.per cubic yard.When supplementary cementing materials are used,"cement"is defined as"cement plus supplementary cementing material." Use Type III cement only in precast concrete or when specified or permitted For monolithic placements,use cement of the same type and from the same source. When sulfate-resistant concrete is required,use mix design options I,2,3,or 4 given in Section 421.4A.6,"Mix Design Options,"using Type I/II,II,V,IP,or IS cement.Do not use Class C fly ash in sulfate-resistant concrete. Do not use supplementary cementing materials when white hydraulic cement is specified. Table 5 Concrete Classes Design Strength, Coarse Class of 11�in. Maximum r Aggr�re General Usage' Concrete 28-day I', W/C Ratio Grades' (psi) Inlets,manholes,curb;gutter,curb& A 3,000 0.60 1-4,8 gutter,conc.retards,sidewalks,driveways, backup walls,anchors B 2,000 0.60 • 2-7 Riprap,small roadside signs,and anchors Drilled shafts,bridge substructure,bridge railing,culverts except top slab of direct Cs 3,600 , 0.45 1-6 traffic culverts,headwalls,wing walls, approach slabs,concrete traffic barrier (cast-in-place) D 1,500 .. 0.60 2-7 Riprap E . 3,000 0.50 2-5 Seal concrete. FS Note 6 0.45 2-5 Railroad structures;occasionally for bridge piers,columns,or bents • H' Note 6 0.45 3-6 Prestressed concrete beams,boxes,piling, and concrete traffic barrier(precast) S' 4,000 0.45 2-5 Bridge slabs,top slabs of direct traffic culverts. See 0.45 2-3 Concrete pavement Item 360 DC5 . 5,500 0.40 6 Dense cone,overlay CO° 4,600 0.40 6 Cone.overlay LMCs 4,000 0.40 6-8 Latex-modified concrete overlay SSA Note 7 0.45 q 6 Slurry displacement shafts,underwater drilled shafts Ks Note 6 0.45 Note 6 Note 6 HES Note 6 0.45 Note 6 Note 6 1 Maximum water-cement or water-cementitious ratio by weight. 2.Unless otherwise permitted,do not use Grade 1 coarse aggregate except in massive foundations with 4-in.minimum clear spacing between reinforcing steel bars.Do not use Grade 1 aggregate in drilled shafts. 3.Unless otherwise approved,use Grade 8 aggregate in extruded curbs. 4.For information only 5.Structural concrete classes. 6.As shown on the plans or specified. 7 Cementitious material content shall be minimum 658 lb/cy of concrete. Table 6 Over Desk to Meet Compressive Strength Requirements' No.of Tests Standard Deviation,psi 300 400 - 500 600 700 15 470 620 850 1,120 1,390 20 430 580 760 1,010 1,260 30 or more 400 530 670 900 1,130 1 When designing the mix,add the tabulated amounts to the minimum design strength in, Table 5. 2.Number of tests of a concrete mixture used to estimate the standard deviation of a concrete production facility Test of another mix within 1,000 psi of the specified strength may be used. 3.If less than 15 prior tests are available,the overdesign should be 1,000 psi for specified strength less than 3,000 psi,1,200 psi for specified strengths from 3,000 to,5,000 psi and 1,400 psi for specified strengths greater than 5,000 psi. 2. Aggregates.Limit the use of recycled crushed hydraulic cement concrete as a coarse or fine aggregate to Class A,B,D,E,and P concrete.Limit recycled crushed concrete fine aggregate to a maximum of 20%of the fine aggregate. When white hydraulic cement is specified;use light-colored aggregates. 3. Chemical Admixtures.Use only preapproved concrete chemical admixtures from the list of prequalified concrete admixtures maintained by the Construction Division.Submit non- preapproved admixtures for testing to the Engineer for approval.Do not use high-range water- reducing admixtures(Type F or G)or accelerating admixtures(Type C or E)in bridge deck concrete. 4. Air Entrainment.Air-entrain all concrete except for Class B in accordance with Table 7 unless otherwise shown on the plans.Use moderate exposure values unless otherwise specified.If the air content is more than 1-1/2 percentage points below or 3 percentage points above the required air, the load of concrete will be rejected.If the air content is more than 1-1/2 but less than 3 percentage points above the required air,the concrete may be accepted based on strength tests. Table 7 Air Entrainment Nominal Maximum %Air' Aggregate Size,in. Moderate Exposure Severe Exposure 3/8(Grades 7&8) 6 7-1/2 1/2(Grade 6) 5-1/2 7 3/4(Grade 5) 5 6 1 (Grade 4) 4-1/2 6 1-1/2(Grades 2&3) 4-1/2 5-1/2 2(Grade 1) 4 5 1.For specified concrete strengths above 5,000 psi a reduction of 1 percentage point is permitted. 5. Slump.Unless otherwise specified,provide concrete slump in accordance with Table 8 using the lowest slump possible that can be placed and finished efficiently without segregation or honeycombing. Concrete that exceeds the maximum acceptable placement slump at time of delivery will be rejected. When approved,the slump of a given concrete mix may be increased above the values shown in Table 8 using chemical admixtures,provided that the admixture-treated concrete has the same or lower water—cement or water—cementitious-material ratio and does not exhibit segregation or excessive bleeding.Request approval for the mix design sufficiently in advance for proper evaluation by the Engineer 1 Table 8 Slump Requirements Recommended Design Maximum Acceptable Concrete Designation and Placement Slump, Placement Slump,in. in. Drilled shags See Item 416 See Item 416 Thin walled section 4 6-1/2 (9 in.or less) Approach slabs,concrete overlays,caps,columns,piers, 3 5 wall sections(over 9 in.) . Bridge slabs 4 5-1/2 Prestressed concrete members' 4 6-1/2.. Concrete'traffic barrier, .4 6-1/2 concrete bridge railing . r Dense concrete overlay 3/4 2 Latex-modified cone:far 3 7-1/2 bridge deck overlays Concrete placed underwater 6 8-1/2 Concrete pavement(slip- 1-1/2 3 formed) Concrete pavement(formed) 4 6-1/2 Riprap,curb,gutter,slip- As approved As approved formed,and extruded concrete 1 If a high-range water reducer(HRWR)is used,maximum acceptable placement slump will be 9 in. 6. Mix Design Options.For structural concrete identified in Table 5 and any other class of concrete designed using more than 520 lb.of cementitious material per cubic yard,use one of the mix design Options 1-8 shown below. , For concrete classes not identified as structural concrete and designed using less,than 520 lb.of cementitious material per cubic yard,use one of the mix design Options 1-8 shown in Table 5, except that Class C fly ash may be used instead of Class F fly ash for Options 1,3,and 4 unless sulfate-resistant concrete is required. a. Option 1.Replace 20 to.35%of the cement with Class F fly ash. b. Option 2.Replace 35 to 50%of the cement with GGBFS. c. Option 3:Replace 35 to 50%of the cement with a combination,of Class F fly ash,GGBFS, or silica fume.However,no more than 35%may be fly ash,and no more than 10%may be silica fume. d. Option 4.Use Type IP or Type IS cement.(Up to 10%of a Type IP or Type IS cement may be replaced'with Class F fly ash,GGBFS,or silica fume.) e. Option 5.Replace 35 to 50%of the cement with a combination of Class C fly ash and at least 6%of silica fume,UFFA,or metakaolin.However,no more than 35%may be Class C fly ash,and no more than 10%may be silica fume. f. Option 6.Use a lithium nitrate admixture at a minimum dosage of 0.55 gal.of 30"/0 lithium nitrate solution per pound of alkalis present in the hydraulic cement. g. Option 7 When using hydraulic cement only,ensure that the total alkali contribution from the cement in the concrete does not exceed 4.00 lb.per cubic yard.of concrete-when calculated as follows: lb.alkali per cu.yd.=(lb.cement per cu.yd)x(%Na2O equivalent in cement) 100 In the above calculation,use the maximum cement alkali content reported on the cement mill certificate. b. Option 8.For any deviations from Options 1-7,perform the following: • Test both coarse and fine aggregate separately in accordance with ASTM C 1260,using 440 g of the proposed cementitious material in the same proportions of hydraulic cement to supplementary cementing material to be used in the mix. • Before use of the mix,provide the certified test report signed and sealed by a licensed professional engineer demonstrating that the ASTM C 1260 test result for each aggregate does not exceed 0.10%expansion. B. Trial Batches.Perform all preliminary trial batches and testing necessary to substantiate the proposed mix designs,and provide documentation including mix design,material proportions,and test results substantiating that the mix design conforms to specification requirements: Make all final trial batches using the proposed ingredients in a mixer that is representative of the mixers to be used on the job.Make the batch size at least 50%of the mixer's rated capacity Perform fresh concrete.tests for air and,slump,and make,cure,and test strength specimens for compliance with specification,requirements.Test at least 3 sets of design strength specimens with 2 specimens per set in accordance with Tex-418-A or Tex-448-A for each test age.Before placing,provide the Engineer the option of witnessing final trial batches,including the testing of the concrete.If not provided this option,the Engineer may require additional trial batches,including testing,before the concrete is placed. Establish 7-day compressive strength target values using the following formula for each concrete mix to be used: Target value=Minimum design strength x 7'day avg.trial batch strength 28-day avg.trial batch strength When there are changes in aggregates or in type,brand,or source of cement,SCM,or chemical admixtures,reevaluate the mix as a new mix design.A change in vendor does not necessarily constitute a change in materials or source.When only the brand or source of cement is changed and there is a prior record of satisfactory performance of the cement with the ingredients,,new trial batches may be waived by the Engineer. When the maturity method is specified or permitted,establish the strength—maturity relationship in accordance with Tex-426-A.When using the maturity method any changes in any of the ingredients, including changes in proportions,will require the development of a new strength-maturity relationship for the mix. C. Storage of Materials. 1. Cement,Supplementary Cementing Materials,and Mineral Filler.Store all cement, supplementary cementing materials,and mineral filler in weatherproof enclosures that will protect them from dampness or absorption of moisture. When permitted,small quantities of sacked cement may be stored in the open,on a raised platform,and under waterproof covering for up to 48 hours. 2. Aggregates.Handle and store concrete aggregates in a manner that prevents contamination with foreign materials.If the aggregates are stored on the ground,clear the sites for the stockpiles of all vegetation,level the sites,and do not use the bottom 6-in.layer of aggregate without cleaning the aggregate before use. When conditions require the use of 2 or more grades of coarse aggregates,maintain separate stockpiles and prevent intermixing.Where space is limited,separate the stockpiles using physical barriers.Store aggregates from different sources in different stockpiles unless the Engineer authorizes pre-blending of the aggregates,Minimize segregation in stockpiles.Remix and test stockpiles when segregation is apparent. Sprinkle stockpiles to control moisture and temperature as necessary Maintain reasonably uniform moisture content in aggregate stockpiles. 3. Admixtures.Store admixtures in accordance with manufacturer's recommendations and prevent admixtures froth freezing. Y � 1 11. D. Measurement of Materials.Except for volumetric mixers,measure concrete materials by.weight. Measure mixing water,consisting of water added to the batch,ice added to the batch,water occurring as surface moisture on the aggregates,and water introduced in the form of admixtures,by volume or weight.Measure ice by weight.Measure cement and supplementary cementing materials in a weigh hopper and on a separate scale from those used for other materials.Measure the cement first when measuring the cumulative weight.Measure concrete chemical admixtures in powdered form by weight. Measure concrete chemical admixtures in liquid form by weight or volume.Measure batch materials within the tolerances of Table 9 Table 9 Measurement Tolerances—Non-Volumetric Mixers Material Tolerance(%) Cement;wt. ±1 Mineral admixture,wt. V ±1 Cement+SCM(cumulative weighing),wt. ±1 Water,wt or volume f3 Fine aggregate,wt. f2 Coarse aggregate,wt. f2 Fine+coarse aggregate(cumulative weighing),wt. ±1 Chemical admixtures,wt.or volume ±3 When measuring cementitious materials at less than 30%of scale capacity,ensure that the quantity measured is accurate to not less than the required amount and not more than 4%in excess.When measuring aggregates in a cumulative weigh batcher at less than 30%of the scale capacity,ensure that the cumulative quantity is measured accurate to*0.3%of scale capacity or±3%of the required cumulative weight,whichever is less. For volumetric mixers,base tolerances on volume—weight relationship established by calibration,and measure the various ingredients within the tolerances of Table 10. Correct batch weight measurements for moisture. When approved,under special circumstances,measure cement in bags of standard weight.Weighing of sacked cement is not required.Do not use fractional bags except for small hand-mixed batches of approximately 5 cu,ft.or less and when an approved method of volumetric or weight measurement is used. Table 10 Measurement Tolerances—Volumetric Mixers Material Tolerance Cement,wt.% 0 to+4 SCM,wt.% 0to+4 Fine aggregate,wt.% ±2 Coarse aggregate,wt.% f2 Admixtures,wt.or volume% ±3 Water,wt.or volume% ±1 E. Mixing and Delivering Concrete.Mix and deliver concrete by means of one of the following operations: • central-mixed, • shrink-mixed, I • truck-mixed, • volumetric mixer-mixed,or • hand-mixed. Operate mixers and agitators within the limits of the rated capacity and speed of rotation for mixing and agitation as designated by the manufacturer of the equipment. i For shrink-mixed and truck-mixed concrete,when there is a reason,to suspect the uniformity of concrete delivered using a truck mixer or truck agitator,conduct slump tests of 2 individual samples taken after discharging approximately 15%and 85%of the load as a quick check of the probable degree of uniformity Take the 2 samples within an elapsed time of at most 15 min.If the slumps of the 2 samples differ by more than the values shown in Table 11,investigate the causes and take corrective actions including adjusting the batching sequence at the plant and the mixing time and number of revolutions.Delivery vehicles that fail to meet the mixing uniformity requirements must not be used until the condition is corrected. Table 11 Slump Tolerance' Average Slump Slump Tolerance= 4 in.or less 1.0 in. 4 to 6 in. 1.5 in. 1.Do not apply these tolerances to the required slumps in Table 8. 2.Maximum permissible difference in results of test of samples from 2 locations in the concrete batch. Re-tempering or adding concrete chemical admixtures is only permitted at the job site when concrete is delivered in a truck mixer Do not add water after the introduction of mixing water at the batch plant except on arrival at the job site,with approval,to adjust the slump of the concrete.When this water is added,do not exceed the mix design water—cementitious-material ratio.Turn the drum or blades at least 30'additional revolutions at mixing speed to ensure thorough and uniform mixing of the concrete. Do not add water or chemical admixtures to the batch after any concrete has been discharged. Maintain concrete delivery and placement rates sufficient to prevent cold joints. Before unloading,furnish the delivery ticket for the batch of concrete containing the information required on Department Form 596,"Concrete Batch Ticket." When the concrete contains silica fume,adjust mixing times and batching operations as necessary to ensure the material is completely and uniformly dispersed in the mix.The dispersion of the silica fume within the mix will be verified by the Construction Division,Materials and Pavements Section,using cylinders made from trial batches.If uniform dispersion is not achieved,make necessary changes to the batching operations until uniform and complete dispersion of the silica fume is achieved. 1. Central-Mixed Concrete.Provide concrete that is mixed completely in a stationary mixer.Mix concrete for a period of 1 min.for 1 cu.yd.and 15 sec.for each additional cu.yd.of rated capacity of the mixer unless mixer performance test data demonstrate that shorter mixing times can be used to obtain a uniform mix in accordance with Tex-472-A.Count the mixing time from the time all the solid materials are in the drum.Charge the mixer so that some water will enter before the cement and aggregate.Ensure that all water is in the drum by the end of the first 1/4 of the specified mixing time.Adjust the mixing time if necessary to achieve a uniform mix.Concrete mixed completely in a stationary mixer must be delivered to the project in a truck mixer,truck agitator,or non-agitating delivery vehicle.When a truck mixer or truck agitator is used for transporting concrete,use the manufacturer's designated agitating speed for any turning during transportation.Non-agitating delivery vehicles must be clean and free of built-up concrete with adequate means to control concrete discharge.Deliver the concrete to the project in a thoroughly mixed and uniform mass,and discharge the concrete with a satisfactory degree of uniformity Resolve questions regarding the uniformity of the concrete by testing when directed by the Engineer in accordance with Tex-472-A. 2. Shrink-Mixed Concrete.Provide concrete that is first partially mixed in a stationary mixer and then mixed completely in a truck mixer Partially mix for the minimum time required to intermingle the ingredients in the stationary mixer,and then transfer to a truck mixer and mix the concrete at the manufacturer's designated mixing speed for an adequate amount of time to produce thoroughly mixed concrete.Deliver the concrete to the project in a thoroughly mixed and uniform mass,and discharge the concrete with a satisfactory degree of uniformity 3. Truck-Mixed Concrete.Mix the concrete in a truck mixer from 70 to 100 revolutions at the mixing speed designated by the manufacturer to produce a uniform concrete mix.Deliver the 1 ' • ' concrete to the project in a thoroughly mixed and uniform mass and discharge the concrete with a satisfactory degree of uniformity Additional mixing at the job site at the mixing speed designated by the manufacturer is allowed as long as concrete is discharged before the drum has revolved a total of 300 revolutions after the introduction of the mixing water to the cement and the aggregates. 4. Volumetric Mixer-Mixed Concrete.Unless otherwise specified•.or permitted,perform all mixing operations in accordance with manufacturer's recommended procedures.Provide an accurate method of measuring all ingredients by volume,and calibrate equipment to assure correct measurement of materials within the specified tolerances. 5. Hand-Mixed Concrete.When permitted,for small placements of less.than 2 cu.yd.,mix up to a 2-sack batch of concrete by hand methods or in a small motor-driven mixer For such placements, proportion the mix by volume or weight. F. Placing,Finishing,and Curing Concrete.Place,finish,and cure concrete in accordance with the pertinent Items. G. Sampling and Testing of Concrete.Unless otherwise specified,all fresh and hardened concrete is subject to testing as follows: 1. Sampling Fresh Concrete.Provide all material to be tested.Fresh concrete will be sampled for testing at the discharge end if using belt conveyors or pumps.When it is impractical to sample at the discharge end,a sample will be taken at the time of discharge from the delivery equipment and correlation testing will be performed and documented to ensure specification requirements are met at the discharge end. 2. Testing of Fresh Concrete. a. Air Content.Tex-414-A or Tex-416-A. b. Slump.Tex-415-A. • c. Temperature.Tex=422-A. d. Making and Curing Strength Specimens.Tex-447-A. 3. Testing of Hardened Concrete.Only compressive strength testing will be used unless otherwise specified or shown on the plans. a. Compressive Strength.Tex-418-A. b. Flexural Strength.Tex-448-A. c. Maturity.Tex-426-a. 4. Certification of Testing Personnel.Contractor personnel performing testing must be either ACI- certified or qualified by a Department-recognized equivalent written and performance testing program for the tests being performed.Personnel performing these tests are subject to Department approval.Use of a commercial laboratory is permitted.All personnel performing testing using the maturity method must be qualified by a training program recognized by the Department before using this method on the job. 5. Adequacy and Acceptance of Concrete.The Engineer will sample and test the fresh and hardened concrete for acceptance.The test results will be reported to the Contractor and the concrete supplier For any concrete that fails to meet the required strengths as outlined below, investigate the quality of the materials,the concrete production operations,and other possible problem areas to determine the cause.Take necessary actions to correct the problem including redesign of the concrete mix.The Engineer may suspend all concrete operations under the pertinent Items if the Contractor is unable to identify,document,and correct the cause of the low strengths in a timely manner.Resume concrete operations only after obtaining approval for any proposed corrective actions. a. Structural Concrete.For concrete classes identified as structural concrete in Table 5,the Engineer will make and test 7-day and 28-day specimens.Acceptance will be based on the design strength given in Table 5. The Engineer will evaluate the adequacy of the concrete by comparing 7-day test results to the target value established in accordance with Section 421 4.B,'Trial Batches." b. All Other Concrete.For concrete classes not identified as structural concrete in Table 5,the Engineer will make and test 7-day specimens.The Engineer will base acceptance on the 7-day target value established in accordance with Section 421 4.B,"Trial Batches." 6. Test Sample Handling.Unless otherwise shown on the plans or directed,remove forms and deliver department test specimens to curing facilities,in accordance with pertinent test procedures. Clean and prepare forms for reuse. 421.5.Measurement and Payment The work performed,materials furnished,equipment,labor,tools, and incidentals will not be measured or paid for directly but will be subsidiaryy to pertinent Items. t� } ITEM 422 REINFORCED CONCRETE SLAB 422.1.Description.Form and construct reinforced concrete bridge slab. 422.2.Materials.Furnish materials in accordance with: •Item 420,"Concrete Structures" •Item 421,"Hydraulic Cement Concrete" •Item 426,"Prestressing" •Item 440,"Reinforcing Steel" Use Class S for all cast-in-place concrete unless otherwise shown on the plans. 4223.Construction. A. Cast-in-Place Slab.Use conventional forms,permanent metal deck forms,or prestressed concrete panels.Use permanent metal deck forms or conventional forms for thickened slabs,diaphragms,or other regions as shown on the plans where prestressed concrete panels are not used.Construct the slab as shown on the plans and in accordance with the pertinent requirements of: • Item 420,"Concrete Structures" • Item 424,"Precast Concrete Structures(Fabrication)" • Item 426,"Prestressing" • Item 440,"Reinforcing Steel." B. Extending Existing Slabs.Extend existing slabs in accordance with Item 430,"Extending Concrete Structures." C. Prestressed Concrete Panels.Profile each beam to determine the actual camber or sag of the beams before placing panels.Adjust the profile grade line,panel elevation,and bearing seat elevations as needed to obtain the required cover over the slab reinforcement and the required slab thickness.When a profile grade line adjustment is necessary,make adjustments over suitable increments,depending on span lengths,so that the revised grade line will produce a uniform profile and good riding qualities. Obtain approval for the grade adjustments prior to placement.Consider actual beam camber in adjacent spans or slab placements when adjusting the grade line.Place the top portion of abutment backwalls and wings after adjustment to the profile grade line. 422.4.Measurement.Reinforced concrete slab placed under this Item will be measured by the square foot of slab surface area using the nominal dimensions and configuration shown on the plans.Transverse measurement will be made from outer edge of slab to outer edge of slab(including raised median and sidewalk sections).Longitudinal measurement will be made between ends of units or spans.Diaphragms, haunch concrete,reinforcement,and optional steel diaphragms will be considered as a portion of the slab. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustment of quantities is required. The quantities of concrete and reinforcing steel shown on the plans are based on a conventionally formed slab.These quantities include amounts for concrete diaphragms,brackets and other required attachments, and haunch concrete when required,based on the profile grade,theoretical camber,and dead load deflection of the beams.No additional measurement will be made for concrete or reinforcing steel due to a variation in camber of the beams from theoretical camber,or for additional quantities required by optional methods of forming. 4225.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Reinforced Concrete Slab"and "Reinforced Concrete Slab(Extend Slab)."This price is full compensation for furnishing,hauling,mixing, placing,curing,and finishing concrete;furnishing and placing reinforcing steel;grouting and pointing; furnishing and placing drains and expansion joint material(except where specifically furnished under - another Item);furnishing and placing metal flashing strips;forms(removable and permanent)and falsework;prestressed concrete panels;furnishing and placing concrete and reinforcement for raised medians,sidewalks,sign mounts,luminaire brackets,and other concrete appurtenances;removing designated portions of existing slab;cleaning,bending,and cutting exposed existing reinforcing steel; welding reinforcing steel;doweling;cleaning and preparing concrete surfaces;and equipment,labor, tools,and incidentals. Structural steel,anchor bolts,armor joints,sealed expansion joints,rail(including the concrete parapet portion),and concrete median barrier will be measured and paid for in accordance with pertinent bid items. } :r/ ITEM 423 RETAINING WALLS 423.1.Description.Furnish,construct,and install retaining walls. 423.2.Materials. A. General.Furnish materials in accordance with the following: •, Item 420,"Concrete Structures" • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcing Steel" • Item 445,"Galvanizing" • Item 458,"Waterproofing Membranes for Structures" • Item 556,"Pipe Underdrains." Unless otherwise shown on the plans,use concrete for retaining walls that conforms to the requirements of Table 1. Table 1 Concrete for Retaining Walls Application Concrete Cast-in-place,non-reinforced Class A Cast-in-place,reinforced ' Class C Precast Class H,fc=4,000 psi Furnish concrete for machine-made concrete block units in accordance with ASTM C 90,Class 1, Type II,except that the minimum 28-day compressive strength must be 4,000 psi with maximum moisture absorption of 7%. Provide Type 1 filter fabric in accordance with DMS-6200,"Filter Fabric."Provide filter fabric rated as UV-resistant when used as part of the exposed facing for a temporary wall. Joint fillers,pads,waterstops,and other incidental materials must be as shown on the plans or approved by the Engineer When the plans call for epoxy coating of steel earth reinforcements,epoxy coat all steel used in concrete panels and coping including connectors,dowels,stirrups,and reinforcing steel. B. Fabrication. 1. Cast-in-Place.Meet Item 420,"Concrete Structures." 2. Formed Precast.Meet Item 424,"Precast Concrete Structures(Fabrication)." 3. Machine-Made Precast:.Furnish machine-made concrete block units in accordance with ASTM C 90,sampled and tested in accordance with ASTM C 140.Furnish units with molded dimensions within 1/8 in.of specified dimensions,except height must be within 1/16 in. C. Backfill. 1. Non-Select.Furnish backfill meeting Item 132,"Embankment,"of the type specified in the plans. If no type is specified,provide material with a maximum plasticity index of 30 as determined by Tex-106-E. 2. Select.Select backfill is required in specific areas of permanent and temporary MSE and concrete block-type retaining walls.Provide select backfill that is free from organic or otherwise deleterious materials and that conforms to the gradation limits in Table 2 as determined by Tex-110-E. Provide backfill that does not contain shale,caliche,or other soft,poor-durability coarse aggregate particles.Backfill appearing to contain such particles will be tested for soundness.Backfill with 5-cycle magnesium sulfate soundness of more than 30%when tested in accordance with Tex-411-A will be rejected. Type A,B,and D particles larger than 1/4 in.must be angular or crushed.Rounded rock or gravel is not allowed. Table 2 Select Backfill Gradation Limits Type Sieve Size Percent Retained 3in. 0 A 1/2 in. 50-100 No.4 See Note No.40 85-100 3 in. 0 B No.4 See Note No.40 40-100 No.200 85-100 3in. 0 C No.4 See Note No.200 70-100 D 3in. 0 3/8 in. 85-100 Note:Use No.4 sieve for detenniiiation of rock backfill as described in Section 423.C,"Backfill." When the backfill gradation results in 85%or more material retained on the No.4 sieve,the backfill will be considered rock backfill.All Type D backfill is considered rock backfill. Unless otherwise shown on the plans,furnish Type B backfill for permanent walls.Furnish Type C backfill for temporary walls.Furnish Type D backfill for areas of walls subject to inundation or below the 100-year flood elevation as noted in the plans. When nonmetallic or epoxy-coated earth reinforcements are used,furnish backfill meeting the requirements of this Section but with a maximum particle size of 3/4 in. 3. Drainage Aggregate.Use drainage aggregate to fill the void within concrete block units and in the zone 1 f1.behind the units.Provide drainage aggregate that is free from organic or otherwise deleterious materials and that conforms to the gradation limits in Table 3 as determined by Tex-110-E. Table 3 Drainage Aggregate Gradation Limits Sieve Size Percent Retained 1 in. 0 3/4 in. 25-50 1/2 in. 50-100 No.4 75-100 4. Cement-Stabilized Backfill.Use cement-stabilized backfill when required or as approved. Stabilize Type C backfill with 5%hydraulic cement by dry weight of the backfill material.Use a stationary plant to thoroughly mix the backfill material,cement,and water.Place and compact the backfill within 2 hours of mixing,When cement-stabilized backfill is used,provide special drainage provisions as shown on the plans. 5. Electrochemical.Provide backfill meeting the following additional requirements for permanent retaining wall systems using galvanized metallic earth reinforcements: • The pH is between 5.5 and 10.0 as determined by Tex-128-E. • Resistivity is more than 3,000 ohm-cm as determined by Tex-129-E. • Material with resistivity between 1,500 and 3,000 ohm-cm may be used if the chloride content is less than 100 ppm and the sulfate content is less than 200 ppm as determined by Tex-620-J r � When cement-stabilized backfill is used,perform electrochemical testing on the raw,unstabilized backfill material. D. Earth Reinforcements.Furnish earth reinforcements that meet the design requirements.For permanent walls,galvanize or epoxy coat all steel elements in contact with soil.Epoxy coat in accordance with Item 440,"Reinforcing Steel,"except provide a minimum 18-mil coating thickness. Epoxy coat the reinforcing only when shown in the plans or as approved.When using nonmetallic or epoxy coated earth reinforcements,use connection hardware that is likewise nonmetallic or epoxy coated - 4233.Construction. A. General.Construct retaining walls in accordance with details shown on the plans,on the approved working drawings,and to the pertinent requirements of the following,Items: • Item 110,"Excavation" • Item 132,"Embankment" • Item 400,"Excavation and Backfill for Structures" • Item 420,"Concrete Structures" • Item 458,"Waterproofing Membranes for Structures" • Item.556,"Pipe Underdrains." Construct required piling or drilled shafts in accordance with the pertinent specification. B. Definitions.This Item uses the following terms: • Permanent Wall—A retaining wall with a design service life of 75 years.All walls are presumed to be permanent walls unless otherwise specified in the plans. • Temporary Wall—A retaining wall so designated by description,with a design service life of 3 years. • Mechanically Stabilized Earth(MSE)Wall—A wall consisting of a volume of select backfill with tensile earth reinforcement elements distributed throughout.Permanent MSE walls use a precast concrete panel as a facing element.Temporary MSE walls use welded wire fabric with filter fabric backing as a facing element. • Concrete Block Wall—A retaining wall that uses machine-made,precast concrete block units as facing elements.The walls may use a volume of select fill with tensile earth reinforcements distributed throughout,or may use only the facing unit and unit fill weight for support. C. Options.When optional design details are shown on the plans,the Contractor is required to use the same facing design within an area of continuous retaining walls. When proposing the use of 2 or more systems,provide drawings for review indicating the proposed design arrangement. D. Working Drawings.When proprietary wall systems are used,submit casting drawings,construction drawings,and design calculations bearing the seal of a licensed professional engineer for review and approval.For permanent walls,submit 7 sets of casting and construction drawings and 2 sets of design calculations.Upon completion of construction,submit 1 set of reproducible as-built drawings to the Engineer For temporary walls,submit 5 sets of construction drawings,and 2 sets of design calculations. 1. Casting Drawings.Include all information necessary for casting wall elements,including railing and coping when prefabricated.Show shape and dimensions of panels;size,quantity,and details of the reinforcing steel;quantity,type,size,and details of connection and lifting hardware;and additional necessary details. 2. Construction Drawings.Include a numbered panel layout showing horizontal and vertical alignment of the walls as well as the existing and proposed groundlines.Include all information needed to erect the walls,including the proposed leveling pad elevations;the type and details of the soil reinforcing system(if applicable);the details and manufacturer of all pads,fillers,and filter fabric;the limits and dimensions of structural backfill;details necessary to incorporate coping,railing,inlets,drainage,and electrical conduit;and additional necessary details. Leveling pad elevations may vary from the elevations shown on the plans.Unless a different minimum cover or a specified minimum leveling pad elevation is shown,provide at least 1 ft.of cover from the top of the leveling pad to finish grade. 3. Design Calculations.Include calculations covering the range of heights and loading conditions on the project.Calculations for both internal and external stability as described in the plans will be required.Include a summary of all design parameters used;material types,strength values,and assumed allowables;loads and loading combinations;and factor-of-safety parameters. E. Permanent MSE Walls.Grade the foundation for the structure level for a width equal to or exceeding the length of the reinforcing system.Compact the foundation with'a smooth-wheel vibratory roller or other approved roller.Remove and replace unsuitable foundation soils. Place drilled shafts and piling located within the MSE volume prior to construction of the wall.Place any required pipe underdrain before construction of the wall. Place the concrete leveling pad as shown on the construction drawings.Provide a wood float finish, and wait a minimum of 24 hours before beginning panel erection.No curing or strength testing of the leveling pad concrete is required. Shim the first row of panels as necessary to achieve correct alignment.Use plastic shims or other material that will not deteriorate.If the required shim height exceeds 1 in.,remove and replace the leveling pad or provide a grout level-up as directed. Place filter fabric behind the wall along the joint between the leveling pad and the panels.At leveling pad steps,grout areas where filter fabric spans more than 6 in. After backfilling the first row of panels,place and compact fill material over the leveling pad to an elevation even with or above the surrounding ground.Do not allow water to accumulate and stand at the base of the wall. Place filter fabric behind all wall joints and at the intersection of retaining walls with other structures, including riprap.Cover joints at least 6 in.on each side and use adhesive to hold the filter fabric in place. Exercise care while lifting,setting,and aligning panels to prevent damage to the panels.Discontinue any operation that results in chipping,spalling,or cracking of panels.Remove and replace damaged panels,or repair as approved by the Engineer. Provide external bracing for the initial row of panels.Use wooden wedges,clamps or other means necessary to maintain position and stability of panels during placement and compaction of backfill. Remove wooden wedges as soon as the panel or coping above the wedged element is erected and backfilled.Remove all wedges after completing the wall. Review plumbness and position of each row of panels before placing the subsequent row Remove and rebuild any portion of the wall that is out of tolerance.Modify panel batter and bracing,and backfill material,placement,and compaction methods as required to maintain wall tolerances. Construct walls to a vertical and horizontal alignment tolerance of 3/4 in.when measured along a 10-ft. straightedge.Construct walls to an overall vertical tolerance(plumbness from top to bottom)of 1/2 in. per 10 ft.of wall height.Construct walls so that the maximum out-of-plane offset at any panel joint is less than 3/4 in.,no joint is open to the extent that the filter fabric is visible from the front of the wall; and no joint is closed to the extent that there is concrete-to-concrete contact. Place backfill to closely follow the erection of each row of panels.Place the select and embankment backfill to the same elevation where possible,and operate the compaction equipment over the interface.Do not create a continuous,distinct,vertical joint between the select and embankment backfill.Do not complete the embankment prior to construction of the retaining wall. When building a wall against existing ground,maintain the stability of the interface area between the existing ground and the select fill.Remove and recompact any material that loosens,caves,or fails. Compact backfill to provide not less than 95%of density determined in accordance with Tex-1 14-E. Field density determination will be made in accordance with Tex-115-E. Sprinkle backfill as required to ensure adequate uniformly distributed moisture in each lift prior to and during compaction.Place fill in lifts of 8 in.or less(loose measurement).Place fill in a manner that avoids segregation of the fill.Decrease the lift thickness if necessary to obtain the required compaction.Use hand-operated or walk-behind compaction equipment in the 3-ft.wide strip adjacent to the wall panels.Do not displace panels or distort or damage the reinforcement system during compaction.Modify backfill material,placement,and compaction methods as necessary to meet density requirements while maintaining wall tolerances. Place rock backfill or material that the Engineer determines too coarse for density testing by the "Ordinary Compaction"method of Item 132,"Embankment." At each earth reinforcement level,place and compact the backfill to the reinforcement level before placing the•reinforcement.Place earth reinforcements perpendicular to the face of the wall.Remove slack in connections prior to placing backfill:For systems using nonmetallic earth reinforcements, pretension each layer of reinforcement to remove slack before placing backfill.Use devices capable of mechanically applying and holding the required force.Do not operate tracked equipment directly on any reinforcement. When rock backfill is used,cover the rock backfill with filter fabric before placing the 2 ft.of backfill immediately below the pavement structure or top of wall.Overlap the fabric at least 18 in.at splices, and extend it past the edge of the rock backfill at least 18 in.Above the filter fabric,use backfill that contains sufficient fines to fill the voids in a compacted state.Place a horizontal layer of filter fabric as noted above when transitioning from rock backfill to finer grained backfill anywhere within the wall volume. Prevent surface water or rainwater from damaging the retaining walls during construction.Shape the backfill to prevent water from ponding or flowing on the backfill or against the wall face.Remove and replace any portion of the retaining wall damaged or moved out of tolerance by erosion,sloughing,or saturation of the retaining wall or embankment backfill. F. Temporary MSE Walls.Provide a facing system rigid enough to maintain a smooth and straight wall face both during and after construction. Grade and compact the foundation for the structure as described in Section 423.3.E,"Permanent MSE Walls." Place earth reinforcement and facing system in accordance with the approved working drawings. Backfill the 2-ft.zone immediately behind the facing with clean coarse rock meeting the requirements of Coarse Aggregate Grade 1,2,or 3 of Item 421,"Hydraulic Cement Concrete,"or of Type D backfill as described in Section 423.2:C.2,"Select."Cement-stabilized backfill as described in Section 423.2.C.4,"Cement-Stabilized Backfill,"may be used in place of the coarse rock. Place and compact backfill in accordance with the requirements of Section 423.3.E. Construct walls to a vertical and horizontal alignment tolerance of 3 in.when measured along a 10 ft. straight edge.Construct walls to an overall vertical tolerance(plumbness from top to bottom)of 2 in. per 10 ft.of wall height.Place adjacent facing elements so that the maximum out-of-plane offset at any facing element joint is less than 1 in.Place facing elements and filter fabric with no gaps in the facing or fabric. Prevent surface water or rainwater from damaging the retaining walls during and after construction. Place temporary berms or curbs,shape the backfill,or use other approved methods to prevent water from flowing against or over the wall face.Remove and replace any portion of the wall damaged or moved out of tolerance by erosion,'sloughing,or saturation of the retaining wall or embankment backfill. G. Concrete Block Retaining Walls.The concrete block units may be sampled and tested by the Engineer prior to shipment or upon delivery to the construction site.Display for approval samples of block units indicating the color,texture,and finish.Store,transport,and handle all block units carefully to prevent cracking or damage. Grade and compact the foundation for the structure,and place the leveling pad as described in Section 423.3.E,"Permanent.MSE Walls." Place the concrete block facing units in accordance with the approved working drawings.Fill the voids within the units and fill the 1-ft.zone immediately behind the facing with drainage aggregate as described in Section 423.2.C.3,"Drainage Aggregate."Systems tested without unit fill may omit the fill as indicated on the approved drawings.Systems with approved filter fabric details may omit the drainage aggregate in the 1-ft.zone immediately behind the facing. For walls using earth reinforcements,place reinforcements and backfill in accordance with the requirements of Section 423.3.E.Pay particular attention to the connection details of the earth reinforcements to the concrete block units. Construct walls to a vertical and horizontal alignment tolerance of 1-1/2 in.when measured along a 10-ft.straightedge.Construct walls to an overall vertical tolerance(deviation from the vertical or battered control line,top to bottom)of 1 in.per 10 ft.of wall height.Place adjacent facing elements so that the maximum out-of-plane offset at any facing element joint is less than 1 in.Place facing elements with maximum 1/4-in.gaps between block units. Prevent surface water or rainwater from damaging the retaining walls during construction.Shape the backfill to prevent water from ponding or flowing on the backfill or against the wall face.Remove and replace all portions of the retaining wall damaged or moved out of tolerance by erosion,sloughing,or saturation of the retaining wall or embankment backfill. 423.4.Measurement.This Item will be measured by the square foot of the front surface area of the wall. Unless otherwise shown on the plans,the area will be measured from 1 ft.below finished grade of the ground line on the face of the exterior wall to the top of the wall including any coping required(not including railing). This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurements or calculations will made if adjustments of quantities are required. 4235.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Retaining Walls"of the type or special surface finish specified.This price is full compensation for excavation in back of retaining walls and for footings;furnishing and placing footings,leveling pads,copings,and traffic railing foundations; furnishing,placing,and compacting backfill(except in embankment areas),including cement for stabilization;furnishing and placing concrete,reinforcing steel,waterproofing material,filter material and drain pipe,joint material,water stop,and filter fabric when required;fabricating,curing,and finishing all panels;furnishing and placing earth reinforcement,anchorage systems,and fasteners;wall erection;and equipment,labor,tools,and incidentals. Retaining wall backfill areas that are also in embankment areas will be considered part of the quantities measured and paid for under Item 132,"Embankment." When drilled shafts are required,they will be measured and paid for as specified in Item 416,"Drilled Shaft Foundations."When piling is required,it will be measured and paid for as specified in the plans for piling of the appropriate type. i 1 ITEM 425 PRECAST PRESTRESSED CONCRETE STRUCTURAL MEMBERS 425.1.Description.Furnish and erect precast prestressed concrete members fabricated by pretensioning,post-tensioning,or a combinatiOn of the two. 425.2.Materials.Use materials that meet requirements of the following Items: • Item 421,"Hydraulic Cement Concrete" • Item 426,"Prestressing" • Item 434,"Elastomeric Bridge Bearings" • Item.440,"Reinforcing Steel" • Item 442,"Metal For Structures" • DMS-4650,"Hydraulic Cement Concrete Curing Materials and Evaporation Retardants" • DMS-6100,`Epoxies and Adhesives." The bedding strip for precast prestressed concrete bridge deck panels must be extruded polystyrene conforming to ASTM C 578,Type VI,with: • maximum water absorption of 0.1%by volume tested in accordance with ASTM C 272 and • minimum compressive strength of 40 psi tested in accordance with ASTM D 1621 by loading the bedding strip sample perpendicular to the skin(bearing)face. JProvide a manufacturer's certification stating that the bedding strip meets the requirements of this Item.Use adhesive or bonding agents for polystyrene as recommended by the polystyrene manufacturer Use other materials as panel bedding strips only after submitting suitable data for structural review and approval. The dimensions for panel bedding strips must conform to those shown on the plans. 425.3.Construction.Fabricate precast prestressed concrete members in accordance with Item 424,"Precast Concrete,Structures(Fabrication)." A. Handling,Storing,Hauling,and Erection.Properly handle,store,haul,and erect all members so that they are placed in the structure without damage. Unless approved on shop or erection drawings,maintain members in an upnght position at all times,and raise and support them near the ends to prevent torsion.Lift members with approved lifting devices as shown on the shop drawings or as approved. Do not move members from the casting yard until all requirements of the pertinent items have been met. Do not haul beams to the project site until at least 7 days have elapsed since casting unless otherwise approved. The storage area must be clean and well drained.Prevent excessive or differential settlement of members by storing them on: • stable ground and • dunnage of sufficient size,shape,and strength to prevent crushing. Place dunnage a distance not greater than 3%of the beam length from the beam ends. When approved,cantilever beams may be supported at locations other than near the ends.Support concrete box beams and U-beams under the solid end block area during handling,storage,hauling,and erection. When members are stacked,separate them with blocking arranged in vertical planes that will not crush under load. Stack members so that lifting devices are not damaged. Rearrange improperly stored members and inspect them for.damage.Members that are improperly stored and become cracked,warped,or otherwise damaged in storage may be rejected. Securely tie or brace all beams during erection in accordance with minimum erection and bracing standards.When railroad or roadway traffic must be maintained beneath beams already placed,protect traffic against falling objects during the erection of diaphragms and other structural members,during the placing of cast-in-place concrete,and during the erection and dismantling of forms.Protect traffic with nets or flooring with openings not larger than 1 in.,or as approved. When erecting precast prestressed concrete bridge deck panels,fit mating surfaces to prevent excessive grout leakage.If such fit is not provided,fill the joint with grout or seal it with an acceptable caulking compound before placing the cast-in-place portion of the slab. After slab placement,finish surfaces of beams or other members in accordance with Section 420 4.M,"Ordinary Surface Finish,"and Item 427,"Surface Finishes for Concrete." Correct beam discrepancies including but not limited to horizontal misalignment or variations in vertical camber,to achieve a satisfactory completed structure,at no additional expense to the Department.Correction may require replacement of the member. 425.4.Measurement.This Item will be measured by the foot,square foot,square yard, cubic yard,or each member This isa plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement." Additional measurement or calculations will be made if adjustments of quantities are required. 425.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Prestressed Concrete"of the specified structural component and type or size. This price is full compensation for fabricating,hauling,and erection of the members; furnishing and tensioning of prestressing steel;furnishing and placing reinforcing steel and duct;furnishing and placing bearing plates,elastomeric bearings,bars,anchorage plates,and appurtenances;grouting holes;repairs; special treatment of end anchorages and shoes as required;erection bracing;and equipment,labor,tools,and incidentals. Precast prestressed concrete bridge deck panels will not be paid for directly but will be subsidiary to pertinent Items. Precast prestressed concrete piling will be paid for as specified in Item 409,"Prestressed Concrete Piling." • ITEM 428 CONCRETE SURFACE TREATMENT 428.1.Description.Prepare surface and apply a linseed oil treatment or a penetrating-type sealant treatment to concrete surfaces. 428.2.Materials.Furnish materials required by the class of surface treatment shown on the plans. A. Surface Treatment Class I:Provide mixture containing a minimum of 50%and a maximum of 70% boiled linseed oil by volume.Use mineral spirits as the complement component for any ambient temperature range above 40°F,or kerosene for ambient temperature range above 70°F Provide material in accordance with the following specifications: • Boiled linseed oil:ASTM D 260 • Mineral spirits:ASTM D 235 • Kerosene:ASTM D 3699 Provide combined mixture in clean,leakproof,labeled containers.Clearly state the contents on all the containers. B. Surface Treatment Class II.Provide penetrating surface treatment in accordance with DMS-8140, "Concrete Surface Treatment(Penetrating)." 4283.Construction Methods.Treat the upper surfaces of the roadway slab(including direct traffic culverts),bridge sidewalks and medians,the inside faces of curbs and concrete rails,and all other areas shown in the plans.Do not treat surfaces given a higher finish as defined in Item 427,"Surface Finishes for Concrete,"unless otherwise shown on the plans. A. Surface Treatment Class I.Clean concrete surfaces to remove contaminants that retard or prevent absorption of the mixture before treatment application.Do not apply the treatment before required concrete curing is complete,while the surface is damp,or when the ambient temperature is below 40°F Do not heat the mixture.Use a spray applicator equipped with a spray bar to apply the treatment material unless directed otherwise. Apply the material in 2 stages.Apply at an approximate rate of 40 sq.yd.per gallon for the first stage and 67 sq.yd.per gallon for the second stage for a total coverage of 25 sq.yd.per gallon.Wait a minimum of 4 hr after the first application before applying the second application.Apply so that a uniform coverage is obtained. Remove any excess mixture remaining on the surface 4 hr after the second application or cover with an application of fine sand.Do not allow traffic on the treated surface for 24 hr after the final application. B. Surface Treatment Class II.Refer to the manufacturer's specifications for instruction on the use of the treatment material in addition to the requirements of this Item. Clean the concrete surfaces to remove all visible curing compound and any other contaminants that retard or prevent penetration of the mixture before treatment application.Demonstrate the method of cleaning to the Engineer by preparing a 100-sq.ft.area before proceeding with complete cleaning.Do not damage the concrete surface to the point that the coarse aggregate is exposed.Acceptance of the entire cleaned surface by the Engineer is required before the application of the treatment material. Apply the treatment material no sooner than 14 days after casting the concrete and a minimum of 1 day after curing blankets have been removed. Apply treatment material to a dry surface no sooner than 24 hours after any water has reached the concrete surface.Apply treatment material when surface temperature is between 40°F and 100°F Do not dilute or alter the treatment material. Apply the treatment material at a rate of 125 sq.ft.of surface area per gallon.Treat the upper side of horizontal and near-horizontal surfaces in 1 pass or coat.Treat the vertical and overhead surfaces in 2 passes or coats.Apply the first coat at a rate of 165 sq.ft.of surface area per gallon,and apply the second coat at a rate of 500 sq.ft.of surface area per gallon.Apply the second coat within 1 hr of application of the first coat. Use a spray applicator equipped with a spray bar to apply the treatment material to deck surfaces. Apply the treatment material at&uniform rate,covering the entire surface being treated. Follow the treatment material manufacturer's specifications regarding the post-wetting of the treated surface and required lapse time before traffic is permitted on the treated surface. 428:4.Measurement.This Item will be measured by the square yard of concrete surface treated.This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 428:5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price for"Concrete Surface Treatment (Class I)"or"Concrete Surface Treatment(Class II)."This price is full compensation for furnishing materials and'for equipment,labor,tools,,and incidentals. ITEM 440 REINFORCING STEEL 440.1.Description.Furnish and place reinforcing steel of the sizes and details shown on the plans. 440.2.Materials. A. Approved Mills.Before furnishing steel,producing mills of reinforcing steel for the Department must be pre-approved in accordance with DMS-7320,"Qualification Procedure for Reinforcing Steel Mills," by the Construction Division,which maintains a list of approved producing mills.Reinforcing steel obtained from unapproved sources will not be accepted. B. Deformed Bar and Wire Reinforcement.Unless otherwise shown on the plans,reinforcing steel must be Grade 60,and bar reinforcement must be deformed.Reinforcing steel must conform to one of the following: • ASTM A 615,Grades 40 or 60; • ASTM A 996,Type A,Grades 40 or 60; • ASTM A 996,Type R,Grade 60,permitted in concrete pavement only(Furnish ASTM A 996, Type R bars as straight bars only and do not bend them.Bend tests are not required.);or • ASTM A 706. The provisions of this Item take precedence over ASTM provisions. The nominal size,area,and weight of reinforcing steel bars covered by this Item are shown in Table 1 Designate smooth bars up to No.4 by size number and above No.4 by diameter in inches. Table 1 Size,Area,and Weight of Reinforcing Steel Bars Bar Size Bar Size Diameter Area(Sq. Weight per Number Number (in.) in.) Ft. (in.) (mm) 3 10 0.375 . 0.11 0.376 4 13 0.500 0.20 0.668 5 16 0.625 0.31 1.043 6 19 0.750 0.44 1.502 7 22 0.875 0.60 2.044 8 25 1.000 0.79 2.670 9 29 1.128 1.00 3.400 10 32 1.270 1.27 4.303 11 36 1 410 1.56 5313 14 43 1.693 2.25 7.650 18 57 2.257 4.00 13.60 Note:Bar size numbers(in.)are based on the number of eighths of an inch included in the nominal diameter of the bar.Bar size numbers(mm)approximate the number of millimeters included in the nominal'diameter of the bar. C. Smooth Bar and Spiral Reinforcement.Smooth bars and dowels for concrete pavement must have a minimum yield strength of 60 ksi and meet ASTM A 615.For smooth bars that are larger than No.3, provide steel conforming to ASTM A 615 or meet the physical requirements of ASTM A 36. Spiral reinforcement may be smooth or deformed bars or wire of thp minimum size or gauge shown on the plans.Bars for spiral reinforcement must comply with ASTM A 615,Grade 40;ASTM A 996, Type A,Grade 40;or ASTM A 675,Grade 80,meeting dimensional requirements of ASTM A 615. Smooth wire must comply with ASTM A 82,and deformed wire must comply with ASTM A 496. D. Weldable Reinforcing Steel.Reinforcing steel to be welded must comply with ASTM A 706 or have a carbon equivalent(C.E.)of at most 0.55%.A report of chemical analysis showing the percentages of elements necessary to establish C.E.is required for reinforcing steel that does not meet ASTM A 706 to be structurally welded.These requirements do not pertain to miscellaneous welds on reinforcing steel as defined in Section 448.4.B.1.a,"Miscellaneous Welding Applications." Calculate C.E.using the following formula: %Mn %Cu %Ni %Cr %Mo %V C.E.=%C+ + + + - -- 6 40 20 10 50 10 E. Welded Wire Fabric.For fabric reinforcement,use wire that conforms to ASTM A 82 or A 496.Use wire fabric that conforms to ASTM A 185 or A 497 Observe the relations shown in Table 2 among size number,diameter in inches,and area when ordering wire by size numbers,unless otherwise specified.Precede the size number for deformed wire with"D"and for smooth wire with"W" Designate welded wire fabric as shown in the following example:6 x 12-W16 x W8(indicating 6-in. longitudinal wire spacing and 12-in.transverse wire spacing with smooth No. 16 wire longitudinally and smooth No.8 wire transversely). Table 2 Wire Size Number,Diameter,and Area Size Number Size Number (in.) (mm) Diameter(in.) Area(sq.in.) 31 200 0.628 0.310 30 194 0.618 0.300 28 181 0.597 0.280 26 168 0.575 0.260 24 155 0.553 0.240 22 . 142 0.529 0.220 20 129 0.505 0.200 18 116 0.479 0.180 16 103 0.451 0.160 14 90 0.422 0.140 12 77 0391 0.120 10 65 .. 0.357 0.100 8 52 0.319 0.080 7 45 0.299 0.070 6 39 0.276 0.060 5.5 35 0.265 0.055 5 32 0.252 0.050 4.5 29 0.239 0.045 , 4 26 0.226 0.040 3.5 23 0.211 0.035 2.9 19 0.192 0.035 2.5 16 0.178 0.025 2 13 0.160 0.020 1.4 9 0.134 0.014 1.2 8 0.124 0.012 0.5 3 .0.080 0.005 Note:Size numbers(in.)are the nominal cross-sectional area of the wire in hundredths of a square inch.Size numbers(mm)are the nominal cross-sectional area of the wire in square millimeters.Fractional sizes between the sizes listed above are also available and acceptable for use. F Epoxy Coating.Epoxy coating will be required as shown on the plans.Before furnishing epoxy- coated reinforcing steel,an epoxy applicator must be pre-approved in accordance with DMS-7330, "Qualification Procedure for Reinforcing Steel Epoxy Coating Applicators."The Construction Division maintains a list of approved applicators. Coat reinforcing steel in accordance with Table 3. Table 3. Epoxy Coaling Requirements for Reinforcing Steel Material Specification Bar ASTM A 775 or A 934 Wire or fabric ASTM A.884 Class A or B Mechanical couplers As shown on the plans Hardware As shown on the plans Use epoxy coating material and coating-repair material that complies with DMS-8130,"Epoxy Powder Coating for Reinforcing Steel."DO not patch more than 1/4 in.total length in any foot at the applicator's plant. Epoxy-coated reinforcement will be sampled and tested in accordance with Tex-739-I. Maintain identification.of all reinforcing throughout the coating and fabrication and until delivery to the project site. Furnish 1'copy of a written certification that the coated reinforcing steel meets the requirements of this Item and 1 copy of the manufacturer's control tests. G. Mechanical Couplers.When mechanical splices in reinforcing steel bars are shown on the plans;use the following types of coupler • sleeve-filler, • sleeve-threaded; • sleeve-swaged,or • sleeve-wedge. Furnish only couplers that have been produced by a manufacturer that has been prequalified in accordance with DMS-4510,"Mechanical Couplers."Sleeve-wedge type couplers will not be permitted on coated reinforcing.Couplers for use on individual projects must be sampled and tested in accordance with DMS-4510.Furnish couplers only at locations shown on the plans. 4403.Construction. A. Bending:Cold-bend the reinforcement accurately to the shapes and dimensions shown on the plans. Fabricate in the shop if possible.Field-fabricate,if permitted,using a method approved by the Engineer.Replace improperly fabricated,damaged,or broken bars at no additional expense to the Department.Repair damaged or broken bars embedded in a previous concrete placement using a method approved by the Engineer. Unless otherwise shown on the plans,the inside diameter of bar bends,in terms of the nominal bar diameter(d),must be as shown in Table 4. Table 4 Minimum Inside Diameter of Bar Bends Bar Size Bar Size Bend Number Number Diameter • . (in.) (mm) Bends•of90°and greater in 3,4,5 10,13,16 4d stirrups,ties,and other secondary bars that enclose 6,7,8 19,22,25 6d another bar in the bend Bends in main bars and in 3 through 8 10 through 25 6d secondary bars not covered 9, 10,11 29,32,36 • 8d above 14,18 43,57 10d Note:Bar size numbers(in.)are based on the number of eighths of an inch included in'the nominal diameter of the bar.Bar size numbers(mm)approximate the number of millimeters included in the nominal diameter of the bar. o- 4 Where bending No. 14 or No. 18 Grade 60 bars is required,bend-test representative specimens as described for smaller bars in the applicable ASTM specification.Make the required 90°bend around a pin with a diameter of 10 times the nominal diameter of the bar. B. Tolerances.Fabrication tolerances for,bars are shown in Figure 1 +1" c � ±2" From end of bar to any bend 1 ±1/2" _ +0, -1/4" if 6" or less +0, -1/2" if over 6" ±1/2" ±1/2" O !1 Spiral or Stirrup or Tie Circular Tie Figure 1 Fabrication tolerances for bars. C. Storage.Store steel reinforcement above the ground on platforms,skids,or other supports,and protect it from damage and deterioration.Ensure that reinforcement is free from dirt,paint,grease,oil,and other foreign materials when it is placed in the work.Use reinforcement free from defects such as cracks and delaminations.Rust,surface seams,surface irregularities,or mill scale will not be cause for rejection if the minimum cross-sectional area of a hand wire-brushed specimen meets the requirements for the size of steel specified. D. Splices.Lap-splice,weld-splice,or mechanically splice bars as shown on the plans.Additional splices not shown on the plans will require approval.Splices not shown on the plans will be permitted in slabs 15 in.or less in thickness,columns,walls,and parapets. • Unless otherwise approved,splices will not be permitted in bars 30 ft.or less in plan length.For bars exceeding 30 ft.in plan length,the distance center-to-center of splices must be at least 30 ft. minus 1 splice length,with no more than 1 individual bar length less than 10 ft.Make lap splices J � not shown on the plans,but otherwise permitted,in accordance with Table 5.Maintain the specified concrete cover and spacing at splices;and place the lap-spliced bars in contact;securely tied together Table 5 Minimum Lap Requirements for Bar Sizes through No.11 Bar Size Bar Size Uncoated Lap Coated Lap Number(in.) Number(mm). Length Length 3 10 , 1 ft.4 in. 2 ft.Oin. _ 4 13 1 ft.9 in. 2 ft.8 in. 5. 16 2 ft.2 in. . 3 ft.3 in. 6 19 2 ft.7 in. 3 ft. 11 in. 7 22 3 ft..5 in. 5 tt.,2 in.. 8 25 4 ft.6 in. 6 ft.9 in. 9 29 5ft.8in. 8 ft..6in.. 10 32 7 ft.3 in. 10 ft. 11 in. 1'1 36 8 ft. 11 in. 13 ft.5 in. Note:Bar size numbers(in.)are based on the number of eighths of an inch included in the nominal diameter of the bar.Bar size numbers(mm)approximate the number of millimeters included in the nominal diameter of the bar. • Do not lap No. 14 or No. 18 bars. • Lap spiral steel at least 1.turn. • Splice welded wire fabric using a lap length that includes the overlap of at least 2 cross wires plus 2 in.on each sheet or roll.Splices using bars that develop equivalent strength and are lapped in accordance with Table 5 are permitted. • For box culvert extensions with less than 1 ft.of fill,lap the existing longitudinal bars with the new bars as shown in Table 3.For extensions with more than 1 ft.of fill,lap at least 1 ft.0 in. • Ensure that welded splices conform to the requirements of the plans and of Item 448,"Structural Field Welding."Field-prepare ends of reinforcing bars if they will be butt-welded.Delivered bars must be long enough to permit weld preparation. • Install mechanical coupling devices in accordance with the manufacturer'g recommendations at locations shown on the plans.Protect threaded male or female connections,and make sure the threaded connections are clean when making the connection.Do not repair damaged threads. • Mechanical coupler alternate equivalent strength arrangements,to be accomplished by substituting larger bar sizes or more bars,will be considered if approved in writing before fabrication of the systems. E. Placing.Unless otherwise shown on the plans,dimensions shown for reinforcement are to the centers of the bars.Place reinforcement as near as possible to the position shown on the plans.In the plane of the steel parallel to the nearest surface of concrete,bars must not vary from plan placement by more than 1/12 of the spacing between bars.In the plane of the steel perpendicular to the nearest surface of concrete,bars must not vary from plan placement by more than 1/4 in.Cover of concrete to the nearest surface of steel must be at least 1 in.unless otherwise shown on the plans. For bridge slabs,the clear cover tolerance for the top mat of reinforcement is—0,+1/2 in. Locate the reinforcement accurately in the forms,and hold it firmly in place before and during concrete placement by means of bar supports that are adequate in strength and number to prevent displacement and to keep the steel at the proper distance from the forms.Support bars by standard bar supports with plastic tips,approved plastic bar supports,or precast mortar or concrete blocks when supports are in contact with removable or stay-in-place forms.Use bright basic bar supports to support reinforcing steel placed in slab overlays on concrete panels or on existing concrete slabs.Bar supports in contact with soil or subgrade must be approved. For bar supports with plastic tips,the plastic protection must be at least 3/32 in.thick and extend upward on the wire to a point at least 1/2 in.above the formwork. All accessories such as tie wires,bar chairs,supports,or clips used with epoxy-coated reinforcement must be of steel,fully coated with epoxy or plastic.Plastic supports approved by the Engineer may also be used with epoxy-coated reinforcement. Cast mortar or concrete blocks to uniform dimensions with adequate bearing area.Provide a suitable tie wire in each block for anchoring to the steel.Cast the blocks to the thickness required in approved molds.The surface placed adjacent to the form must be a true plane,free of surface imperfections. Cure the blocks by covering them with wet burlap or mats for a period of 72 hr Mortar for blocks should contain approximately 1 part hydraulic cement to 3 parts sand.Concrete for blocks should contain 850 lb.of hydraulic cement per cubic yard of concrete. Place individual bar supports in rows at 4-ft.maximum spacing in each direction.Place continuous type bar supports at 4-ft.maximum•spacing.Use continuous bar supports with permanent metal deck forms. The exposure of the ends of longitudinals,stirrups,and spacers used to position the reinforcement in concrete pipe and in precast box culverts or storm drains is not cause for rejection. Tie reinforcing steel for bridge slabs,top slabs of direct traffic culverts,and top slabs of prestressed box beams at all intersections,except tie only alternate intersections where spacing is less than 1 ft.in each direction.For reinforcing steel cages for other structural members,tie the steel at enough intersections to provide a rigid cage of steel.Fasten mats of wire fabric securely at the ends and edges. Before concrete placement,clean mortar,mud,dirt,debris,oil,and other foreign material from the reinforcement.Do not place concrete until authorized. If reinforcement is not adequately supported or tied to resist settlement,reinforcement is floating upward;tniss bars are overturning,or movement is detected in any direction during concrete placement,stop placement until corrective measures are taken. F. Handling,Placement,and Repair of Epoxy-Coated Reinforcing Steel. 1. Handling.Provide systems for handling coated reinforcement with padded contact areas.Pad bundling bands or use suitable banding to prevent damage to the coating.Lift bundles of coated reinforcement with a strongback,spreader bar,multiple supports,or a platform bridge.Transport the bundled reinforcement carefully,and store it on protective cribbing.Do not drop or drag the coated reinforcement. 2. Construction Methods.Do not flame-cut coated reinforcement.Saw or shear-cut only when approved.Coat cut ends as specified in Section 440.3.F.3,"Repair of Coating." "Do not weld or mechanically couple coated reinforcing steel except where specifically shown on the plans.Remove the epoxy coating at least 6 in.beyond the weld limits before welding and 2 in. beyond the limits of the coupler before assembly After welding or coupling,clean the steel of oil, grease,moisture,dirt,welding contamination(slag or acid residue),and rust to a near-white finish. Check the existing epoxy for damage.Remove any damaged or loose epoxy back to sound epoxy coating. After cleaning,coat the splice area with epoxy repair material to a thickness of 7 to 17 mils after curing.Apply a second application of repair material to the bar and coupler interface to ensure complete sealing of the joint. 3. Repair of Coating.For repair of the coating,use material that complies with the requirements of this Item and ASTM D 3963.Make repairs:in accordance with procedures recommended by the manufacturer of the epoxy coating powder For areas to be patched,apply at least the same coating thickness as required for the original coating.Repair all visible damage to the coating. Repair sawed and sheared ends,cuts,breaks,and other damage promptly before additional oxidation occurs.Clean areas to be repaired to_ensure that they are free from surface contaminants. Make repairs in•the shop or in the field as required. 440.4.Measurement and Payment.The work performed,materials furnished,equipment,labor,tools, and incidentals will not be measured or paid for directly but will be considered subsidiary to pertinent Items. 1 ITEM 4'41 STEEL STRUCTURES 441.1.Description.Fabricate and erect structural steel and other metals used for steel structures or for steel portions of structures. 441.2.Materials: A. Base Metal.Use metal that meets Item 442,"Metal for Structures." B. Approved Electrodes and Flux-Electrode Combinations:Use only electrodes and flux-electrode combinations found on the list of approved electrodes and flux-electrode combinations maintained by the Construction Division.To request that a product be added to this list or to renew an expired approval,submit certified reports'of all tests required by the applicable AWS A5 specification according to the applicable welding code(ftir most construction,AASHTO/AWS D1.5,Bridge Welding Code,or AWS D1.1,Structural Welding Code—Steel)to the Construction Division,Materials and Pavements Section. C. High-Strength Bolts.Use fasteners that meet Item 447,"Structural Bolting." D. Coatings.Provide coating materials,as required,in accordance with Item 445,"Galvanizing,"and Item 446,"Cleaning and Painting Steel." 441:3.Construction. A. General Requirements. 1. Applicable Codes.Perform all fabrication in accordance with AASHTO/NSBA Steel Bridge Collaboration S2.1,including fabrication of non-bridge members.Follow all applicable provisions of the appropriate AWS code(D1.5 or Dl 1)except as otherwise noted in the plans or in this Item. Weld sheet steel(thinner than 1/8 in.)in accordance with ANSI/AWS D13,Structural Welding i Code—Sheet Steel.Unless otherwise stated,requirements of this Item are in addition to the requirements of S2.1.Perform all bolting in accordance with Item 447,"Structural Bolting." 2. Primary Members.Primary members include: • webs and flanges of plate,tub,and box girders; • rolled beams and cover plates; • floor beam webs and flanges; • arch ribs and arch tie beams or girders; • truss members; • diaphragm members for curved plate girders or beams; • pier diaphragm members for tub girders; • splice plates for primary members;and • any other member designated as"primary"or"main"on the plans. 3. Responsibility.The Contractor is responsible for the correctness and completeness of shop drawings and for the fit of shop and field connections. 4. Railroad Structures.Fabricate railroad underpass structures in accordance with the latest AREMA Manual for Railway Engineering and this Item.In the case of a conflict between this Item and the AREMA manual,the more stringent requirements apply 5. Qualification of Plant,Laboratories,and Personnel. a. Fabrication.The Department will evaluate fabrication plants for competence of the plant, equipment,organization,,experience,knowledge,and personnel to produce acceptable work. Plants must be qualified in accordance with S2.1(or equal acceptable qualification).When AISC certification is required,provide a copy of the certificate and a copy of the complete audit report,including the exit meeting report. b. Nondestructive Examination(NDE).Personnel performing NDE must be qualified in accordance with the applicable AWS code.Testing agencies and individual third-party contractors must also successfully complete periodic audits for compliance,performed by the Department.In addition,ultrasound technicians must pass a hands-on test administered by the Construction Division.A technician who fails the hands-on test must wait 6,months before taking the test again.Qualification to perform ultrasonic testing for the Department will be revoked when the technician's employment is terminated,and recertification based on a new hands-on test will be required. c. Welding Procedure Qualification.Laboratories performing testing for welding procedure qualification must successfully complete periodic audits in accordance with DMS-7360, "Qualification Procedure for Laboratories Performing Welding Procedure Qualification Testing." 6. Drawings. a. Erection Drawings.Submit 2 copies of erection drawings in accordance with Item 5, "Control of the Work,"before erection of railroad underpasses,trusses,field-spliced(welded or bolted)girders,arches,or other members for which erection drawings are required on the plans.Submit an additional copy of the drawings for railroad underpasses.Erection drawings are not required for rolled I-beans units unless otherwise noted on the plans. Clearly indicate at least: • procedures; • sequence of work; • equipment to be used; • location of falsework,erection cranes,and holding cranes; • falsework design details; • girder lifting points; • adjacent structures loaded;and • requirements for releasing cranes during erection that differ from the requirements of this Item or those shown on the plans. If site conditions differ from those assumed for these drawings,revise the drawings to reflect the actual conditions before continuing the erection work. , b. Shop Drawings.Before fabrication,prepare and submit shop drawings for each detail of the general plans requiring the use of structural steel,forgings,wrought iron,or castings. (1) Bridge Structures.Unless otherwise approved,prepare drawings in accordance with AASHTO/NSBA Steel Bridge Collaboration G1.3,"Shop Detail Drawing Presentation." Print a bill of material on each sheet,including the Charpy V-Notch(CVN)and fracture- critical requirements,if any,for each piece.Indicate joint details on shop drawings for all welds.Indicate fracture-critical areas of members. Show a title block in the lower right corner including: • project identification data including federal and state project numbers, • sheet numbering for the shop drawings, • name of the structure or stream, • name of the fabricator or supplier,and • name of the Contractor Submit 7 copies of shop drawings to the Engineer Submit an additional copy if the owner is a non-Department entity such as a railroad or a municipal or turnpike authority, and another copy if the designer is a private consultant.The Engineer may require additional sets. (2) Non-Bridge Structures.Prepare clear and legible shop drawings for the complete assembly on sheets 11 x 17 in.Full-size drawings may be reduced to half-scale size if they are clear and legible.At the left end,provide a 1-1/2-in.margin,with the other margins 1/2 in.wide.Indicate joint details on shop drawings for all welds.Provide a title block on each sheet in the lower right corner with the following information: • sheet index data shown on the lower right corner of the project plans, • sheet numbering for the shop drawings, • name of the fabricator,and • name of the Contractor Furnish 7 copies of completed shop drawings to the Engineer 7. Welding and Fabrication Procedures. a. Welding Procedures.Before fabrication begins,submit welding procedures in accordance with the applicable AWS code to the Construction Division,Materials and Pavements Section,and notify the Engineer which procedures will be used for each joint or joint type. Post the approved welding procedure specification for the welding being performed on each welding machine,or use another approved method of ensuring that the welder has access to the procedure information at all times. b. Fabrication Procedures.When primary bridge members are fabricated by welding or bolting,submit a fabrication procedure before fabrication begins.The fabrication procedure must include details required by S2.1 as well as: • special processes such as planing or facing, • details of heat treating and heat straightening procedures,and • any other information required by the Engineer Have a fabrication procedure approved for each type of structure(rolled beams with welded or bolted splices,plate girders with welded or bolted splices,tub girders with welded or bolted splices,box girders,plate girder bents,railroad thru-girders and plate girders,truss bridges, orthotropic deck segments,or other major bridge structure types)before starting fabrication. 8. Submerged-Arc Welding(SAW).Provide equipment with automatic guidance capable of maintaining the position of the arc and controlling the speed of travel so that,when once set by the operator,little manipulation is needed.Small adjustments to compensate for acceptable plate waviness,acceptable tilt of flange,etc.will be permitted.Do not use hand-held semiautomatic SAW for welding bridge members unless altered to provide automatic guidance or otherwise approved. 9. Inspection.Provide approved facilities,materials,and equipment required for inspection in accordance with Article 6.5,"Plant Inspection and Testing,".and Item 504,"Field Office and Laboratory"Unless otherwise approved,provide an office meeting the requirements of Section 504.2.B.3,"Type C Structure(Field Office),"except that only 200 sq.ft.are required if fewer than 3 inspectors will be assigned to the facility Provide desks,a layout table,a plan rack, and Internet service in accordance with DMS-10101,"Computer Equipment"Maintain the office and equipment so that it will continue to function properly for the intended use. Provide the Inspector with the helpers and equipment needed to move material to allow inspection. QC is solely the responsibility of the Contractor The Contractor must have a QC staff qualified in accordance with the applicable AWS code.The QC staff must provide inspection of all materials and workmanship prior to inspection by the Department. When structural steel is fabricated outside of the contiguous 48 states,the additional cost of inspection will be in accordance with Article 6.4,"Sampling,Testing,and Inspection." 10. Documentation.Before beginning fabrication,provide a completed Material Statement(Form D-9-USA-1)with supporting documentation(such as mill test reports),issued by the producing mill and verified by qualified personnel.The Department will supply blank forms without charge. Ensure that the documentation legibly reflects all information required by the applicable ASTM specifications. As material is shipped or placed in approved storage,provide a copy of the shipping or storage invoice that reflects: • member piece mark identification and calculated weight per piece from the contract drawings, • number of pieces shipped or in storage; • total calculated weight for each invoice per bid item,and • the unique,identification nutnber of the shipping or storage invoice. y _N The acceptance of material or finished members by the Inspector will not prohibit subsequent rejection if the material or members are found to be damaged or defective.Replace rejected material promptly 11. Material Identification.Assembly-mark individual pieces and issue cutting instructions to the shop using a system that will maintain identity of the original piece. Identify structural steel by standard and grade of steel.Also differentiate between material toughness requirements(CVN,fracture-critical)as well as any other special physical requirements.In addition,identify structural steel for primary members by mill identification numbers(heat numbers).Use an approved identification system.Use either paint or low-stress stencils to make identification markings on the metal.Mark the material as soon as it enters the shop and carry the markings on all pieces through final fabrication.Transfer the markings before cutting steel for primary members of bridge structures into smaller pieces.Loss of identification marking on any piece,with no other positive identification,or loss of heat number identification on any primary member piece will tender the piece unacceptable for use.Unidentifiable material may be approved for use after testing to establish acceptability to the satisfaction of the Engineer. Have testing performed by an approved testing facility,and have results signed and sealed by a licensed professional engineer. B. Welding. 1. Details. a. Rolled Edges.Trim plates with rolled edges used for webs by thermal cutting. b. Weld Tabs.Use weld tabs at least 2 in.long for manual and semi-automatic processes and at least 3 in.long for automatic processes,and in all cases at least as long as the thickness of the material being welded.Use longer weld tabs as required for satisfactory work. c. Weld Termination.Terminate fillet welds approximately 1/4 in.from the end of the attachment except for galvanized structures and flange-to-web welds,for which the fillet weld must run the full length of the attachmentunless otherwise noted on the plans. d. No-Paint Areas at Field-Welded Connections.Keep surfaces within 4 in.of groove welds or within 2 in.of fillet welds free from shop paint. e. Galvanized Assemblies.Completely seal all edges of tightly contacting surfaces by welding before galvanizing. 2. Shop Splices. a. Shop Splice Locations.Keep at least 6 in.between shop splices and stiffeners or crossframes and at least 6 in.between web and flange shop splices.Do not add optional splices to plates shown on the plans as 40 ft.long or shorter unless necessary to obtain the required geometry or otherwise approved.Obtain approval for shop splices added after shop drawings are approved. (1) Continuous Multiple-Span Structures.Unless otherwise shown on the plans or approved,do not locate tension flange splices within 0.05S of an interior bearing,within 0.10S of the centerline of an interior span,or between 0.30S and 0.50S from an end bearing,where S is the span length between centers of bearings. (2) Single-Span Structures.Unless otherwise shown on the plans or approved,do not locate tension flange splices within 0.10S of the centerline of the span. b. Grinding Splice Welds.Grind shop groove welds in flange plates smooth and flush with the base metal on all surfaces whether the joined parts are of equal thickness or of unequal thickness.Grind so that the finished grinding marks run in the direction of stress,and keep the metal below the blue brittle range(below 350°F).Groove welds in web plates,except at locations of intersecting welds,need not be ground unless shown on the plans except as required to meet AWS welding code requirements. 3. Joint Restraint.Never restrain a joint on both sides when welding. 4. Stiffener Installation. 1 a. Flange Tilt.Members must meet combined tilt and warpage tolerances before the installation of stiffeners.Cut stiffeners to fit acceptable flange tilt and cupping.Minor jacking or hammering that does not permanently deform the material will be permitted. b. Stiffeners Near Field Splices.Tack-weld intermediate stiffeners within 12 in.of a welded field splice point in the shop.Weld the stiffeners in the field in accordance with Item 448, "Structural Field Welding,"after the splice is made. 5. Nondestructive Examination(NDE).Perform magnetic particle testing(MT),radiographic testing(RT);and ultrasonic testing(UT)at the Contractor's expense as specified in D1.5 for bridge structures and Dl 1 for all other welding.The Engineer will periodically witness,examine, verify,and interpret NDE.Additional welds may be designated for NDE on the plans.Retest repaired groove welds per the applicable AWS code after repairs are made and have cooled to. ambient temperature.Complete NDE and repairs before assembly of parts into amember but after any heat-correction of weld distortion. a. Radiographic Testing.Radiographs must have a density of at least 2.5 and at most 3.5,as confirmed by a radiographer The density in any single radiograph showing a continuous area of constant thickness must not vary in this areaby more than 0.5.Use only ASTM System Class I radiographic film as described in ASTM E 1815.Use low-stress stencils or other acceptable means to make radiograph and location identification marks on the steel.The Engineer will examine and interpret all results of RT b. Ultrasonic Testing.Have UT equipment calibrated yearly by an authorized representative of the equipment manufacturer or by an approved testing laboratory c. Magnetic Particle Testing.Orient the prod or pole position normal or parallel to the weld unless otherwise,approved.When using the yoke method,use half-wave rectified DC unless otherwise approved. d. Extra-high Strength Steel.For shop welds on steel that has a nominal yield strength over 70,000 psi,perform RT on all flange and web splices iri addition to any requirements of the applicable AWS code.Wait at least 48 hours after completing these welds before inspecting them. 6. Testing of Galvanized Weldments.If problems develop during galvanizing of welded material, the Engineer may require a test of the compatibility of the combined galvanizing and welding procedures in accordance with this Section and may require modification of one or both of the galvanizing and welding procedures. If testing is required,prepare a test specimen with a minimum length of 12 in.using the same base material,having the same joint configuration,and using the welding procedure proposed for production work.Clean and galvanize this test specimen using the same conditions and procedure that will be applied to the production galvanizing. After galvanizing,examine the test specimen.There must be no evidence of excessive buildup of zinc coating over the weld area.Excessive zinc coating buildup will require modification of the galvanizing procedure. Remove the zinc from the weld area of the test specimen in accordance with ASTM A 90,and visually examine the weld area.There must be no evidence of loss of weld metal or any deterioration of the base;metal due to the galvanizing or welding procedure.If there is evidence of deterioration or loss of weld metal;modify the galvanizing or welding procedure as required and run a satisfactory retest on the modified procedures before production work.Report procedures and results on the galvanized weldment worksheet provided by the Department. C. Bolt Holes.Detail holes on shop drawings 1/16 in.larger in diameter than the nominal bolt size shown on the plans unless another hole size is shown on the plans. Thoroughly clean the contact surfaces of connection parts in accordance with Section 447 4.B, "General,"before assembling them for hole fabrication.Make holes in primary members full-size(by reaming from a subsize hole,drilling full-size,or punching full-size where permissible)only in assembly unless otherwise approved. Ream and drill with twist drills guided by mechanical means unless otherwise approved.If subpunching holes,punch them at least 3/16 in.smaller than the nominal bolt size.When numerically controlled(N/C)equipment is used,submit for approval the proposed procedures to accomplish the work from initial drilling or punching through check assembly Use thermal cutting for holes only with permission of the Engineer.Permission for thermal cutting is not required for making slotted holes, when slotted holes are shown on the plans,by drilling or punching two holes and then thermally cutting the straight portion between them.Perform all thermal cutting in accordance with Section 4413.E.1,"Thermal Cutting." Slightly conical holes that naturally result from punching operations are acceptable provided they do not exceed the tolerances of S2.1 The tolerance for anchor bolt hole diameter for bridge bearing assemblies is+1/8 in.,—0. D. Dimensional Tolerances.Meet tolerances of the applicable AWS specifications and S2.1 except as modified in.this Section. 1. Rolled Sections.Use ASTM A 6 mill tolerances for rolled sections,except that D1.5 camber tolerances apply to rolled sections with a specified camber 2. Flange Straightness.Ensure that flanges of completed girders are'free of kinks,short bends,and waviness that depart from straightness or the specified camber by more than 1/8 in.in any 10 ft. along the flange.Rolled material must meet this straightness requirement before being laid off or worked.Plates must meet this requirement before assembly into a member After straightening a bend or buckle,inspect the surface of the metal for evidence of fracture.The Engineer may require nondestructive testing. 3. Alignment of Deep Webs in Welded Field Connections.For girders 48 in.deep or deeper,the webs may be slightly restrained while checking compliance with tolerances of S2.1.In the unrestrained condition,webs 48 in.deep or deeper must meet the tolerances of Table 1.Girders under 48 in.deep must meet the alignment tolerances of S2.1 Table 1 Web Alignment Tolerances for Deep Girders Web Depth,(in.) Maximum Web Misalignment(in.) 48 1/16 60 1/8 72 1/4 84 5/16 96 . 5/16 108 3/8 120 7/16 132 7/16 144 1/2 4. Bearings.Correct bearing areas of shoes,beams,and girders using heat,external pressure,or both.Grind or mill only if the actual thickness of the member is not reduced by more than 1/16 in. below the required thickness. a. I-Beams,Plate Girders,and Tub Girders.The plane of the bearing area of beams and girders must be perpendicular to the vertical axis of the member within 1/16 in.in any 24 in. b. Closed Box Girders.Meet these tolerances: • The plane of the bearing areas of the box girder is perpendicular to the vertical axis of the girder within 1/16 in.across any horizontal dimension of the bearing. • The planes of the beam supports on the box girder are true to the vertical axis of the supported beams or girders to 1/16 in.in any 24 in. In the shop,verify the plane of all bearing areas with the box placed on its bearings to field grade,using an approved process for verification. c. Shoes.Meet these tolerances: •° The top bolster has the center 75%of the long dimension(transverse to the girder)true to 1/32 in.,with the remainder true to 1/16 in.,and is true to 1/32 in.across its entire width in the short dimension(longitudinal to the girder). • The bottom bolster is true to 1/16 in.across its diagonals. 5. End Connection Angles.For floor beams and girders with end connection angles,the tolerance for the length back to back of connection angles is±1/32 in.If end connections are faced,do not reduce the finished thickness of the angles below that shown on the shop drawings. Other Fabrication Processes. 1. Thermal Cutting.Use a mechanical guide to obtain a true profile.Hand-cut only where approved.Hand-cutting of radii for beam copes,weld access holes,and width transitions is permitted if acceptable profile and finish are produced by grinding.Provide a surface finish on thermal-cut surfaces,including holes,in accordance with D1.5 requirements for base metal preparation.Obtain approval before using other cutting processes. 2. Oxygen-Gouging.Do not oxygen-gouge ASTM A 588 or A 709 Gr.50W steel or material with nominal yield strength over 70 ksi. 3. Annealing and Normalizing.Complete all annealing or normalizing(as defined in ASTM A 941) before finished machining,boring,and straightening.Maintain the temperature uniformly throughout the furnace during heating and cooling so that the range of temperatures at all points on the member is no greater than 100°F 4. Machining.Machine the surfaces of expansion bearings so that the travel direction of the tool is in the direction of expansion. 5. Camber.Complete cambering in accordance with S2.1 before any heat-curving. 6. Heat Curving.Heat-curve in accordance with S2.1.The methods in the AASHTO bridge construction specifications are recommended.Attach cover plates to rolled beams before heat- curving only if the total thickness of one flange and cover plate is less than 2-1/2 in.and the radius of curvature is greater than 1,000 ft.For other rolled beams,attach cover plates only after heat- , curving is completed.Locate and attach connection plates,diaphragm stiffeners,and bearing stiffeners after curving,unless girder shrinkage is accounted for. 7. Bending of Quenched and Tempered Steels.The cold-bending radius limitations for HPS 70W in S2.1 apply to all quenched and tempered steels. F. Nonconformance Reports(NCRs).When the requirements of this Item are not met,submit an NCR to the Engineer for approval.Include on the NCR. • date of submittal,nonconformance report number,and IFM number(when applicable); • project information(county;control,section,and job numbers;project number;shop order number;structure name,etc.); • member identification(member number,or piece or erection mark); • description of problem including references to sections of specifications not met; • explanation of why the problem occurred and plan for preventing future occurrences(if applicable); • detailed description(including drawings)of proposed solution including a repair proposal;and • diagrams detailing all pertinent dimensions and locations on relevant sections of shop drawings, including title blocks. Do not begin repairs before approval is received.Perform all repair work in strict compliance with the approved repair procedure.G. Shop Assembly. 1. General Shop Assembly.Shop-assemble field connections of primary members of trusses, arches,continuous beam spans,bents,towers(each face),plate girders,field connections of floor beams and stringers(including for railroad structures),field-bolted diaphragms for curved plate girders and railroad underpasses,and rigid frames.Complete fabrication,welding(except for shear studs),and field splice preparation before members are removed from shop assembly Obtain approval for any deviation from this procedure.The Contractor is responsible for accurate geometry Use a method and details of preassembly consistent with the erection procedure shown on the erection plans and camber diagrams.The sequence of assembly may start from any location in the structure and proceed in one or both directions.An approved method of sequential geometry control is required unless the full length of the structure is assembled. Verify by shop assembly the fit of all bolted and welded field connections between bent cap girders and,plate girders or between plate girders and floor beams. Do not measure horizontal curvature and vertical camber for final acceptance until all welding and• heating operations are completed and the steel has cooled to a uniform temperature.Check 'horizontal curvature and vertical camber in a no-load condition. 2. Bolted Field Connections.Each shop•assembly,including camber,alignment,accuracy of holes, and fit Of milled joints,must be approved before the assembly is dismantled. Assemble with milled ends of compression members in full bearing.Assemble non-bearing connections to the specified gap.Ream all subsize holes to the specified size while the connections are assembled,or drill full size while the connections are assembled.Notify the Engineer before shipping if fill plates or shims are added.Adding or increasing the thickness of shims or fill plates in bearing connections requires approval.Use drift pins and snug-tight bolts during the drilling process to ensure that all planes of the connection(webs and flanges)can be assembled simultaneously Do not use tack welds to secure plates while drilling. If parts are not completely bolted in the shop,secure them by temporary bolts to prevent damage in shipment and handling,Never use tack welds in place of temporary bolts. Match-mark connecting parts in field connections using low-stress stencils in accordance with the diagram in the erection drawings. 3. Welded Field Connections.Mill or grind bevels for groove welds.Do not cut into the web when cutting the flange bevel adjacent to the web.End preparation,backing,and tolerances for single-V groove welds for framing beams or girders must conform to the applicable AWS code unless otherwise shown on the plans. In the shop,prepare ends of beams or girders to be field-welded taking into account their relative positions in the finished structure due to grade,camber,and curvature.Completely shop-assemble and check each splice.While the splice is assembled,match-mark it with low-stress stencils in accordance with the diagram in the erection drawings. H. Finish and Painting. 1. Shop Painting.On new steel items to be painted(except for the coatings on box and tub girder interiors),grind corners that are sharp or that form essentially 90°angles to an approximately 1/16-in.flat surface before blast cleaning.(A corner is the intersection of two plane faces.)This requirement does not apply to punched or drilled holes.Apply shop paint in accordance with Item 446,"Cleaning and Painting Steel."Do not omit shop paint to preserve original markings. 2. Bearing and Faying Surfaces:Clean and prepare all bearing and faying surfaces of bolted connections,including those in railroad structures,in accordance with Item 447,"Structural Bolting,"before shipment. 3. Girder Interiors.Paint the inside of all box and tub girders in accordance with applicable provisions of Item 446,"Cleaning and Painting Steel." 4. Weathering Steel.Provide an SSPC-SP 6 blast in the shop to all fascia surfaces of unpainted weathering steel beams.Fascia surfaces include: • exterior sides of outermost webs and undersides of bottom flanges of plate girders and rolled beams, • all outer surfaces of tub girders and box girders, • all surfaces of truss members, • webs and undersides of bottom flanges of plate diaphragms, • bottom surfaces of floor beams,and • any other surfaces designated as"fascia"on the plans. Do not mark fascia surfaces.Use one of the following methods as soon as possible to remove any markings or any other foreign material that adheres to the steel during fabrication and that could inhibit the formation of oxide film: • SSPC-SP 1,"Solvent Cleaning" • SSPC-SP 2,"Hand Tool Cleaning" • SSPC-SP 3,"Power Tool Cleaning" • SSPC-SP 7,"Brush-off Blast Cleaning." Do not use acids to remove stains or scales.Feather out touched-up areas over several feet. 5. Machined.Surfaces.Clean and coat machine-finished surfaces that are in sliding contact particularly pins and pinholes,with a non-drying,water-repellent grease-type material containing rust-inhibitive compounds.Ensure that the coating material contains no ingredients that might damage the steel.Protect machined surfaces from abrasive blasting. L Handling and Storage of Materials.Prevent damage when storing or handling girders or other materials.If damage to material is caused by handling devices or improper storage,remove or repair the material by acceptable means in accordance with ASTM A 6 and the applicable AWS code. Place stored materials on skids or acceptable dunnage above the ground.Keep materials clean.Shore girders and beams to keep them upright and free of standing water.Place support skids close enough to prevent excessive deflection in long members such as columns.Do not stack completed girders or beams at the jobsite. Protect structural steel from salt water or other corrosive environments during storage and transit. J. Marking and Shipping.Mark all structural members in accordance with the erection drawings.If a surface is painted,make the marks over the paint.Do not use impact-applied stencils to mark painted surfaces. Mark the weight directly on all members weighing more than 3 tons. Keep material clean and free from injury during loading,transportation,unloading,and storage.Pack bolts of each length and diameter,and loose nuts or washers of each size,separately and ship them in boxes,crates,kegs,or barrels.Plainly mark a list and description of the contents on the outside of each package. K. Field Erection. 1. Methods and Equipment.Do not tack-weld parts instead of using erection bolts.Do not tack- weld parts to hold them in place for bolting.Provide falsework,tools,machinery,and appliances, including drift pins and erection bolts.Provide enough drift pins,1/32 in.larger than the connection bolts,to fill at least 1/4 of the bolt holes for primary connections.Use erection bolts of the same diameter as the connection bolts. Securely tie,brace,or shore steel beams or girders immediately after erection as shown on the plans and the erection drawings.Maintain this bracing or shoring until the diaphragms are in place.Protect railroad or roadway traffic that may be beneath erected girders or beams from falling objects during erection of the members and diaphragms,placement of the deck concrete, and erection and removal of forms.Use nets or flooring with openings no larger than 1 in.for this protection. 2. Falsework.Design and construct falsework for the anticipated loads,including wind,and properly maintain this falsework. 3. Handling and Assembly Accurately assemble all parts as shown on the plans and the approved shop drawings.Verify match-marks.Handle parts carefully to prevent bending or other damage. Do not hammer if doing so damages or distorts members.Do not weld any member for transportation or erection unless noted on the plans or approved by the Engineer a. Welded Connections.Before releasing the'erection cranes,weld flange splices to 50%of their thickness and meet the minimum erection bracing and support requirements shown on the plans and on the submitted erection plans.Field-weld in accordance with Item 448, "Structural Field Welding." ,J b. Bolted Connections.Before releasing the erection cranes: • install 50%of the bolts in the top and bottom flanges and the web with all nuts.finger- tight, • meet the minimum erection bracing and support requirements shown on the plans and on the submitted erection plans,and • for tub girders,install top lateral bracing across the,connection and fully,tension the bolts connecting the bracing to the top flanges. Install high-strength bolts,including erection bolts,in accordance with Item 447,"Structural Bolting."Clean bearing and faying surfaces for bolted connections in accordance with Item 447,Clean the areas of the outside ply under washers,nuts,and bolt heads before bolt installation:Ensure that the required faying surface condition is present at the time of bolting. 4. Misfits.Correct minor misfits.Ream no more than 10%of the holes in a plate connection(flange or web),and ensure that no single hole is more than 1/8 in.larger than the nominal bolt diameter. Submit proposed correction methods for members with defects that exceed these limits or that prevent the proper assembly of parts.Straighten structural members in accordance with S2.1 Makeall corrections in the presence of the Engineer at no expense to the Department.Do not remove and reweld gusset plates without approval. 5. Bearing and Anchorage Devices.Place all bearing devices such as elastomeric pads,castings, bearing plates,or shoes on properly finished bearing areas with full and even bearing on the concrete.Place metallic bearing devices on 1/4-in.-thick preformed fabric pads manufactured in accordance with Item 434,"El'astomeric Bridge Bearings,"to the dimensions shown on the plans. Provide holes in the pad that are no more than 1/4 in.larger than the bolt diameter. When the concrete bearing area has been placed below grade,build it up to the correct elevation using mortar that meets Item 420,"Concrete Structures,"and provide adequate curing.For buildups between 1/8 in.and 3/8 in.thick,use only mortar If the bearing area must be raised more than 3/8 in.,use galvanized steel shims or other approved shim materials in conjunction with mortar Provide at least 75%contact of'flange to shoe with no separation greater than 1/32 in.for beams and girders.Make corrections using heat or pressure in accordance with S2.1,or with galvanized - -- shims.Correct small irregularities by grinding. Provide at least 85%contact between the rocker plate and the base plate.Adjust the location of slotted holes in expansion bearings for the prevailing temperature.Adjust the nuts on the anchor bolts at the expansion ends of spans to permit free movement of the span.Provide lock nuts or burr the threads. Remove all foreign matter from sliding or machine-finished surfaces before placing them in the structure. Restore distorted bearing pads or expansion bearings to an equivalent 70°F position after completion of all welded or bolted splices,using an approved method of relieving the load on the bearing devices. 6. Erecting Forms.Do not erect forms until all welding or bolting is complete and the unit is positioned and properly set on the bearing unless otherwise noted on the plans. 7. Field Finish.Paint in accordance with Item 446,"Cleaning and Painting Steel."For weathering steel that will remain unpainted,after all welding and slab concrete placement has been completed, restore the steel to a uniform appearance by solvent cleaning,hand cleaning,power brush,or blast cleaning.As soon as possible,remove from all unpainted weathering steel fascia surfaces(as defined in Section 441.3.H.4,"Weathering Steel")any foreign material,including markings,that adheres to the steel and could inhibit formation of oxide film.Feather out touched-up areas over several feet.Do not use acids to remove stains or scales. 441A.Measurement and Payment.The work performed,materials furnished,equipment,labor,tools, and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. ITEM 442 METAL FOR STRUCTURES 442.1.Description.Provide structural steel,high-strength bolts;forgings,steelcastings,iron castings, wrought irons steel pipe and tubing,aluminum castings and tubing,or other metals used in structures, except reinforcing steel and,lnetal culvert pipe. 442.2.Materials.Furnish mill test reports(MTRs),supplemental test documentation,and certifications required by this and other pertinent Items. A. Structural Steel:The Engineer may sample and test steel in accordance with ASTM A 370. 1. Bridge Structures.Provide the grade of ASTM A 709 steel shown on the plans.Grade 50W,50S, or HPS 50W may be substituted for Grade 50 at no additional cost to the Department.For tension members and components,provide steel that meets supplemental requirement S83,"Non-Fracture- Critical,T,Material;Toughness Tests and Marking,"for non-fracture-critical applications and S84,"Fracture-Critical,F,Material;Toughness Testing and Marking,"for fracture-critical applications.If no AASHTO temperature zone is shown on the plans,use Zone l 2. Non-Bridge Structures; a. Steel Classifications.Provide the types and grades of steel listed in this Section unless otherwise shown on the plans. (1) Carbon Steel.Meet ASTM A 36 (2) Low-Alloy Steel.Meet the requirements of one of the following standards: • ASTM A 572 Grade 50 or 55; • ASTM A 588; • ASTM A 709 Grade 50,50S,50W;or HPS 50W,or • ASTM A 992. Specify ASTM A 6 supplemental requirement S18,"Maximum Tensile Strength,"for material used for"sign,signal,and luminaire supports. b. Impact Testing.Tension members and components of the following structure types,if more than 1/2 in.thick,and other members designated on the plans must meet the Charpy V notch (CVN)requirements of Table 1 • base plates for roadway illumination assemblies,traffic signal pole assemblies,high mast illumination poles,and overhead sign supports; • arm mounting plates and clamp-on plates for traffic signal pole assemblies; • pole shafts,ground sleeves,and handhole frames for high mast illumination poles;and • W-columns,tower pipes,multiple-sided shafts,tower pipe and multiple-sided shaft connection plates,chord angles,chord splice plates or angles,and truss bearing angles for overhead sign supports. } Table 1 CVN Requirements for Non-Bridge Steel. Material Thickness Minimum CVN Toughness ASTM A 36,A 53,A 242,A 500, A 501,A 709'Gr 36,any other up to 4" 15 ft.-lb.at 70°F steel with minimum specified yield point below 40 ksi up to 2" 15 ft.-lb.at 70°F ASTM A 5721,A 5881,A 6331, over 2"to'4", any other steel with minimum mechanically 15 ft.-lb.at 70°F specified yield point between 40 fastened and 65 ksi,inclusive over 2"to 4.", 20 ft.-lb.at 70°F welded up to 2-1/2", 20 ft.-lb.at 50°F Any steel with minimum specified over 2-1/2"to 4"; ksi and under mechanically 20 ft.-lb.at 50°F yield point over 65 90 ksi2 over 2fastened /2' 4" welded 25 ft.-lb.at 50°F I.If the yield point of the material given on the MTR exceeds 65 ksi,reduce the testing temperature by 15°F for each 10-ksi increment or fraction thereof above 65 ksi. 2.If the yield point of the material given on the MTR exceeds 85 ksi,reduce the testing temperature by 15°F for each lo-ksi increment or fraction thereof above 85 ksi. Use the(II)frequency of testing for material with minimum specified yield point up to and' including 50 ksi.Use the(P)frequency of testing for material with minimum specified yield point over 50 ksi.Ensure that steel is sampled and tested in accordance with ASTM A 673. 3. Other Components. a. Miscellaneous Bridge Components.For members such as steel bearing components not bid under other Items,steel diaphragms for use with concrete bridges,armor joints,and finger joints,provide steel that meets ASTM A 36,A 709 Grade 36,or A 500 Grade B unless otherwise shown on the plans. b. Shear Connectors and Anchors.For stud shear connectors,slab anchors,and anchors on armor joints and finger joints,provide cold-drawn bars that meet the requirements of ASTM A 108,Grade 1010,1015,1018,or 1020,either semi-killed or killed,and that have the tensile properties given in Table 2 after drawing or finishing.Determine tensile properties in accordance with ASTM A 370. Table 2 Minimum Tensile Properties for Bar Stock Tensile strength 60 ksi Yield strength 50 ksi Elongation 20%(2") Reduction of area 50% Provide certification from the manufacturer that the studs or anchors as delivered have the required material properties. c. Fasteners.Provide high-strength bolts that meet ASTM A 325 or A 490 as shown on the plans.The Department may sample high-strength bolts,nuts,and washers for structural connections in accordance with Tex-719-I. Follow the requirements of Item 447,"Structural Bolting,"for tests,test reports,and supplemental requirements for high-strength bolts,nuts,and washers. When ASTM A 325 or A 490 bolts are not shown on the plans,use bolts that meet ASTM A 307 and nuts that meet ASTM A 563 d: Slip-resistant Deck Plates.For deck plates,furnish steel that meets ASTM A 786 and one of A 242,A 588,or A 709 Gr 50W State the type and trade name of material to be used on the shop drawings. C. Rail Posts.Provide material for rail posts that meets ASTM A 36 or ASTM A 709 Grade 36 unless otherwise shown on the plans. B. Steel Forgings.Provide steel forgings for pins,rollers,trunnions,or other forged parts that meet ASTM A 668,Class C,D,F or G,as shown on the plans.For pins 4 in.or smaller in diameter for non- railroad structures,material that meets ASTM A 108,Grades 1016 to 1030,with a minimum yield strength of 36 ksi,may be used instead'. C. Steel Castings.Provide steel castings that meet ASTM A 27,Grade 70-36. D. Iron Castings.Provide iron castings that are true to pattern in•form and dimensions;are free from pouring faults,sponginess,cracks,blow holes,and other defects in positions affecting their strength and value for the service intended;and°meet the standards shown in Table 3. Table 3 Standards for Iron Castings Casting Material , ASTM Standard Grade or Class • Gray iron A 48 .35B Malleable iron A 47 32510 Ductile iron A 536 65-45-12 E. Steel Tubing.Provide steel tubing that meets ASTM A 500,Grade B unless otherwise shown on the plans.Tubing that meets API Standard 5L,Grade X52 may be used if produced by a mill listed in the standard API specifications as authorized to produce pipe with the API monogram.Hydrostatic tests are not required for API 5L steel,and instead of a mill test report the manufacturer may furnish a certificate for each lot or shipment certifying that the tubing meets the requirements of this Section. F. Pipe Rail."Pipe"includes special extruded and bent shapes.Provide pipe that is rolled,extruded,or cold-pressed from a round pipe or flat plate,and of the section shown on the plans. If pipe is cold-pressed,ensure that the design of the press and dies results in a pipe of uniform section free from die marks.After the pipe has been formed to the required section,cut it to the lengths required.Make the end cuts and notches at the angles to the axis of the pipe required to produce vertical end faces and plumb posts when required by the plans.Provide a neat and workmanlike finish when cutting and notching pipe. G. Aluminum.Unless otherwise shown on the plans,provide aluminum materials that meet the standards shown in Table 4. Table 4 Aluminum Standards Material ASTM Standard Alloy-Temper Castings B 108 A444.0-T4 Extrusions B 221 6061-T6 Sheet or plate B 209 6061-T6 When testing is required,cut test specimens from,castings from the lower 14 in.of the tension flange but not at the junction of the rib or base.Flatten the curved surfaces before machining.Provide standard test specimens in conformance with ASTM E 8. 4423.Construction. A. Fabrication,Erection,and Painting.Fabricate,weld,and erect structural metal in accordance with Item 441,"Steel Structures";Item 447,"Structural Bolting";Item 448,"Structural Field Welding";and the applicable AWS welding code.Paint in accordance with Item 446,"Cleaning and Painting Steel." Aluminum or galvanized steel members do not require painting unless otherwise shown on the plans. B. Galvanizing.Galvanize fabricated steel items,steel or iron castings,bolts,nuts,screws,washers,and other miscellaneous hardware in accordance with Item 445,"Galvanizing."Galvanizing is not required unless specified. 442A.Measurement.This Item will be measured by the pound of structural metal furnished and placed in a complete structure not including the weight of erection bolts,paint,or weld metal. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. The maximum percent variance from the plans quantity will be as given in Table 5 Table 5 Percent Variance_ Quantity Variance Over 1,000,000 lb. 1/2% 100,000 through 1,000,000lb. 1% Under 100,000 lb. 1-1/2% If the Engineer approves requests for increases in sizes or weights of members,measurement will be Made on the sizes or weights shown on the plans. Castings,bearing plates,anchor bolts,drains,deck plates,armor joints,fmger joints,and other metal for which no separate measurement is specified will be included in the total quantity of structural steel. The weights of rolled materials(such as structural'shapes and plate)will be computed on the basis of nominal weights and dimensions using measurements shown on the plans.Deductions will not be made for material that is removed for copes,clips,planing,or weld preparation.The weight of castings will be computed from the dimensions shown on the approved shop drawings.Shoes will be measured by the weights shown on the plans. Weight of high-strength fasteners will be based on Table 6.Weight of other metal will be based on Table 7 Splices will be measured as follows: • No additional weight will be allowed for weld metal in a welded splice. • Where a bolted splice is permitted as an alternate for a welded splice,measurement will be made on the basis of a welded splice. • Where a bolted splice is required,the weight of the splice material,bolt heads,washers,and nuts will be measured with no deduction for holes. Table 6 Pay Weight for High-Strength Fasteners,Pounds per Hundred Units Diameter Item Bolt heads Nuts Washers 3/4" 15 19 4.8 7/8" 23 30 7.0 1" 32 43 9.4 1-1/8" 45 59 11 1-1/4" 64 79 14 Table 7 Pay Weight for Metals Material Weight(lb./cu.in) Steel 0.2836 Cast iron 0.2604 Wrought iron 0.2777 442.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Structural Steel"of the type (Rolled Beam,Plate Girder,Tub Girder,Box Girder,Miscellaneous)specified.This price is full compensation for materials,fabrication,transportation,erection,paint,painting,galvanizing,equipment, tools,labor,and incidentals. ITEM 445 GALVANIZING 445.1.Description.Galvanize or repair galvanizing on metal items. 445.2.Materials.Provide galvanized metal items that meet the standards in Table 1 Table 1 Galvanizing Standards , Item l Standard Fabricated items,rolled,pressed or forged steel shapes,plates,pipes, ASTM A 123 tubular items,and bars Steel or iron castings ASTM A 153,Class A .. Bolts,nuts,screws,washers,and other ASTM A 153,Class C or D miscellaneous hardware or ASTM B 695,Class 50 Miscellaneous fasteners ASTM B 633,Class Fe/Zn 8 Rail elements for metal beam guard AASHTO M 180 fence or bridge railing Permanent metal deck forms, ASTM A 653,Coating supporting angles and incidental items • Designation G165 4453.Construction. A. General.If fabricated members or assemblies are required to be hot-dip galvanized,provide for proper filling,venting,and draining during cleaning and galvanizing.Provide drain holes or slots as required, except where prohibited by the plans.If assembling tapered members using slip-joint splices,drain to the small end of the section.Ensure that cleaning and galvanizing do not produce hydrogen embrittlement. Before galvanizing material 1/4 in.or greater in thickness: • remove all sharp burrs and • chamfer to approximately 1/16 in.all edges exposed to electrical conductors or to human activity If painting is specified on galvanized materials,paint in accordance with Item 446,"Cleaning and Painting Steel."Do not water-quench or chromate-quench galvanized surfaces to be painted. B. Galvanizing Weldments.If problems develop during galvanizing of welded material,the Engineer may require a test of the compatibility of the combined galvanizing and welding procedures in accordance with Section"4413.B.6,"Testing of Galvanized Weldments,"and may require modification of one or both of the galvanizing and welding procedures. C. Workmanship. 1. Coverage.Bare spots at most 1/8 in.across are acceptable unless numerous;Repair larger bare spots in accordance with Section 445.3.D,"Repairs."Runs:or drips of zinc coating are acceptable unless they interfere with the intended use of the product.Carefully hand-file excessive zinc accumulations. 2. Adhesion.To test coating adhesion,tap the coated area with a small hammer The coating is acceptable if it is not brittle and does not scale or flake. 3. Appearance. a. White Rust.A white powdery residue indicates moisture.Remove heavy layers of white rust that have caused the coating to pit.Light coatings may remain unless the Engineer requires chemical removal.Remove white rust from articles that will,be in direct contact with soil. b. Red Rust.Red rust on galvanized items indicates uncoated areas.See Section 445.3.C.1, "Coverage,"for acceptance criteria. c. Alligator Cracldng or Spider Webbing,The composition of the base metal may cause dark lines resembling alligator skin.See Section 445.3.C.2,"Adhesion,"to determine whether the coating is acceptable. d. Dull Gray Coating.The composition of the base metal can cause a dull gray color See Section 445.3.C.2;"Adhesion,"to determine whether the coating is acceptable: 4. Coating Thickness.Galvanize to the thickness specified.Use Tex-728-I to determine coating thickness. D. Repairs.Use zinc-based solders,sprayed zinc,or zinc-rich paints for repairs;in accordance with this Section. 1. Materials. a. Zinc-Based Solders.Solders used in rod form or as powders: • zinc—tin-lead alloys with liquidus temperatures in the range of 446°F to 500°F or • zinc—cadmium alloys with liquidus temperatures in the range of 518°F to 527°F b. Sprayed Zinc(Metallizing).Zinc coating applied by spraying with droplets of molten metal using wire,ribbon,or powder processes. c: Organic Zinc-Rich Paints.Zinc-rich paints based on organic binders that: • are premixed and formulated specifically for use on steel surfaces and, • will provide a dried film containing a minimum of 94%zinc dust,by weight. 2. Repair Processes. a. Zinc-Based Solders.Remove moisture,oil,grease,dirt,corrosion products,and welding slag or flux from surfaces to be repaired.Clean surface to white metal by wire brushing,light grinding,or mild blasting extending into the surrounding undamaged galvanized coating. Preheat cleaned areas to at least 600°F but not more than 750°F Wire-brush while heating and evenly distribute a layer of zinc solder.When repair is completed,flush the repaired area with water or wipe with.a damp cloth to remove flux residue. b. Sprayed Zinc(Metallizing):Remove oil,grease,corrosion products;and any welding slag or flux from surfaces to be repaired,and ensure that the surfaces are dry Clean surface to white metal by wire brushing,light grinding,or mild blasting extending into the surrounding undamaged galvanized coating.Apply coating by metal-spraying pistols fed with either zinc wire or zinc powder Provide a coating that is uniform and free of lumps,coarse areas,or loose particles. C. Organic Zinc-Rich Paints.Do not use paint to repair galvanizing damage caused by welding.Remove oil,grease,corrosion products,and welding slag or flux from surfaces to be repaired,and ensure that the surfaces are clean and dry Clean surface to near-white metal by wire brushing,light grinding,or mild blasting extending into the surrounding undamaged coating to provide a smooth repair.Spray or brush-apply the paint to the prepared area in accordance with the paint manufacturer's instructions to attain the required dry-film thickness.Provide multiple passes when using spray application. 3. Repair Coating Thickness.After completing repair and cooling or curing,measure thickness in the repaired area using Tex-728-I.The minimum thickness required is the same as that required for the specified galvanizing.However,if the repair uses zinc-rich paints,the minimum coating thickness is 50%higher than the specified galvanizing thickness,hut not greater than 4.0 mils. 445A.Measurement and Payment.The work performed,materials furnished,equipment,labor,tools,and incidentals will not be measured or paid for directly but will be considered subsidiary to pertinent Items. ITEM 448 STRUCTURAL FIELD WELDING 448.1.Description.Field-weld metal members using the shielded metal arc and flux-cored arc welding processes. 448.2.Materials:Provide electrodes for shielded metal arc welding(SMAW)conforming to the requirements of the latest edition of ANSUAWS A5.1,"Specifications for Mild Steel Covered Arc Welding Electrodes,"or ANSI/AWS A5.5,"Specifications for Low-Alloy Steel Covered.Arc Welding Electrodes." Provide electrodes for flux-cored arc welding(FCAW)conforming to the requirements of the latest edition of ANSI/AWS A5.20,"Specification for Carbon Steel Electrodes for Flux Cored Arc Welding,"or ANSI/AWS A5.29,"Specification for Low-Alloy Steel Electrodes for Flux Cored Arc Welding." Provide electrodes and flux-electrode combinations named on the approved list maintained by the Materials and Pavements Section of the Construction Division.To request that a product be added to this list or to renew an expired approval,the Contractor or the consumable manufacturer must submit certified reports of all tests required by the applicable AWS A5 specification according to the applicable welding code to the Construction Division,Materials and Pavements Section.For most structural steel construction,the applicable welding code is AASHTO/AWS D1.5,Bridge Welding Code,or ANSUAWS D1.1,Structural Welding Code—Steel.For reinforcing steel,the applicable code is ANSI/AWS D1.4,Structural Welding Code—Reinforcing Steel.Tests must be conducted on electrodes of the same class,size,and brand and manufactured by the same process and with the same materials as the electrodes to be furnished.Resubmit electrodes or flux-electrode combinations every 12 months for renewal. Table 1 shows the classes of electrodes required.Use electrodes with-the type of current,with the polarity, and in the positions permitted by AWS A5.1 and A5.5 for SMAW AWS A5.20 and A5.29 specifications govern for FCAW Obtain approval for electrode use on steel not listed in Table 1. Table 1 Classification of Electrodes Permitted Type of Steel Electrode Process Filler Metal (ASTM Specification Requirements Standards) Steel piling AWS A5.1 or SMAW E60XX A5.5 E70XX or Armor joints E70XX-X A 500 AWS A5.20 or FCAW E6XTX-X A 501 A5.29 E7XTX-X (except-2,-3, -10,-GS) A36 AWS A5.1 or SMAW E7016 A.$72 Gr 50 A5.5 E7018 A 588 , E7028 A 242 AWS A5.20 or :FCAW E7XT-1 A 709 Gr.36.50, A5.29 E7XT-5 or 50S E7XT-6 E7XT-8 Weathering steel AWS A5.5 SMAW E8018-W E8016-C3 A 588 E8018-C3 A 242 E8016-CI A 709 Gr.50W E8018-CI E8016-C2 E8018-C2 AWS 5.29 FCAW E8XT1-W E8XTX Nil E8XTX-Ni2 E8XTX-Ni3 A 709 AWS A5.5 SMAW E9018-M-H8R Gr.HPS 70W Reinforcing steel AWS A5.1 or SMAW E70XX Grade 40 A5.5 Reinforcing steel AWS A5.5 SMAW E90XX Grade 60 Permanent metal AWS A5.1 or SMAW E6010 deck forms A5.5 E6011 E6013 E7018 Note:tow-hydrogen electrodes applicable to the lower strength base metal may be used in joints involving base metals of different yield points or strengths. E7010 and E8010 electrodes may be used when welding the root passes of beam and girder splices if the requirements of Section 448.4.C.5.a,"High-Cellulose Electrodes for Root Passes,"are met. When welding fracture-critical applications,use electrodes meeting the diffusible hydrogen requirements for fracture-critical welding in AASHTO/AWS D1.5. For FCAW,use gas or gas mixtures that are welding grade and have a dew point of—40°F or lower Furnish certification to the Engineer that the gas or gas mixture is suitable for the intended application and will meet the dew point requirements. 4483.Equipment.Provide electrode drying and storing ovens that can maintain the required temperatures specified in Section 448.4.C.1,"Electrode Condition,"along with thermometers for checking and controlling the oven temperatures.Provide preheating equipment that can maintain the entire joint at or above the specified temperature.Provide approved equipment for checking preheat and interpass temperatures at all times while welding is in progress.Provide welding equipment meeting the requirements of the approved welding procedure specification(WPS),if required,and capable of making consistent high-quality welds. 448.4.Construction. A. Procedure Qualification.Use the proper classification and size of electrode,arc length,voltage,and amperage for the thickness of the material,type of groove,welding positions,and other circumstances of the work. Submit WPS's for FCAW,qualified in accordance with AASHTO/AWS D1.5,for approval before any field welding on a project. B. Welder Qualification.Provide Department certification papers for each welder for each welding process to be used before welding,except fortmiscellaneous welds described in Section 448.4.B.l.a; "Miscellaneous Welding Applications"Certification is issued by the Department as described in Section 448.4.B.2,"Certified Steel Structures Welder." 1. Miscellaneous Welding.A qualified welder is an experienced welder who is capable of making welds of sound quality but does not have Department certification papers.Before welding begins, the Engineer will check the welder's ability by conducting a job-site test in accordance with Section 448.4.B.1.b,"Miscellaneous Weld Qualification Test."Furnish all materials and equipment necessary for this test. a. Miscellaneous Welding Applications.A welder certified for structural or reinforcing steel or a qualified welder may make miscellaneous welds of the following types: • splicing reinforcing steel to extend bars in the bottom of a drilled shaft; • attaching chairs to the reinforcing steel cage of a drilled shaft; • armor joints and their supports; • screed rail and form hanger supports where permitted on steel units; • reinforcing steel to R-bars for lateral stability between prestressed beams,spirals,or bands to reinforcing bars in drilled shaft cages; 1 • permanent metal deck forms; • additional steel added in railing when slip-form construction is used;and • other similar miscellaneous members that have no load-carrying capacity in the completed structure. b. Miscellaneous Weld Qualification Test.A qualified welder must pass a job-site Miscellaneous Weld Qualification Test before welding: • Make a single-pass fillet weld of 1/4-in.maximum size in the vertical position approximately 2 in.long on 1/2-in.plate in the location shown in Figure I Use the same electrode proposed for the work. • The Engineer will visually inspect the fillet weld for a reasonably uniform appearance and then rupture the weld as'shown in Figure 2 with a force or by striking it with a hammer • The fractured surface of the weld will be inspected to ensure complete penetration into the root of the joint,complete fusion to the base metal,and no inclusion or porosity larger than 3/32 in.in its greatest dimension. •S 1/2"1 f 4" a • N 1/4" 2" '{ f N • i Figure 1 Miscellaneous qualification—fillet weld break specimen. Force Figure 2 Miscellaneous qualification—method of rupturing specimen. A welder who fails the Miscellaneous Weld Qualification Test may take a retest under the following conditions: • The retest occurs immediately and consists of 2 test welds as described above with both test specimens meeting all of the requirements. • The retest occurs after 30 days if the welder provides evidence of further training or practice.In this case the test consists of a single test weld. Qualification by the Miscellaneous Weld Qualification Test is effective immediately upon satisfactory completion of the test and remains in effect for the duration of a project. 2. Certified Steel Structures Welder Before making non-miscellaneous welds on structural steel,a welder must pass the AASHTO/AWS D1.5 qualification test for groove welds for plates of unlimited thickness in the vertical(3G)and overhead(4G)positions with the following additional requirements: • Use metal for test plates that meets Item 442,"Metal for Structures,"with a minimum yield point of 50 ksi. 11/4 r4 • Use approved electrodes meeting the required class in accordance with Table 1 and,:in the case of FCAW,in accordance with the approved WPS. • Have a radiographic inspection performed on the weld on each test plate.Any porosity or fusion-type discontinuity with greatest dimension larger than 1/16 in.found in the weld will result in failure of the test.Discontinuities with greatest dimension less than 1/16 in.are acceptable provided the sum of their greatest dimensions does not exceed 3/8 in.in any inch of weld. • Have two side-bend specimens prepared,tested,and inspected for each test plate. The test must be administered by an approved laboratory Submit 2 copies of the certification issued by the laboratory,all accompanying test papers,and the radiographic films to the Bridge Division for review The Bridge Division issues Department certification papers if the laboratory's certification is approved.A welder must also demonstrate to the Engineer a thorough knowledge of the required welding procedures together with the ability and desire to follow them and make welds of sound quality and good appearance.The certification issued by an approved laboratory is accepted for 1 month from the time of certification,during which time the welder may work on Department projects if the work is satisfactory Certification papers issued by the Department remain in effect as long as the welder performs acceptable work as determined by the Bridge Division.The certification may be cancelled at any time if the welder's work is not acceptable. For SMAW,a welder certified using EXX18 electrodes is qualified to weld with all approved SMAW electrodes up to E90XX to join metals with a maximum specified yield strength of 65 ksi. C. Welding Steel Structures. 1. Electrode Condition. a. SMAW.For electrodes with low-hydrogen coverings conforming to AWS A5 1,dry in conformance with the manufacturer's written drying instructions or dry for at least 2 hours between 450°F and 500°F For electrodes with low-hydrogen coverings conforming to AWS A5.5,dry for at least 1 hour between 700°F and 800°F or as specified by the electrode manufacturer If using electrodes from a newly opened undamaged hermetically sealed container,drying is not required.Immediately after drying or removal from hermetically sealed container,store electrodes in ovens held at a temperature of at least 250°F Elapsed time permitted between removal of an electrode from the storage oven or hermetically sealed container and use of the electrode is given in Table 2. Table 2 SMAW Electrode Exposure Limits Electrode Type Exposure Time(hours) E70 4 E80 2 E90 1 If electrodes are placed back in the holding oven before the times given in Table 2 have lapsed,leave them in for at least 4 hours at 250°F before reusing.The Engineer may reduce times allowed for use without redrying in humid atmospheres.Do not redry electrodes more than once.Do not use electrodes with flux that has been wet,cracked,or otherwise damaged. b. FCAW Protect or store welding wire coils removed from the original package to keep their characteristics or welding properties intact.Do not use coils or portions of coils that are rusty c. Special Applications.For fracture-critical applications or when welding steel not shown in Table 1,dry electrodes in accordance with the manufacturer's specifications and AASHTO/AWS D1.5. 2. Environmental Conditions.Do not weld when the air temperature is lower than 20°F,when surfaces are wet or exposed to rain,snow,or wind;or when operators are exposed to inclement conditions.Provide wind breaks to protect welding operations from winds greater than 5 MPH. 3. Assembly and Fitup.Verify that ends of members to be welded are,prepared in accordance with the welded joint detail specified.For girder splices,see Figures 3,4,and 5 for proper end preparation and weld details. Bring the parts to be joined by fillet welds into as close contact as possible,not separated more than 3/16 in.If the separation is 1/16 in.or more,increase the leg of the fillet weld by the amount of the separation.Keep the separation between faying surfaces of lap joints and of buttt joints landing on backing strips to no more than 1/16 in. Make suitable allowance for shrinkage,and never restrain the joint on both sides in any welding process. Use the following fitup procedure for groove welds for butt joints: • Align splices of beams and girders joined by groove welds with the center of gravity of both cross sections coinciding or each flange vertically offset equally Fit beams and girders with offset webs with the webs aligned and the,flanges offset laterally When flanges are offset or abutting parts differ,in thickness or width by more than 1/8 in.,make the joint with a smooth transition between offset surfaces and with a slope of no more than 1.4. • Space members to provide a 3/16-in.root opening at the nearest point.At other points of the joint when the spacing provides up to a 7/16-in.opening,correction may be made by buildup up to 1/8 in.on each bevel nose.Rebevel openings exceeding 7/16 in.and move the parts to be joined closer together to bring the joint within the maximum buildup limits.Allow buildups to coot to the maximum preheat and interpass temperatures before welding the joint. • Bring all members into correct alignment and hold them in position by acceptable clamps while welding. Complete all butt splices before welding diaphragms or sway bracing in a particular section of a unit.Diaphragms and sway bracing may be welded in a unit behind the splice welding to provide stability except where such welding interferes with butt splice adjustments,such as at a drop-in segment of a continuous unit.Complete all splices before welding beams or girders to shoes. 60• 1/8" Lr—ft Splice U ir, Figure 3 'Girder splice details. r� ti , z _3/16" (1/8` alter i f� tacking) I lo 03 co \\\I//// d d a S - A.N.S.1 500 a v en of finish Figure 4 Girder splice details(flange), si coa m e� ^I.r \r// 3/16".(1/8" after ! tacking) Figure 5 Girder splice details(web). 4. Preheat.Preheat ahead of welding both groove and fillet welds(including tack welding)to the temperatures shown in Table 3.Keep preheat and interpass temperatures high enough to prevent cracks.The preheat temperatures shown in Table 3 are minimums,and higher preheats may be necessary in highly restrained welds.When the base metal is below the required temperature, preheat it so that parts being welded are not cooler than the specified temperature within 3.in.of the point of welding. Measure preheat temperature on the side opposite to which the heat is applied at,points approximately 3 in.away from the joint. When possible,completely weld a joint before allowing it to cool below the specified temperature. Always deposit enough weld to prevent cracking before allowing a joint to cool.Do not:allow preheat and interpass temperatures to exceed 400°F for thickness up to 1-1/2 in.and 450°F for greater thicknesses. Table 3 Minimum Preheat and Interpass Temperature for Welding with Low-Hydrogen Electrodes Thickest Part at Point of Welding Temperature Up to 3/4•in.,inclusive 50°F More than 3/4 in.up to 1-1/2 in.,inclusive 70°F More than 1-1/2 in.up to 2-1/2 in.,inclusive 150°F More than 2-1/2 in. 225°F When E7010 or E8010 electrodes aro used for tacking or temporary root pass,preheat the material in accordance with Table 4. Table 4 Minimum Preheat Temperature for Welding with E7010 or E8010 Electrodes Thickest Part at Point of Welding Temperature 1/2 in.and less 150°F 9/16 in.through 3/4 in. 200°F 13/16 in.through 1-1/2 in. 300°F More than 1-1/2 in. 400°F Use preheat and interpass temperatures for the thicker plate thickness when joining steels of different thickness. When the base metal temperature is below 32°F,preheat to at least 70°F and maintain this minimum temperature during welding.If the base metal is moist,preheat it to 200°F before starting to weld. 5. Welding Practice.Use an approved procedure to control shrinkage and distortion.For FCAW, weld in accordance with an approved WPS.Weld as required by the Contract or erection drawings.Do not change the location or size of welds without approval.Do not make temporary welds for transportation,erection,or other purposes on main members except as shown on the plans or approved.Use a crayon,paint,or other approved method to mark each groove weld to identify the welder who performed the work. Use the stringer-bead technique where possible for groove welds.In vertical welding passes, progress upward using a back-step sequence. Begin and terminate groove welds at the ends of a joint on extension bars.Make edge preparation and thickness of extension bars the same as that of the member being welded but extending at least 2 in.beyond the joint.After the weld is completed and cooled,remove extension bars with a cutting torch or arc-air gouging,and grind the flange edges smooth.If any defects are exposed by the grinding,clean them,fill them with weld metal,and regrind them to a uniform finish.Grind so that grind marks are parallel to the flange,and avoid excess grinding of the parent metal.Clean and fuse tack welds thoroughly with the final weld.Remove defective,cracked,or broken tack welds. Gouge,chip,or otherwise remove the root of the initial weld to sound metal for all groove welds, except those produced with the aid of backing or those on steel piling or armor joints,before welding is started on the second side.Thoroughly clean the back side before placing the backup pass.For groove welds made with steel backing,thoroughly fuse the weld metal with the backing, and use backing that is continuous for the full length of the weld.Make a continuous length of backing by welding shorter sections together only under the following conditions: • All splices in the backing are complete joint penetration(CJP)groove welds made with the same controls as similar CJP groove welds in the structure. • The welds are radiographed and examined as described in Section 448.4.C.7,"Radiographic Inspection,"to ensure weld soundness. • All welding and testing of the backing is complete before the backing is used to make the structural weld. a. High-Cellulose Electrodes for Root Passes.E7010 and E8010 electrodes may be used when welding the root passes of beam and girder splices if the work is preheated in accordance with Table 4.After the root passes are backed up,completely remove the E7010 or E8010 electrode pass by arc-air gouging,and replace it using a low-hydrogen electrode. b. Welding Sequence.Make beam and girder splices using the sequences shown in Figure 6. (Some members will require fewer or more passes than Figure 6 shows.)Alternate welds from flat to overhead to prevent heat buildup along bevel edge.Arrange the passes between the top and bottom flange to maintain balance and symmetry For both rolled I-beams and built-up girders,place passes 1,2,and 3 in the top flange, followed by passes 4,5,and 6 in the bottom flange(see Figure 6).Gouge out and replace passes 1 and 4,which always are placed in the overhead position.Next,place passes 7,8;and 9 in the top flange,followed by passes 10, 11,and 12 in the bottom flange.Continue with placing passes 13-17 in the top'flange,followed by passes 18-22 in the bottom flange. Continue to alternate welding between top and bottom flange with a maximum of 5 passes per flange until the flange splices are complete.Tack weld web after aligning girder webs with short tacks as required to obtain proper alignment.Place pass 23 and pass 24 on the web. Gouge out and replace pass 23.Finish web splice with pass 25. For each layer,each bead,and the crater area,remove all slag and clean the weld and adjacent base metal before welding over previously deposited metal.Avoid arc strikes,and if they occur,grind resulting cracks and blemishes out to a smooth contour and check them visually to ensure soundness. Symmetry About 15 "21110 I UMW 20 14 VIM i Mg 19 - 13VIMI 18 3 • . ` 6 2 ` I 10 5 24 VIIIK 1 'a., tit 4 t 23 7 , 10 25 i . _ !! I 11 Web } _ 9 ZigiMO 12 164111_ 21 17 ale , Top Flange Bottom Flange Figure 6 Welding sequence for splices for material up to 50,000-psi yield strength. Deviation from the above sequence of weld passes requires approval.Obtain approval from the Bridge Division for welding procedures and sequences for special connections. c. Electrode Size and Weld Layer Thickness. (1) SMAW. (a) Electrode Size.Use electrodes with the following maximum size: • 1/4 in.for all welds made in the flat position except root passes, • 1/4 in.for horizontal fillet welds, • 1/4 in.for root passes of fillet welds made in the flat position and of groove welds made in the flat position with backing and with a root opening of 1/4 in. or more, • 5/32 in.for welds made with low hydrogen electrodes in the vertical and overhead positions,and • 3/16 in.for all other welds. (b) Weld Size and Layer Thickness.'Make the root pass large enough to prevent cracking.Make layers subsequent to the root pass in fillet welds and all layers in groove welds of the following maximum thickness: • 1/4 in.for root passes of groove welds; • 1/8 in.for subsequent layers of welds made in the flat position;and • 3/16 in.for subsequent layers of welds made in the vertical,overhead,and horizontal positions. Make fillet welds passes no larger than: • 3/8 in.in the flat position, • 5/16 in.in the horizontal or overhead positions,and • 1/2 in:in the vertical position. (2) FCAW. (a) Electrode Size.Use electrodes with the following maximum size: • 5/32 in.for the flat and horizontal positions, • 3/32 in.for the vertical,position,and • 5/64 in.for the overhead position. (b) Weld Size and Layer Thickness.Make weld'layers,except root and surface layers, no thicker than 1/4 in.When the root opening of a groove weld is 1/2 in.or wider, use a multiple-pass split-layer technique.Use the split-layer technique to make all multiple-pass welds when the width of the layer exceeds,5/8 in. Ensure that each pass has complete fusion with adjacent base metal and weld metal and that there is no overlap,excessive porosity,or undercutting. Do not use FCAW with external gas shielding in a draft or wind.Furnish an approved shelter of material and shape to reduce wind velocity near the welding to a maximum of 5 MPH. Make fillet weld passes no larger than: • 1/2 in.in the flat position, • 3/8 in.in the horizontal or overhead positions,and • 5/16 in.in the vertical position. 6. Weld Quality.Provide welds that are sound throughout with no cracks in the weld metal or weld pass.Completely fuse the weld metal and the base metal and each subsequent pass.Keep welds free from overlap,and keep the base metal free from undercut more than 1/100 in.deep when the direction of undercut is transverse to the primary stress in the part that is undercut.Fill all craters to the full cross section of the welds. 7. Radiographic Inspection.Conduct radiographic testing(RT)as required in the field at the expense of the Contractor by an agency or individual registered and licensed to perform industrial radiography Follow all applicable rules and regulations for radiographic operations.Testing includes furnishing all materials,equipment,tools,labor,and incidentals necessary to perform the required testing.The Department may require further tests in accordance with Article 5.7, "Inspection,"and may perform additional testing,including other methods of inspection. Perform RT in accordance with AASHTO/AWS D1.5.The Engineer will examine and interpret the resulting radiographs in accordance with AASHTO/AWS D1.5.All radiographs become the property of the Department and remain with the Engineer For field welds of splices in beams or girders,radiographically inspect the full flange width of all flange splices and the top and bottom 1/6 of the web at each splice.Radiographically retest repaired welds.Make necessary repairs before any further work is done.Additional RT required because of unacceptable welding or poor radiograph quality is at the Contractor's expense.RT of particular welds required by the plans is in addition to the RT required by this Item. 8. Corrections.When welding is unsatisfactory or indicates inferior workmanship,the Engineer will require corrective measures and approve the subsequent corrections. Use oxygen gouging or arc-air gouging when required to remove part of the weld or base metal. Do not use oxygen gouging on weathering steel.Backgouge splices in beams and girders or cut out defective welds using arc-air gouging by a welder qualified to make beam and girder splices. Where corrections require depositing additional weld metal,slope the sides of the area to be welded enough to permit depositing new metal. Where corrections require depositing additional weld metal,use a smaller electrode than that used for the original weld.Clean surfaces thoroughly before rewelding. Remove cracked welds completely and repair If crack length is less than half the length of the weld,remove the weld metal for the length of the crack plus 2 in.beyond each end of the crack, and repair. Where work performed after making a deficient weld has made the weld inaccessible or has caused new conditions making the correction of the deficiency dangerous or ineffectual,restore the original conditions by removing welds,members,or both before making the necessary corrections;otherwise,compensate for the deficiency by performing additional work according to a revised and approved.design. Cut apart and reweld improperly'fitted or misaligned parts. Straighten members distorted by the heat of welding using mechanical means or the carefully supervised application of a limited amount of localized heat.Do not let heated areas exceed 1,200°F as measured by'temperature-indicating crayons or other approved methods for steel up to 65,000 psi yield strength.Do,not let heated areas exceed 1,100°F for higher-strength steels.Keep parts to be heat-straightened substantially free of stress from external forces except when mechanical means are used with the application of heat.Before straightening,submit a straightening procedure to the Engineer for approval. Correct defective or unsound welds either by removing and replacing the entire weld or as follows. a. Excessive Convexity.Reduce to size by grinding off the excess weld metal,leaving a smooth profile. b. Shrinkage Cracks,Cracks in Base Metal,Craters,and Excessive Porosity.Remove defective portions of base and weld metal down to sound metal,and replace with additional sound weld metal. c. Undercut,Undersize,and Excessive Concavity.Clean and deposit additional weld metal. d. Overlap and Incomplete Fusion.Remove and replace the defective portion of weld. e. Slag Inclusions.Remove the parts of the weld containing slag,and replace them with sound weld metal. f. Removal of Base Metal during Welding.Clean and form full size by depositing additional weld metal using stringer beads. D. Welding Reinforcing Steel.Splice reinforcing steel by welding only at locations shown on the plans. 1. Base Metal.Provide weldable reinforcing steel in conformance with Item 440,"Reinforcing Steel." 2. Preheat and Interpass Temperature.Minimum preheat and interpass temperatures are shown in Table 5.When reinforcing steel is below the listed temperature for the size and carbon equivalency range of the bar being welded,preheat it so that the cross section of the bar is above the minimum temperature for at least 6 in.on each side of the joint.After welding is complete, allow bars to cool naturally to ambient temperature.Do not accelerate cooling. Table 5 Minimum Preheat and Interpass Temperature for Reinforcing Steel Carbon Equivalent Size of Reinforcing Pe (°� Range(%) Bar(no.) Temperature Up to and including 0.40 Up to 11'inclusive None 14 and 18 50 0.41 through 0.45 Up to 11 inclusive None inclusive 14 and 18 100 0.46 through 0.55 Up to 6 inclusive None inclusive 7 to 11 inclusive 50 14 and 18 200 Unknown Up to 18 inclusive 500 For widening projects,base the preheat and interpass temperatures on the existing reinforcing steel and the requirements of Table 5. 3. Joint Types.Use butt splices;for all No.7 and larger bars.Use lap splices for No.6 and smaller bars. Make groove welds in lap splices at least 4 in.long,and weld them on each side of the lap joint as shown in Figure 7 For No.5 and smaller bars,weld from one side of the lap when it is impractical to weld from both sides of the joint if approved by the Engineer,but in this case make the weld at least 6 in.long. Where possible,make all butt splices in the flat position.Make all welds for butt splices,except horizontal welds on vertical bars,as shown in Figures 8 and 9.The back-up strip is required when access to the splice is from the top only When bars can be rotated or access to the splice is available from two sides,the double bevel splice may be used,and this type weld requires gouging out the root pass similar to a flange splice on structural steel.The root pass may be made using E7010 or E8010 electrodes for all double beveled splices.If using E7010 or E8010 electrodes, preheat the steel to 400°F and then completely remove the root pass before welding the opposite side.Make horizontal splices on vertical bars as shown in Figure 10.Provide alignment strips as shown in Figures 9 and 10 to hold bars during welding operation.Trim alignment strips after welding is complete. A-0-1 1/16" Max. 01 IIIIIII•III III II MI i�iiiiiiiID SEC. A-A A Figure 7 Direct lap joint with bars in contact. lk B Trim backup R 22 1/2'1 22 1/2• after welding r I M-_ 3/32"1I _ 1/4"x'1-1/2"x2'"R I. 1-1/,2" B� SEC, B-B Figure 8 Single bevel V-groove weld in horizontal position. Trim after Trim after . welding welding 5 • \ / ` s M � o 1/4"x1"x1-1/2" .o " I Vertical Position Figure 9 Double bevel V-groove weld in horizontal position. 411. 16" i l ,/16" � a e C 1041 : .1 o 1/4"x1"x1-1/2" 1110 Figure 10 r, Double bevel V groove weld in vertical position. 4. Radiographic Inspection.Radiograph welded butt splices at the expense of the Contractor when designated on the plans.Follow all applicable rules and regulations for radiographic operations. Ensure that welds have no cracks and that the sum of the greatest dimensions of porosity and fusion-type defects do not exceed 1/10 of the nominal bar diameter. The Engineer examines and interprets the resulting radiographs,which become the property of the -- Department and remain with the Engineer 448.5.Measurement and Payment.The work performed,materials furnished,equipment,labor,tools, and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. 1 r ITEM 449 ANCHOR BOLTS 449.1.Description.Fabricate and install anchor bolts to be embedded in or attached to concrete. 449.2.Materials. A. Bolts and Nuts.Provide bolts and nuts that meet the standards given in Table 1 Table 1 Bolt and Nut Standards Specified Anchor Bolt Bolt Standards Nut Standards Catenory Mild steel ASTM A 307 Gr.A or A 36 ASTM A 563 Medium-strength,mild ASTM F 1554 Gr.55 with ASTM A 194 Gr.2H or steel supplementary requirement SI A 563 Gr.D or better High-strength steel ASTM A'325 or A 321 ASTM A 194 or A 563, heavy hex Alloy steel ASTM A 193 Gr.B7 ASTM A 194 Gr,2H or A 563 Gr.DH,heavy hex Provide a mill test report or manufacturer's certification indicating that the material conforms to these requirements.For alloy steel anchor bolts,provide a test report or certification attesting to the heat treating process.If no specific bolt category is indicated on the plans,provide mild steel anchor bolts with nuts that meet ASTM A 563. B. Washers.Use washers that meet ASTM F 436. C. Threads.Provide anchor bolts with rolled or cut threads of UNC or 8UN series in accordance with ASME B1.1.Anchor bolts larger than 2 in.in diameter must have UNC series threads.If bolts have rolled threads,ensure that the diameter of the unthreaded portion is neither less than the minimum pitch diameter nor more than the maximum major diameter of the threads.If bolts have cut threads, ensure that the diameter of the unthreaded portion is not less than the minimum major diameter of the threads.Ensure that all threads for bolts and nuts have Class 2 fit tolerances in accordance with ASME B1.1. 4493.Construction. A. Fabrication.Welded splicing of anchor bolts is not permitted. Provide an anchorage device with each anchor bolt consisting of a standard bolt head,a threaded bolt with nut,pr,if shown on the plans,a 90°bend.Make the inside-bend diameter approximately 2 times the anchor bolt diameter,but at no point along the bend greater than 3 times the bolt diameter Hot bending is permissible provided the temperature does not exceed 1,100°F If the anchor bolts will be installed in a template embedded in concrete,tack-weld the anchorage nuts to the template in the shop.Perform this welding with appropriate jigs to ensure that the anchor bolt is perpendicular to the template. When embedded templates are not specified and nuts are welded to the end of anchor bolts for anchorage,weld only on the nut face at the unstressed end of the bolt.Ensure that no welding,arc,or other potential notch-producing effects occur in the stressed portion of the bolt. Shipping of the anchor bolt cage in its assembled condition is not required. B. Finish.Galvanize in accordance with Item 445,"Galvanizing." 1. Anchor Bolts Embedded in Concrete.Galvanize the exposed end plus a minimum of 6 in., unless otherwise shown on the plans. 2. Anchor Bolts Extending Through Concrete.Galvanize the complete length of the bolt. 3. Nuts.Galvanize exposed nuts.Galvanize the untapped blanks before cutting the threads. 4. Washers.Galvanize exposed washers. C. Installation.Hold the anchor bolt and template assembly rigidly in position during concrete placement.Use wood templates or other positive means to ensure correct positioning of anchor bolts not requiring steel templates.Positioning devices may be tack-welded to the steel templates but not to any portion of the anchor bolts. 1. Anchor Bolt Thread Lubricant Coating.For traffic signal poles,roadway illumination poles, high mast illumination poles,and overhead sign support structures,coat anchor bolt threads before installing nuts with an electrically conducting lubricant compound described in Section 449.3.C.2.a,"Definitions."Coat anchor bolt threads for other structures with pipe joint compound or beeswax.After installing nuts,repair galvanizing damage on bolts,nuts,and washers in accordance with Section 445.3.D,"Repairs." 2. Anchor Bolt Tightening Procedure.Tighten anchor bolts for traffic signal poles,roadway illumination poles with shoe bases,high mast illumination poles,and overhead sign support structures in accordance with this Section.This procedure covers the tightening of nuts on a double-nut anchor bolt system using anchor bolts with 5'5-ksi or 105-ksi minimum yield st►cugth and UNC or 8UN:thread series to secure structures to drilled shaft foundations. a. Definitions.The following definitions apply to the anchor bolt tightening procedure: • Double-nut anchor bolt system.An anchor bolt with 2 nuts that sandwich the structure's base plate.The bottom nut is positioned under the base plate to level,support, and provide the reaction for the force applied by tightening the top nut positioned above the base plate. • Electrically conducting lubricant.A compound commonly used in the electrical industry to coat threads of field-cut rigid metal conduit and suitable for exposure to weather • Impact tightening.The tightening of nuts with a box end"slug"or"knocker"wrench and a sledgehammer.The wrench,matching the size of the nut to be tightened,is driven with the sledgehammer to rotate the nut. • Static tightening.The tightening of nuts with a"spud"wrench and a pipe or extension handle.The wrench,matching the size of the nut to be tightened,may be turned with more than one worker to rotate the nut. • Snug-tight.The condition when the nut is in full contact with the base plate.It may be assumed that the full effort of a worker on a 12-in.wrench results in a snug-tight condition. • Turn-of-the-nut method.The tightening of top nuts to snug-tight condition then establishing reference positions by marking one flat on each nut with a corresponding reference mark on the base plate at each bolt.Each nut is then turned to the prescribed rotation from the referenced snug tight position. b. Anchor Bolt Tightening.Perform the following procedure: (1) Coat the threads of the anchor bolts with electrically conducting lubricant. (2) Install the bottom nuts on the bolts,1 on each bolt. (3) Using the top template as a guide,level the top template by adjusting the bottom nuts so that the template rests on each nut and the distance between the top of the concrete shaft and the bottom surface of the bottom nut is approximately 1/2 in. (4) Remove the template. (5) Coat the bearing surfaces of the bottom nuts and washers with electrically conducting lubricant. (6) Install bottom washers on bolts,1 on each bolt. (7) Erect and plumb the structure as specified.Adjust the bottom nuts so that each is bearing equally on the washer or base plate.The truss for cantilever overhead sign support structures and the mast arm for traffic signal poles must be removed during anchor bolt tightening. (8) With the plumbed structure supported by a crane,coat the bearing surfaces of the top nuts and washers with electrically conducting lubricant.Install 1 washer and.1 top nut on each bolt.Turn the top nuts onto the bolts so that each is hand-tight against the washer or base plate. (9) Using a wrench,turn each bottom nut to a snug-tight condition. (10) Verify that the structure ist till plumb and still supported by the crane.Begin turn-of-the- nut method by turning each top nut down to the same snug tight condition.Prevent rotation of the bottom leveling nut during all top nut tightening.Once snug-tight condition is achieved,establish reference marks for turn-of-the-nut method and then tighten the top.nuts by turning each nut 1/12 turn(1/2 of a nut flat)past snug-tight using either static or impact tightening.Turn each top nut an additional 1/12 turn'until each nut has been tightened 1/6 total turn past snug-tight. 449.4.Measurement and Payment.Top or bottom templates,washers,lock washers,nuts,look nuts,and other devices used for installing anchor bolts are considered part of the anchor bolt assembly All work performed,materials furnished,equipment,labor,tools,and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. 1 1 ITEM 450 RAILING 450.1.Description.Construct railing of concrete,steel,aluminum,or a combination of these materials,including necessary anchorage for the railing on bridges,culverts,walls, or other structures as shown on the plans. 450.2.Materials.Use materials that conform to requirements of the.following Items: • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcing Steer' • Item 442,"Metal for Structures" • Item 445,"Galvanizing" • Item 446,"Cleaning and Painting Steel" • Item 540,"Metal Beam Guard Fence." 450.3.Construction.Construct railing in accordance with details,alignment,and grade designated on the plans.Unless otherwise directed,do not place railing until falsework or formwork,if any,for the span has been released.During construction,ensure that expansion joints in the railing will function properly after the railing is installed. If the plans allow either steel or aluminum options for a particular railing type,furnish either steel or aluminum,but not both for the entire Contract. A. Metal Railing. 1. General.Furnish metal beam rail elements in accordance with Item 540,"Metal Beam Guard Fence." Fabricate and erect metal railing according to the pertinent provisions of Item 441,"Steel Structures,"and the requirements of this Item. When required by the plans,prepare and submit for approval the required shop or erection drawings in accordance with Item 441 Show all splice locations and details on the shop or erection drawings. Splice members only as provided on the plans. Field weld when required in accordance with Item 448,"Structural Field Welding." 2. Fabrication.Fabricate metal railing and post panels in sections conforming to the details shown in the plans and field-verified lines and grades.Fabricate adjacent sections so that they will accurately engage each other in the field. Match mark each pair of sections so they can be erected in the same position in which they were fabricated. Fabricate metal rail elements included as part of the railing system to the dimensions and cross-sections shown on the plans and within a tolerance of 1/4 in.per 10 ft. in the straightness of either edge.Joint and connect metal rail elements to the rail posts as shown on the plans,lapping metal rail elements in the direction of traffic m the adjacent lane.Unless otherwise shown on the plans, bolts and nuts for'metal railing should meet requirements of ASTM A 307 and be galvanized in accordance with Item 445,"Galvanizing." Fabricate aluminum in accordance with AWS D1.2,Structural Welding Code— Aluminum. To facilitate bending or straightening,aluminum materials other than castings may be heated to a temperature up to 400°F for no more than 30 min. `3. Castings.Provide permanent mold castings of the materials specified that are true to pattern in form and dimensions and of uniform quality and condition.Castings must be free from cracks and defects'such as blowholes,porosity,hard-spots,or shrinkage that could affect their suitability for use.Repair minor defects in aluminum castings;by an approved inert gas-welding process.Ensure that finished castings are free of burrs,fins,discoloration,and mold marks and that they have a uniform appearance and texture. Produce castings under radiographic control sufficient to establish and verify a product free from harmful internal defects.When heat-treating is required,heat- treat the entire lot of castings to the specified temper. Permanently mark the heat or lot number on the web or top of the base of all castings.Furnish mill test reports showing the heat or lot number,chemical composition,tensile strength,elongation,and number of pieces for each casting heat or lot. For aluminum castings,a heat or lot should consist of not more than 1,000 lb.of trimmed castings when produced from batch type furnaces,or 2,000 lb.when produced from a continuous furnace during a period of no more than 8 consecutive hours.Furnish the entire number of acceptable posts cast from each heat or lot except when a portion is required to complete a project. 4. Corrosion Protection.Provide protective coating for all metal railing unless otherwise noted on the plans.Galvanize all portions of steel railing after fabrication in accordance with Item 445,"Galvanizing,"unless otherwise noted on the plans.When painting is specified on the plans,provide the paint system shown on the plans.Apply paint in accordance with Item 446,"Cleaning and Painting Steel."Repair any damaged galvanizing after erection in accordance with Item 445 Aluminum railing and galvanized steel railing do not require field painting. Before final acceptance,clean extrusion marks,grease,and dirt from the railing. 5. Storage.Store railing materials above the ground on platforms,skids,or other supports,and keep them free from grease,dirt,and contact with dissimilar metals. Avoid scratching,marring,denting,discoloring,or otherwise damaging the railing. B. Concrete Railing.Provide concrete portions of railing in accordance with the requirements of Item 420,"Concrete Structures,"and requirements of this Item. Construct forms so that the railing line and grade can be checked after the concrete has been placed but before initial set.Do not disturb the form alignment during finish floating of the railing tops.Exercise particular care in other construction to avoid disturbing or vibrating the span with the newly placed railing. Provide precast members conforming to Item 424,"Precast Concrete Structures -� (Fabrication)." Concrete railing may be constructed using approved slip-form equipment.Provide sensor control for both line and grade. C. Tests.The Engineer will sample cast aluminum posts for testing in accordance with Tex-731-I to verify the material requirements of Item 442,"Metal for Structures." Metal beam rail elements,may be sampled in accordance with Tex-713-I.The Engineer may sample bolts and nuts in accordance with Tex-708-I for galvanized coating testing. 450.4.Measurement.This Item will be measured by the foot. This is a plans quantity measurement Item.The quantity to be paid for is the quantity shown in the proposal except as modified by Article 9.2,"Plans Quantity Measurement." Additional measurements or calculations will be made if adjustments of quantities are required. 450.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Railing"of the type specified.This price will be full compensation for furnishing,preparing,and placing concrete,expansion joint material,reinforcing steel, structural steel,aluminum,cast steel,pipe,anchor bolts,tie-in anchorage to approach railing or guard fence,anchorage devices for attaching metal beam guard fence or end treatments,and all other materials required in the finished railing;removal and disposal of salvageable materials;and hardware,paint and painting of metal railing,galvanizing, equipment,labor,tools,and incidentals. ITEM 454 BRIDGE EXPANSION JOINTS 454.1.Description.Furnish and install bridge expansion joints. 454.2.Materials.Provide materials in accordance with the requirements of the following Items: • Item 442,"Metal for Structures" • DMS-6140,"Elastomeric Concrete for Bridge Joint Systems" • DMS-6310,"Joint Sealants and Fillers,"Class 7(Low-Modulus Silicone,Rapid- Curing, Self-Leveling) • ASTM D-5973,"Standard Specification for Elastomeric Strip Seals with Steel Locking Edge Rails Used in Expansion.Joint Sealing." If required,use primers recommended by the manufacturer of the sealant.Use backer rods compatible with the sealant that do not react or bond together 454.3.Construction.Place expansion joints to conform to the finished grade of the. roadway surface. Set the joint opening at the dimension shown on the plans for 70°F, adjusted for the temperature at the time of installation.For sealed joint openings,place the seal for the full length of the joint and,when required,extend it into the parapet wall on the low side or sides of the bridge. A. Sealed Expansion Joint(SEJ).Choose an approved joint system that conforms to ) the joint type and the design requirements shown on the plans. Secure each side of the joint by welding it to the adjacent reinforcing steel or other attachments as approved. Remove any connection holding the joint halves together immediately after each joint half is secured in place.Install the neoprene seal as a continuous piece to form a watertight seal. B. Armor Joint.Place steel armor plates as shown on the plans. Secure each side of the joint by welding it to adjacent reinforcing steel or other attachments as approved. Remove any connection holding joint halves together immediately after each joint half is secured in place. Seal the joint when specified.Abrasive blast clean:the vertical faces of the steel plates where the sealant will be m contact to remove all visible rust,paint,mill scale,and other forms of contamination,leaving a white metal appearance.Clean the concrete in contact with the sealant by an approved method in accordance with the manufacturer's specifications before placing sealant.After cleaning,air-blast the jomt to remove all dust.Place sealant in accordance with the manufacturer's specifications and as shown on the plans. Repair damage to paint protection system above the seal when shown on plans for steel armor plates to be painted. C. Header-Type Expansion Joint.Meet with the manufacturer's representative and the Engineer to discuss the required installation procedures of the materials before beginning the work.Perform the work in accordance with the manufacturer's printed instructions and as discussed in the meeting. 1. Header.Create the required void in the concrete surface or asphalt overlay to accept the header material in accordance with the details shown on the plans. Extend the depth of the void in the asphalt overlay to sound concrete.Remove any unsound steel or concrete and repair concrete in accordance with Item 429, "Concrete Structure Repair."Use header material as repair material only when approved.Clean the voided region of all materials that could inhibit the bond between the header material and concrete or steel.Form the jomt opening to the required width shown on the plans. Do not place materials until approved.Place material on a clean,sound,and dry base when the ambient temperature is at least 45°F and rising or as required by the manufacturer Do not place material on wet substrate or when raining. Cure for the duration required by the manufacturer prior to opening to traffic. Tool or grind the upper corner of the header adjacent to the opening to a 1/4-in. radius. 2. Sealant.Clean the joint opening of forming material,existing seal,and other material that will inhibit the bond between the header material and the sealant. Abrasive blast clean surfaces in contact with the sealant.Place an approved backer rod and the sealant as shown on the plans.Place sealant when ambient temperature is rising and is between 55°F and 85°F to provide for adequate joint opening and compression of the sealant during curing. 454.4.Measurement. Sealed expansion joints and armor joints will be measured by the foot.Header-type expansion joints will be measured by the foot or by the cubic foot of header material and foot of sealant.Length measurement will be along the centerline of the joint at the surface of the roadway and up into the parapet.Calculate volume for header-type expansion joints using the length and width shown on the plans and the header depth measured in place. Sealed expansion joints and armor joints are a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2, "Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 454.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Sealed Expansion Joint"of the size(minimum total movement capacity)and designation specified,'Armor Joint,""Armor Joint(With Seal),"and"Header-Type Expansion Joint."Sealing the joint will be subsidiary to these items with the exception of the header-type expansion joint when the header is paid for by volume measurement. This price is full compensation for furnishing and installing the jomt systems including steel;and for materials,tools,equipment,labor,and incidentals. If volume measurement for the header material is specified,the header material will be paid for at the unit price bid for"Header-Type Expansion Joint"and the sealant will be paid for at the unit price bid for"Joint Sealant."This price is full compensation for furnishing and mstalling the joint systems and for materials,tools,equipment, labor,and incidentals. I t .t 1 ITEM 476 JACKING,BORING;OR TUNNELING PIPE OR BOX 476.1.Description.Furnish and install,pipe or box by jacking,boring,or tunneling. 476.2.Materials.Use the following types of pipe or box: • corrugated metal pipe meeting Item 460,"Corrugated Metal Pipe,"of the size,type, design,and dimension shown on the plans; • reinforced concrete pipe meeting the special requirements for jacking,boring,or tunneling of Item 464,"Reinforced Concrete Pipe,"of the,size,strength,and dimension shown on the plans; • reinforced concrete box meeting Item 462,"Concrete Box Culverts and Storm Drains,"of the size and type shown on the plans;or • other types specified by the plans. 476.3.Construction.Excavate suitable shafts or trenches for conducting the jacking, boring,or tunneling operations and for placing end joints of the pipe or box if the grade at the jacking,boring,or tunneling end is below the ground surface.Protect excavations deeper than 5 ft.as specified in Item 402,"Trench Excavation Protection"or Item 403, "Temporary Special Shoring." Install pipe or box so there is no interference with the operation of street,highway, railroad,or other facility and no embankment or structure is weakened or damaged. Repair any pipe or box damaged in jacking,boring,or tunneling.Remove and replace any pipe or box damaged beyond repair at the Contractor's expense. Immediately after installation of pipe or box,backfill shafts or trenches excavated to facilitate jacking,boring,or tunneling. A. Jacking.Provide jacks suitable for forcing the pipe or box through the embankment. Use even pressure to all jacks during operation.Provide a suitable jacking head and suitable bracing between the jacks and the jacking head to apply uniform pressure around the ring of the pipe or circumference of the box.Use joint cushioning of plywood or other approved material.For plywood cushioning material,use 1/2-in. minimum thickness for pipe diameter 30 in.or less,and use 3/4-in.minimum thickness for pipe diameter greater than 30 in.Use 3/4-in.minimum thickness for all boxes.Use cushioning rings of single or multiple pieces.Provide a suitable jacking frame or backstop Set the pipe or box to be jacked on guides that support the section of the pipe or box,and direct it on the proper line and grade.Place the entire jacking assembly in line with the direction and grade of the pipe or box.In general,excavate the embankment material just ahead of the pipe or box,remove the material through the pipe or box,and force the pipe or box through the embankment with jacks into the space provided. Furnish a plan showing the proposed method of jacking for approval.Include the design for the jacking head,jacking support or backstop,arrangement and position of jacks,and guides in the plan. A Ensure that excavation for the underside of the pipe for at least 1/3 of the circumference of the pipe conforms to the contour and grade of the pipe.Ensure that the excavation for the bottom slab of the box conforms to the grade of the box.If desired,over excavate to provide not more than 2 in. of clearance for the upper portion of the pipe or box.Taper this clearance to zero at the point where the excavation conforms to the contour of the pipe or box.Pressure-grout any over excavation of more than 1 in. The distance that the excavation extends beyond the end of the pipe or box must not exceed 2 ft.Decrease this distance as necessary to maintain stability of the material being excavated. Jack the pipe or box from the low or downstream end.The final position of the pipe or box must not vary from the line and grade shown on the plans by more than 1 in. in 10 ft.Variation must be regular and in 1 direction,and the final flow line must be in the direction shown on the plans. I'f desired,use a cutting edge of steel plate around the head end of the pipe or box extending a short distance beyond the end. B. Boring.Bore from a shaft in an approved location provided for the boring equipment and workmen. Dispose of excavated material using a method approved by the Engineer Use water or other fluids in connection with the boring operation only as necessary to lubricate cuttings;do not use jetting. In unconsolidated soil formations,use a gel-forming colloidal drilling fluid consisting of high-grade,carefully processed bentonite to consolidate cuttings of the bit,deal the walls of the hole,and furnish lubrication for subsequent removal of cuttings and immediate installation of the pipe. Allowable variations from line and grade are specified in Section 476.3.A,"Jacking." Pressure-grout any over excavation of more than 1 in. Use a pilot hole or auger method for the boring., 1. Pilot Hole Method.Bore a 2-in.pilot hole the entire length of the crossing,and check it for line and grade on the opposite end of the bore from the work shaft. This pilot hole will serve as centerline for the larger diameter hole to be bored. 2. Auger Method.Use a steel encasement pipe of the appropriate diameter equipped with a cutter head to mechanically perform the excavation.Use augers of sufficient diameter to convey the excavated material to the work shaft. C. Tunneling.Use an approved tunneling method where the characteristics of the soil, the size of the proposed pipe,or the use of monolithic pipe would make the use of tunneling more satisfactory than jacking or boring or when shown on the plans. When tunneling is permitted,ensure that the lining of the tunnel is of sufficient strength to support the overburden. Submit the proposed liner method for approval. Approval does not relieve the Contractor of the responsibility for the adequacy of the liner method. Pressure-grout the space between the liner plate and the limits of excavation. i I. D. Joints:If corrugated metal pipe is used,make joints by field bolting or by connecting bands,whichever is feasible.If reinforced concrete pipe is used,make the joints in accordance with Item 464,"Reinforced Concrete Pipe."If reinforced concrete box is Used,make the joints in accordance with Item 462,"Concrete Box Culverts and Storm Drains." 476.4.Measurement.This Item will be measured by the foot between the ends of the pipe or box along the flow line. This is a plans quantity measurement Item.The quantity to be paid is.the quantity shown in the proposal,unless modified by Aiticle 9.2,"Plans Quantity Measurement." ' Additional measurements or calculations will be made if adjustments of quantities are required. 476.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Jacking,Boring,or Tunneling Pipe"of the type,size,and class specified;or "Jacking,Boring,or Tunneling Pipe"of the type,size,and design specified;or"Jacking or Tunneling Box Culvert"of the size specified. This price is full compensation for excavation,grouting,backfilling,and disposal of surplus material, furnishing pipe,box,and pipe liner materials required for tunnel operations;preparation,hauling,and installing of pipe,box,and pipe liner materials;and materials,tools,equipment,labor,and incidentals. Protection methods for open excavations deeper than 5 ft.will be measured and paid for as required under Item 402,"Trench Excavation Protection,"or Item 403,"Temporary Special Shoring." ITEM 506 TEMPORARY EROSION,SEDIMENTATION,AND ENVIRONMENTAL CONTROLS 506.1.Description.Install,maintain,and remove erosion,sedimentation,and environmental control devices.Remove accumulated sediment and debris. 506.2.Materials. A. Rock Filter Dams. 1. Aggregate.Furnish aggregate with hardness,durability,cleanliness,and resistance to crumbling, flaking,and eroding acceptable to the Engineer.Provide the following: • Types 1,2,and 4 Rock Filter Dams.Use 3 to'6 in.aggregate. • Type 3 Rock Filter Dams.Use 4 to 8 in.aggregate. 2. Wire.Provide minimum 20 gauge galvanized wire for the steel wire mesh and tie wires for Types 2 and 3 rock filter dams.Type 4 dams require: • a double4wisted,hexagonal weave with a nominal mesh opening of 2-1/2 in.x 3-1/4 in., • minimum 0.0866 in.steel wire for netting; • minimum 0.1063 in.steel w re for selvages and corners;and minimum 0.0866 in.for binding or tie wire. 3. Sandbag Material.Furnish sandbags meeting Section 506.2.I,"Sandbags,"except that any gradation of aggregate may be used to fill the sandbags. B. Temporary Pipe Slope Drains.Provide corrugated metal pipe,polyvinyl chloride(PVC)pipe, flexible tubing,watertight connection bands,grommet materials,prefabricated fittings,and flared entrance sections that conform to the plans.Recycled and other materials meeting these requirements are allowed if approved. Furnish concrete in accordance with Item 432,"Riprap." C. Baled Hay.Provide hay bales weighing at least 50 lb.,composed entirely of vegetable matter, measuring 30 in.or longer,and bound with wire,nylon,or polypropylene string. D. Temporary Paved Flumes.Furnish asphalt concrete,hydraulic cement concrete,or other comparable non-erodible material that conforms to the plans.Provide rock or rubble with a minimum diameter of 6 in.and a maximum volume of 1/2 cu.ft.for the construction of energy dissipaters. E. Construction Exits.Provide materials that meet the details shown on the plans and this Section. 1. Rock Construction Exit.Provide crushed aggregate for long and short-term construction exits. Furnish aggregates that are clean,hard,durable,and free from adherent coatings such as salt, alkali,dirt,clay,loam,shale,soft,or flaky materials and organic and injurious matter Use 4-to 8-in.aggregate for Type 1 and 2-to 4-in.aggregate for Type 3. 2. Timber Construction Exit.Furnish No.2 quality or better railroad ties and timbers for long-term construction exits,free of large and loose knots and treated to control rot.Fasten timbers with nuts and bolts or lag bolts,of at least 1/2 in.diameter,unless otherwise shown on the plans or allowed. For short-term exits,provide plywood or pressed wafer board at least 1/2 in.thick. 3. Foundation Course.Provide a foundation course consisting of flexible base,bituminous concrete,hydraulic cement concrete,or other materials as shown on the plans or directed. F Embankment for Erosion Control.Provide rock,loam,clay,topsoil,or other earth materials that will form a stable embankment to meet the intended use. G. Pipe.Provide pipe outlet material in accordance with Item 556,"Pipe Underdrains,"and details shown on the plans. H. Construction Perimeter Fence, 1. Posts.Provide essentially straight wood or steel posts that are at least 60 in.long.Furnish soft wood posts with a minimum diameter of 3 in.or use 2 x 4 boards.Furnish hardwood posts with a minimum cross-section of 1-1/2 x 1-1/5 in.Furnish T-or L-shaped steel posts with a minimum weight of 1.3 lb.per foot. 2. Fence.Provide orange construction fencing as approved by the Engineer 3. Fence Wire:Provide 12-1/2 gauge or larger galvanized smooth or twisted wire.Providel6 gauge or'larger tie'wire. 4. Flagging.Provide brightly-colored flagging that is fade-resistant and at least 3/4 in.wide to provide maximum visibility both day and night. 5. Staples.Provide staples with a crown at least 1/2 in,wide and legs at least 1/2 in.long. 6: Used Materials:Previously used materials meeting the applicable requirements may be used if accepted by the Engineer. I. Sandbags.Provide sandbag material of polypropylene,polyethylene,or polyamide woven fabric with a minimum unit weight of 4 oz.per square yard,a Mullen buist-strength exceeding 300 psi,and an ultraviolet stability exceeding 70%. Use natural coarse sand or manufactured sand meeting the gradation given in Table 1 to fill sandbags. Filled sandbags must be 24 to 30 in.long,1,Ci,to..18 in.wide,and 6 to 8 in.thick. Table 1 Sand Gradation Sieve# Maximum Retained(%by Weight). 4 3% 100 80% 200 95% J. Temporary Sediment Control Fence.Provide a net-reinforced fence using woven geo-textile fabric. Logos visible to the traveling public will not be allowed. 1. Fabric.Provide fabric materials in accordance with DMS-6230,"Temporary Sediment Control Fence Fabric." 2. Posts.Provide essentially straight wood or steel posts with a minimum length of 48 in.,unless otherwise shown on the plans.Soft wood posts must be at least 3 in.in diameter or nominal 2 x 4 in.Hardwood posts must have a minimum cross-section of 1-1/2 x 1-1/2 in.T-or L-shaped steel posts must have a minimum weight of 1.3 lb.per foot. 3. Net Reinforcement.Provide net reinforcement of at least 12-1/2 gauge galvanized welded wire mesh,with a maximum opening size of 2 x 4 in.,at least 24 in.wide,unless otherwise shown on the plans. 4. Staples.Provide staples with a crown at least 3/4 in.wide and legs 1/2 in.long. 5. Used Materials.Use recycled material meeting the applicable requirements if accepted by the Engineer. 5063:Equipment.Provide a backhoe,front end loader,blade,scraper,bulldozer,or other equipment as required when"Earthwork for Erosion Control"is specified on the plans as a bid item. 506.4.Construction. A. Contractor Responsibilities:Implement the Department's Storm Water Pollution Prevention Plan (SWP3)for the project site in accordance with the specific or general storm water permit requirements. Develop and implement an SWP3 for project-specific material supply plants within and outside of the Department's right of way in accordance with the specific or general storm water permit requirements. Prevent water pollution from storm water associated with construction activity from entering any surface water or private property on or adjacent to the project site. B. General. 1. Phasing.Implement control measures in the area to be disturbed before beginning construction,or as directed.Limit the disturbance to the area shown on the plans or as directed.If,in the opinion of the Engineer,the Contractor cannot control soil erosion and sedimentation resulting from , 1' construction operations,the Engineer will limit the disturbed area to that which the Contractor is able to control.Minimize disturbance to vegetation. 2. Maintenance.Immediately correct ineffective control measures.Implement additional controls as directed.Remove excavated material within the time requirements specified in the applicable storm water permit. 3. Stabilization.Stabilize disturbed areas where construction activities will be temporarily stopped in accordance with the applicable storm water permit.Establish a uniform vegetative cover The project will not be accepted until a 70%density of existing adjacent undisturbed areas is obtained, unless otherwise shown on the plans.When shown on the plans,the Engineer may accept the project when•adequate controls are in place that will control erosion,sedimentation,and water pollution until sufficient vegetative cover can be established. 4. Finished Work.Upon acceptance of vegetative cover,remove and dispose of all temporary control measures,temporary embankments,bridges,matting,falsework,piling,debris,or other obstructions placed during construction that are not a part of the finished work,or as directed. 5. Restricted Activities:Do not locate.disposal areas,stockpiles,or haul roads in any wetland,water body,or streambed. Do not install temporary construction crossings in or across any water body without the prior approval of the appropriate resource agency and the Engineer Restrict construction•operations in any water body to the necessary areas as shown on the plans or applicable permit,or as directed. Use temporary bridges,timber mats;or other structurally sound and non-eroding material for stream crossings. Provide protected storage area for paints,chemicals,solvents,and fertilizers at an approved location.Keep paints,chemicals,solvents,and fertilizers off bare ground and provide shelter for stored chemicals. C. Installation,Maintenance,and Removal Work.Perform work in accordance with the specific or general storm water permit.Install and maintain the integrity of temporary erosion and sedimentation - control devices to accumulate silt and debris until earthwork construction and permanent erosion control features are in place or the disturbed area has been adequately stabilized as determined by the Engineer If a device ceases to function as intended,repair or replace the device or portions thereof as necessary Remove sediment,debris,and litter When approved,sediments may be disposed of within embankments,or in the right of way in areas where the material will not contribute to further siltation. Dispose of removed material in accordance with federal,state,and local regulations. Remove devices upon approval or when directed.Upon removal,finish-grade and dress the area. Stabilize disturbed areas in accordance with the permit,and as shown on the plans or directed.The Contractor retains ownership of stockpiled material and must remove it from the project when new installations or replacements are no longer required. 1. Rock Filter Dams for Erosion Control.Remove trees,brush,stumps,and other objectionable material that may interfere with the construction of rock filter dams.Place sandbags as a foundation when required or at the Contractor's option. For Types 1,2,3,and 5,place the aggregate to the lines,height,and slopes specified,without undue voids.For Types 2 and 3,place the aggregate on the mesh and then fold the mesh at the upstream side over the aggregate and secure it to itself on the downstream side with wire ties,or hog rings,or as directed.Place rock filter dams perpendicular to the flow of the stream or channel unless otherwise directed.Construct filter dams according to the following criteria,unless otherwise shown on the plans: a. Type 1(Non-reinforced). (1) Height.At least 18 in.measured vertically from existing ground to top of filter dam. (2) Top Width.At least 2 ft. (3) Slopes.At most 2:1 b. Type 2(Reinforced). (1) Height.At least 18 in.measured vertically from existing ground to top of filter dam. (2) Top Width.At least 2 ft. (3) Slopes.At most 2:1 c. Type 3(Reinforced): (1) Height.At least 36 in.measured vertically from existing ground to top of filter dam. (2) Top Width.At least 2 ft. (3) Slopes.At most 2:1 d. Type 4(Sack Gabions).Unfold sack gabions and smooth out kinks and bends.For vertical filling,connect the sides by lacing in a single loop-double loop pattern on 4-to 5-in.spacing. At one end,pull the end lacing rod until tight,wrap around the end,and twist 4 times.At the filling end,fill with stone,pull the rod tight,cut the wire with approximately 6 in.remaining, and twist wires 4 times. For horizontal filling,place sack flat in a filling trough,fill with stone,and connect sides and secure ends as described above. Lift and place without damaging the gabion.Shape sack gabions to existing contours. e. Type 5.Provide rock filter dams as shown on the plans. 2. Temporary Pipe Slope Drains.Install pipe with a slope as shown on the plans or as directed. Construct embankment for the drainage system in 8-in.lifts to the required elevations.Hand-tamp the soil around and under the entrance section to the top of the embankment as shown on the plans or as directed.Form the top of the embankment or earth dike over the pipe slope drain at least 1 ft. higher than the top of the inlet pipe at all points.Secure the pipe with hold-downs or hold-down grommets spaced a maximum of 10 ft.on center.Construct the energy dissipators or sediment traps as shown on the plans or as directed.Construct the sediment trap using concrete or rubble riprap in accordance with Item 432,"Riprap,"when designated on the plans. 3. Baled Hay for Erosion and Sedimentation Control.Install hay bales at locations shown on the plans by embedding in the soil at least 4 in.and,where possible,approximately 1/2 the height of the bale,or as directed.Fill gaps between bales with hay 4. Temporary Paved Flumes.Construct paved flumes as shown on the plans or as directed.Provide excavation and embankment(including compaction of the subgrade)of material to the dimensions showp on the plans,unless otherwise indicated.Install a rock or rubble riprap energy dissipater, constructed from the materials specified above to a minimum depth of 9 in.at the flume outlet to the limits shown on the plans or as directed. 5. Construction Exits.When tracking conditions exist,prevent traffic from crossing or exiting the construction site or moving directly onto a public roadway,alley,sidewalk,parking area,or other right of way areas other than at the location of construction exits.Construct exits for either long or short-term use. a. Long-Term.Place the exit over a foundation course,if necessary Grade the foundation course or compacted subgrade to direct runoff from the construction exits to a sediment trap as shown on the plans or as directed.Construct exits with a width of at least 14 ft.for one-way and 20 ft.for two-way traffic for the full width of the exit,or as directed. (1) Type 1.Construct to a depth of at least 8 in.using crushed aggregate as shown on the plans or as directed. (2) Type 2.Construct using railroad ties and timbers as shown on the plans or as directed. b. Short-Term. (1) Type 3.Construct using crushed aggregate,plywood,or wafer board.This type of exit may be used for daily operations where long-term exits are not practical. (2) Type 4.Construct as shown on the plans or as directed. 6. Earthwork for Erosion Control.Perform excavation and embankment operations to minimize erosion and to remove collected sediments from other erosion control devices. a. Excavation and Embankment for Erosion Control Features.Place earth dikes,swales,or combinations of both along the low crown of daily lift placement,or as directed,to prevent runoff spillover Place swales and dikes at other locations as shown on the plans or as directed to prevent runoff spillover or to divert runoff.Construct cuts with the low end blocked with undisturbed earth to prevent erosion of hillsides.Construct sediment traps at drainage structures in conjunction with other erosion control measures as shown on the plans or as directed. Where required,create a sediment basin providing 3,600 cu.ft.of storage per acre drained,or equivalent control measures for drainage locations that serve an area with 10 or more disturbed acres at one time,not including offsite areas. b. Excavation of Sediment and Debris.Remove sediment and debris when accumulation affects the performance of the devices,after a rain,and when directed. 7 Construction Perimeter Fence.Construct,align,and locate fencing as shown on the plans or as directed. a. Installation of Posts.Embed posts 18 in.deep or adequately anchor in rock,with a spacing of 8to10ft. b. Wire Attachment.Attach the top wire to the posts at least 3 ft.from the ground.Attach the lower wire midway between the ground and the top wire. c. Flag Attachment.Attach flagging to both wire strands midway between each post.Use flagging at least 18 in.long.Tie flagging to the wire using a square knot. 8. Sandbags for Erosion ControL Construct a berm or dam of sandbags that will intercept sediment-laden storm water runoff from disturbed areas,create a retention pond,detain sediment, and release'water in sheet flow Fill each bag with sand so that at least the top 6 in.of the bag is unfilled to allow for proper tying of the open end.Place the sandbags with their tied ends in the same direction.Offset subsequent rows of sandbags 1/2 the length of the preceding row Place a single layer of sandbags downstream as a secondary debris trap.Place additional sandbags as necessary or as directed for supplementary support to berms or dams of sandbags or earth. 9. Temporary Sediment-Control Fence.Provide temporary sediment-control fence near the downstream perimeter of a disturbed area to intercept sediment from sheet flow Incorporate the fence into erosion-control measures used to control sediment in areas of higher flow Install the fence as shown on the plans,as specified in this Section,or as directed. a. Installation of Posts.Embed posts at least 18 in.deep,or adequately anchor,if in rock,with a spacing of 6 to 8 ft.and install on a slight angle toward the run-off source. b. Fabric Anchoring.Dig trenches along the uphill side of the fence to anchor 6 to 8 in,of fabric.Provide a minimum trench cross-section of 6 x 6 in.Place the fabric against the side of the trench and align approximately 2 in of fabric along the bottom in the upstream direction. Backfill the trench,then hand-tamp. c. Fabric and Net Reinforcement Attachment.Unless otherwise shown under the plans,attach the reinforcement to wooden posts with staples,or to steel posts with T-clips,in at least 4 places equally spaced.Sewn vertical pockets may be used to attached reinforcement to end posts.Fasten the fabric to the top strand of reinforcement by hog rings or cord every 15 in.or less. d. Fabric and Net Splices.Locate splices at a fence post with a minimum lap of 6 in.attached in at least 6 places equally spaced,unless otherwise shown under the plans.Do not locate splices in concentrated flow areas. Requirements for installation of used temporary sediment-control fence include the following: • fabric with minimal or no visible signs of biodegradation(weak fibers), • fabric without excessive patching(more than 1 patch every 15 to 20 ft.), • posts without bends,and • backing without holes. 506.5.Measurement. A. Rock Filter Dams.Installation or removal of rock filter dams will be measured by the foot or by the cubic yard.The measured volume will include sandbags,when used. 1. Linear Measurement.When rock filter dams are measured by the-foot,measurement will be along the centerline of the top of the darn. 2. Volume Measurement.When rock filter dams are measured by the cubic yard,measurement will be based on the volume of rock computed by the method of average end areas. a. Installation.Measurement will be made in final position. b. Removal:Measurement will be made at the point of removal. B. Temporary Pipe Slope Drains.Temporary pipe slope drains will be measured by the foot. C. Baled Hay.Baled hay will be measured by each bale. D. Temporary Paved Flumes.Temporary paved flumes will be measured by the square yard of surface area.The measured area will include the energy dissipater at the flume outlet. E. Construction Exits.Construction exits will be measured by the square yard of surface area. F Earthwork for Erosion Control. 1. Equipment.Equipment use will be measured by the actual number of hours the equipment is operated. 2. Volume Measurement. a. In Place. (1) Excavation.Excavation will be measured by the cubic yard in its original position and the volume computed by the method of average end areas. (2) Embankment.Embankment will be measured by the cubic yard in its final position by the method of average end areas.The volume of embankment will be determined between: • the original ground surfaces or the surface upon that the embankment is to be constructed for the feature and • the lines,grades and slopes of the accepted embankment for the feature. b. In Vehicles.Excavation and embankment quantities will be combined and paid for under "Earthwork(Erosion and Sediment Control,In Vehicles)."Excavation will be measured by the cubic yard in vehicles at the point of removal.Embankment will be measured by the cubic yard in vehicles measured at the point of delivery Shrinkage or swelling factors will not be considered in determining the calculated quantities. G. Construction Perimeter Fence.Construction perimeter fence will be measured by the foot. H. Sandbags for Erosion ContrQL Sandbags will be measured as each sandbag or by the foot along the top of sandbag berms or dams. I. Temporary Sediment-Control Fence.Temporary sediment-control fence will be measured by the foot. 506.6.Payment.The following will not be paid for directly but are subsidiary to pertinent Items: • erosion-control measures for Contractor project-specific locations(PSLs)inside and outside the right of way(such as construction and haul roads,field offices,equipment and supply areas,plants,and material sources); • removal of litter; • repair to devices and features damaged by Contractor operations; • added measures and maintenance needed due to negligence,carelessness,lack of maintenance,and failure to install permanent controls; • removal and reinstallation of devices and features needed for the convenience of the Contractor; • finish grading and dressing upon removal of the device;and • minor adjustments including but not limited to plumbing posts,reattaching fabric,minor grading to maintain slopes on an erosion embankment feature,or moving small numbers of sandbags. The Contractor will be reimbursed in accordance with pertinent Items or Article 9.5,"Force Account,"for maintenance,repair,or reinstallation of devices and features when the need for additional control measures cannot be attributed to the above,as determined by the Engineer.Stabilization of disturbed areas will be paid for under pertinent Items. Furnishing and installing pipe for outfalls associated with sediment traps and ponds will not be paid for directly but is subsidiary to the excavation and embankment under this Item. A. Rock Filter Dams.The work performed and materials furnished in accordance with this Item and 'measured as provided under"Measurement"will be paid for at the unit price bid as follows: 1. Installation.Installation will be paid for as"Rock Filter Dams(Install)"of the type specified. This price is full compensation for furnishing and operating equipment,finish backfill and grading,lacing,proper disposal,labor,materials,tools,and incidentals. 2. Removal.Removal will be paid for as"Rock Filter Darns(Remove)."This price is full compensation for furnishing and operating equipment,proper disposal,labor,materials,tools,and incidentals. When the Engineer directs that the rock filter dam installation or portions thereof be replaced,payment will be made at the unit price bid for"Rock Filter Dams(Remove)"and for"Rock Filter Dams (Install)"of the type specified.This price is full compensation for furnishing and operating equipment, finish backfill and grading,lacing,proper disposal,labor,materials,tools,and incidentals B. Temporary Pipe Slope Drains.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for "Temporary Pipe Slope Drains"of the size specified.This price is full compensation for furnishing materials,removal and disposal,furnishing and operating equipment,labor,tools,and incidentals. Removal of temporary pipe slope drains will not be paid for directly but is subsidiary to the installation Item.When the Engineer directs that the pipe slope drain installation or portions thereof be replaced, payment will be made at the unit price bid for"Temporary Pipe Slope Drains"of the size specified, which is full compensation for the removal and reinstallation of the pipe drain. Earthwork required for the pipe slope drain installation,including construction of the sediment trap, will be measured and paid for under Section 506.5.F,"Earthwork for Erosion and Sediment Control." Riprap concrete or stone,when used as an energy dissipater or as a stabilized sediment trap,will be measured and paid for in accordance with Item 432,"Riprap." C. Baled.Hay.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Baled Hay"This price is full compensation for furnishing and placing bales,excavating trenches,removal and disposal,equipment, labor,,tools,and incidentals. When the Engineer directs that the baled hay installation(or portions thereof)be replaced,payment will be made at the unit price bid for"Baled Hay,"which is full compensation for removal and reinstallation of the baled hay D. Temporary Paved Flumes.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Temporary Paved Flume(Install)"or"Temporary Paved Flume(Remove)."This price is full compensation for furnishing and placing materials,removal and disposal,equipment,labor,tools,and incidentals. When the Engineer directs that the paved flume installation or portions thereof be replaced,payment will be made at the unit prices bid for"Temporary Paved Flume(Remove)"and"Temporary Paved Flume(Install)."These prices are full compensation for the removal and replacement of the paved flume and for equipment,labor,tools,and incidentals. Earthwork required for the paved flume installation,including construction of a sediment trap,will be measured and paid for under Section 506.5.F,"Earthwork for Erosion and Sediment Control." E. Construction Exits,Contractor-required construction exits from off-right of way locations or on-right of way PSLs will not be paid for directly but are subsidiary to pertinent Items. The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"for construction exits needed on right of way access to work areas required by the Department will be paid for at the unit price bid for"Construction Exits(Install)"of the type specified or"Construction Exits(Remove)."This price is full compensation for furnishing and placing materials,excavating,removal and disposal,cleaning vehicles,labor,tools,and incidentals. When the Engineer directs that a construction exit or portion thereof be removed and replaced, payment will be made at the unit prices bid for"Construction Exit(Remove)"and"Construction Exit (Install)"of the type specified.These prices are full compensation for the removal and replacement of the construction exit and for equipment,labor,tools,and incidentals. Construction of sediment traps used in conjunction with the construction exit will be measured and paid for under Section 506.5.F,"Earthwork for Erosion and Sediment Control." F. Earthwork for Erosion and Sediment Control.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Excavation(Erosion and Sediment Control,In Place),""Embankment(Erosion and Sediment Control,In Place),""Earthwork(Erosion and Sediment Control,In Vehicles),""Dragline Work(Erosion and Sediment Control),""Backhoe Work(Erosion and Sediment Control),""Excavator Work(Erosion and Sediment Control),""Front End Loader Work(Erosion and Sediment Control)," "Blading Work(Erosion and Sediment Control),""Scraper Work(Erosion and Sediment Control),"or "Bulldozer Work(Erosion and Sediment Control)." This price is full compensation for excavation including removal of accumulated sediment in various erosion control installations as directed,hauling,and disposal of material not used elsewhere on the project;excavation for construction of erosion-control features;embankments including furnishing material from approved sources and construction of erosion-control features;sandbags;plywood;stage construction for curb inlets involved in curb-inlet sediment traps;and equipment,labor;tools,and incidentals. Earthwork needed to remove and obliterate of erosion-control features will not be paid for directly but is subsidiary to pertinent Items unless otherwise shown on the plans. Sprinkling and rolling required by this Item will not be paid for directly,but will be subsidiary to this Item. G. Construction Perimeter Fence.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for "Construction Perimeter Fence."This price is full compensation for furnishing and placing the fence; digging,fence posts,wire,and flagging;removal and disposal;and materials,equipment,labor,tools, and incidentals. Removal of construction perimeter fence will be not be paid for directly but is subsidiary to the installation Item.When the Engineer directs that the perimeter fence installation or portions thereof be removed and replaced,payment will be made at the unit price bid for"Construction Perimeter Fence," which is full compensation for the removal and reinstallation of the construction perimeter fence. H. Sandbags for Erosion Control.Sandbags will be paid for at the unit price bid for"Sandbags for Erosion Control"(of the height specified when measurement is by the foot).This price is full compensation for materials,placing sandbags,removal and disposal,equipment,labor,tools,and incidentals. Removal of sandbags will not be paid for directly but is subsidiary to the installation Item.When the Engineer directs that the sandbag installation or portions thereof be replaced,payment will be made at the unit price bid for"Sandbags for Erosion Control,"which is full compensation for the reinstallation of the sandbags. I. Temporary Sediment-Control Fence.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for "Temporary Sediment-Control Fence."This price is full compensation for furnishing and placing the fence;trenching,fence posts,fabric and backfill;removal and disposal;and equipment,labor,tools, and incidentals. Removal of temporary sediment-control fence will not be paid for directly but is subsidiary to the installation Item.When the Engineer directs that the temporary sedimentation control fence installation or portions thereof be replaced,payment will be made at the unit price bid for"Temporary Sediment- Control Fence,"which is full compensation for the removal and reinstallation of the temporary sediment-control fence. 1 F P 1 ITEM 531 SIDEWALKS 531.1.Description.Construct hydraulic cement concrete sidewalks. 531.2.Materials.Furnish materials conforming to the following: • Item 360,"Concrete Pavement" • Item 420,"Concrete Structures" • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcing Steel." Use Class A concrete or Other concrete as specified.Use Grade 8 course aggregate for extruded Class A concrete.Use other grades if approved by the Engineer. 531`3.Construction.Shape and compact subgrade,foundation,or pavement surface to the line,grade, and cross-section shown on the plans.Lightly sprinkle subgrade or foundation material immediately before concrete placement.Hand-tamp and sprinkle foundation when placement is directly on subgrade or foundation materials.Remove and dispose of existing concrete in accordance with Item 104,"Removing Concrete."Provide a clean surface for concrete placement directly on the surface material or pavement. Mix and place concrete in accordance with the pertinent Items.Hand-finishing is allowed for any method of construction.Finish exposed surfaces to a uniform transverse broom finish surface.Curb ramps must include a detectable warning surface and conform to details shown on the plans.Install joints as shown on the plans.Brush all exposed surfaces to a smooth and uniform surface.Ensure that abrupt changes in sidewalk elevation do not exceed 1/4 inch,sidewalk cross slope does not exceed 2%,curb ramp grade does not exceed 8.3%,and flares adjacent to the ramp do not exceed 10%slope.Where a sidewalk crosses a concrete driveway,ensure that the sidewalk depth and reinforcement are not less than the driveway cross- sectional details shown on the plans. Provide finished work with a well-compacted mass,a surface free from voids and honeycomb,and the required true-to-line shape and grade.Cure for at least 72 hr in accordance with Item 420,"Concrete Structures." A, Conventionally Formed Concrete.Provide sidewalk sections separated by premold or board joint of the thickness shown on the plans in lengths greater than 8 ft.but less than 40 ft.,unless otherwise directed.Terminate workday production at an expansion joint. Bs Extruded or Slipformed Concrete.Provide any additional surface finishing immediately after extrusion or slipforming as required on the plans.Construct joints at locations as shown on the plans or as directed. 531.4.Measurement.Sidewalks will be measured by the foot or by the square yard of surface area.Curb ramps will be measured by each unit.The unit will consist of the curb ramp,landing,adjacent flares or side curb,and detectable warning surface as shown on the plans. 531.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Concrete Sidewalks"of the width(for foot measurement)and of the depth specified or"Curb Ramps"of the type specified.This price is full compensation for surface preparation of base;materials;removal and disposal of existing concrete; excavation,hauling and disposal of excavated material;drilling and doweling into existing concrete curb, sidewalk,and pavement;repair of adjacent street or pavement structure damaged by these operations;and equipment,labor,materials,tools,and incidentals. Sidewalks that cross and connect to concrete driveways or turnouts will be measured and paid for in accordance with Item 530,"Intersections,Driveways,and Turnouts." ITEM 540 METAL BEAM GUARD FENCE 540.1.Description.Furnish and install,replace,or adjust metal beam guard fence consisting of metal beam rail element support on timber or steel posts. 540.2.Materials.When directed,provide samples of metal beam rail elements,terminal sections,bolts, and nuts for testing forcompliance with the physical and chemical property requirements of AASHTO M 180 in accordance with,Tex-708-I and Tex-713-I. When the plans designate that the Department will furnish the materials,pick up the materials at the locations shown on the plans. A. Metal Beam Rail Elements.Furnish new metal beam rail elements for rail and terminal anchor sections that meet the requirements of Table 1 Type I or II is allowed unless otherwise shown on the plans.Base metal for metal beam rail elements must not contain more than 0.04%phosphorous nor more than 0.05%sulfur Furnish metal beam rail elements from approved manufacturers.A list of Department-approved manufacturers is maintained by the Construction Division. B. Posts.Furnish new round timber,rectangular timber,or rolled steel section posts;in accordance with details shown in the plans and the following requirements: 1. Timber Posts.Meet the requirements of DMS-7200,"Timber Posts and Blocks for Metal Beam Guard Fence." 2. Steel Posts.Provide rolled sections conforming to the material requirements of ASTM A 36.Drill or punch posts for rail attachment as shown on the plans.Galvanize in accordance with Item 445, "Galvanizing." Table 1 Rail Element Requirements Specification AASHTO M 180 Class A-Base metal nominal thickness 0.105 in.±0.008 in.,or B—Base metal nominal thickness 0.135 in.±0.008 in. • I—Zinc-coated 1.80 ounces per square foot minimum single-spot,or Type II—Zinc-coated 3.60 ounces per square foot minimum single-spot. IV—Weathering Steel(required when shown on the plans). Shape W-beam or thrie beam or W-beam-to-thrie-beam transition. Permanently mark each metal beam rail element with the information required in AASHTO M 180.Permanently mark all curved sections of metal beam rail element with the radius Markings of the curved section in the format"R=xx ft."Markings(die- imprinted letters and numerals no more than 1/2 in.high)must be on the back of the metal beam rail section away from traffic and visible after erection. C. Blocks.Furnish new rectangular timber or composite blocks in accordance with details shown in the plans and the following requirements: 1. Timber Meet the requirements of DMS-7200,"Timber Posts and Blocks for Metal Beam Guard Fence." 2. Composite.Meet the requirements of DMS-7210,"Composite Material Posts and Blocks for Metal Beam Guard Fence." D. Fittings.Furnish new fittings(bolts,nuts,and washers)in accordance with the details shown on the plans and galvanized in accordance with Item 445,"Galvanizing." E. Terminal Connectors.Furnish new terminal connectors,where required,meeting the material and galvanizing requirements specified for metal beam rail elements. F. Concrete.Furnish concrete for terminal anchor posts meeting the requirements for Class A concrete as required in Item 421,"Hydraulic Cement Concrete." G. Curb.If indicated in the details,furnish the curb shown with metal beam guard fence transition as required by Item 529,"Concrete Curb,Gutter,and Combined Curb and Gutter" 5403.Construction.Install posts and rail elements in accordance with the details shown on the plans. A. Posts.Install posts by either drilling or driving. 1. Drilling.Drill holes and set posts plumb and firm to the line and grade shown.Backfill posts by thoroughly tamping the fill material in 4 in.lagers. 2. Driving.Drive posts plumb with approved power hammers(steam,compressed air,vibratory,or diesel)or gravity hammers to the line and grade shown.Use a structural steel driving head suitable for the type and size of post being driven with wood cushion blocks as necessary to prevent damage to the post.Rope mat,belting,or other similar cushioning material may be used in addition to wood cushion blocks.Use pilot holes when required or permitted.Determine the size and depth of pilot holes with the approval of the Engineer based on results of trial operations of the first few posts driven.Thoroughly tamp loosened soil around the post,fill with suitable material any void between the soil and the post resulting from the driving,and thoroughly compact to the density of adjacent undisturbed material. B. Rail Elements.Erect metal beam rail elements to produce a smooth,continuous rail paralleling the line and grade of the roadway surface or as shown on the plans.Bolt rail elements end to end and lap in the direction of traffic in the lane adjacent to die guard fence.Curve metal beam rail elements during fabrication,to the radius shown.Field-drill or punch holes in rail elements for special details only when approved. C. Terminal Anchor Posts.Embed terminal anchor posts in concrete unless otherwise shown on the plans. D. Galvanizing Repair.After erection,repair all parts of galvanized steel posts,washers,bolts,and rail elements on which the galvanizing has become scratched,chipped,or otherwise damaged.Repair in accordance with Section 445.3.D,"Repairs." E. Guard Rail Adjustment.Work includes vertical adjustment of the rail element.Perform work in accordance with details shown on the plans.Materials provided by the Department will be as shown on the plans. F. Curb.If indicated in the details,construct the curb shown with metal beam guard fence transition as required by Item 529,"Concrete Curb,Gutter,and Combined Curb and Gutter" 540A.Measurement. A. Guard Fence Installation,Adjustment,and Anchor Sections.Measurement will be by the foot of fence.Fence will be measured on the face of the rail in place,from center to center of end posts.For terminal anchor sections or structure-to-railing connections,measure from the points shown on the plans.Terminal anchor sections will be measured by the foot,unless specified as a separate bid item. B. Terminal Anchor Sections.When a separate bid item is specified for terminal anchor sections, measurement will be by each section,complete in place,consisting of a terminal anchor post and one 25 h.section of rail element. C. Transitions.Transitions for rail connection will be measured by each transition. 540S.Payment.The work performed and material furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Metal W-Beam Guard Fence"of the post type specified,"Metal Thrie-Beam Guard Fence"of the post type specified,"Terminal Anchor Section,""Metal Beam Guard Fence Transition,""Metal W-Beam Guard Fence Adjustment,""Metal Thrie-Beam Guard Fence Adjustment,""Terminal Anchor Section Adjustment,"or"Transition Adjustment."When weathering steel is required,Type IV will be specified. 1 When posts are required to be removed,payment for removal of posts,rail elements,fittings,and terminal anchor sections will be made under Item 542,"Removing Metal Beam Guard Fence."Guardrail end treatments will be paid for in accordance with Item 544,"Guardrail End Treatments." Samples furnished to the Department for testing purposes will not be paid for directly but are subsidiary to this Item.Special backfill materials required will not be paid for directly but are subsidiary to this Item. Concrete curbs will not be paid for directly but are subsidiary to this Item. A. Guard Fence.The price bid for"Metal W-Beam Guard Fence"or"Metal Thrie-Beam Guard Fence" is full compensation for materials,hauling,erection,setting posts in concrete,blocks,driving posts, excavating,backfilling,equipment,labor,tools,and incidentals. B. Terminal Anchor Section.When a separate bid item is specified,the price bid for"Terminal Anchor Section"is full compensation for furnishing the rail element,anchor assembly,terminal anchor post, and foundations;installing the rail element anchor assembly and the terminal anchor post and foundations;excavation and backfilling;and equipment,labor,tools,and incidentals. C. Transition.The price bid for"Metal Beam Guard Fence Transition"is full compensation for furnishing the nested sections of thrie beam,the thrie-beam-to-W-beam transitional rail piece,posts, concrete,curb,connections to W-beam guard fence and bridge rails,and the thrie-beam terminal :,connectors;excavation and backfilling;and equipment,labor,tools,and incidentals. D. Guard Rail Fence Adjustment The price bid for"Metal W-Beam Guard Fence Adjustment,""Metal Thrie-Beam Guard Fence Adjustment,""Terminal Anchor Section Adjustment,"and"Transition Adjustment"is full compensation for furnishing materials not supplied by the Department,drilling holes in posts,hauling,erection,blocks,excavation,backfill,cleaning,salvaging materials,setting rail element anchor assembly and terminal anchor post,removal of rail element,concrete,curb,equipment, labor,tools,and incidentals. r ITEM 610 ROADWAY ILLUMINATION ASSEMBLIES 610.1.Description. • Installation.Furnish,fabricate,and erect roadway illumination assemblies. • Relocation.Remove and relocate existing roadway illumination assemblies. • Removal.Remove existing roadway illumination assemblies. 610.2.Materials:Provide new materials that comply with the details shown on the plans, the requirements of this Item,and the pertinent requirements of the following Items: • Item 441,"Steel Structures" • Item 442,"Metal for Structures" • Item 445,"Galvanizing" • Item 446,"Cleaning and Painting Steel" • Item 449,"Anchor Bolts" • Item 620,"Electrical Conductors." Furnish light fixtures from new materials that comply with DMS-11010,"Roadway Illumination Light Fixtures." Provide light fixtures from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified roadway illumination light fixture manufacturers. Provide shop drawings of the complete assembly in accordance with the plans. Hot-dip galvanize fabricated pole sections and associated parts in accordance with Item 445,"Galvanizing."Punch or drill holes in steel parts or members,when allowed, before galvanizing. Paint poles,when shown on the plans,in accordance with Item 446,"Cleaning and Painting Steel." 610.3.Construction.Perform work in accordance with the details shown on the plans and the requirements of this Item. Sample fixtures for testing in accordance with Tex-1110-T Use established industry and utility safety practices when installing,relocating,or removing poles or luminaires located near overhead or underground utilities.Consult with the appropriate utility company before beginning work. Prevent scarring or marring of the poles,mast arms,and fixtures.Replace damaged components.Repair damaged galvanizing in accordance with Section 445.3.D,"Repairs." Repair damaged painted areas of a roadway illumination assembly in accordance with Item 446,"Cleaning and Painting Steel." Stake,install,and align each roadway illumination assembly as shown on the plans.The Department may shift an assembly's location,if necessary,to secure a more desirable location or to avoid conflict with utilities. A. Installation.Fabricate and install roadway illumination assembly components in accordance with the details,dimensions,and requirements shown on the plans.Do not use screw-in type foundations.Install anchor bolts and coat anchor bolt threads in accordance with Item 449,"Anchor Bolts."Erect structures after foundation concrete has attained its design strength as required on the plans and Item 421,"Hydraulic Cement Concrete."Tighten anchor bolts for poles with shoe bases in accordance with Item 449,"Anchor Bolts."Do not place grout between base plate and foundation. Test installed roadway illumination assemblies in accordance with Item 616, "Performance Testing of Lighting Systems." B. Relocation.Relocate roadway illumination assembly components in accordance with the details,dimensions,and requirements shown on the plans.Do not use screw-in type foundations.Install existing structures on new foundations in accordance with Section 610.3A,"Installation."Do not place grout between base plate and foundation.Test installed roadway illumination assemblies in accordance with Item 616,"Performance Testing of Lighting Systems. Disconnect and remove conductors from abandoned circuits.Remove abandoned conduit or ducts to a point 6 in.below final grade.Reconnect conduit,ducts,and conductors to be reused.Replace damaged conduit,ducts,and conductors. Unless otherwise shown on the plans,remove abandoned concrete foundations and replace surfacing in accordance with Section 610.3.C,"Removal."Do not remove existing concrete bridge lighting brackets. Furnish and install new internal conductors,fused and unfused connectors,and lamps. Furnish and install new transformer bases that meet AASHTO and plan requirements when relocating transformer base poles.Destroy existing transformer bases to prevent reuse. • b Accept ownership of unsalvageable materials and dispose of in accordance with federal,state,and local regulations. C. Removal.Remove roadway illumination assembly components in accordance with established industry and utility safety practices. Remove transformer bases from transformer base poles.Remove luminaires and mast arms from the pole shaft. Stockpile pole shafts,mast arms,and assembly hardware at a location designated by the Department.Pole shafts,mast arms,and assembly hardware will remain Department property unless otherwise shown on the plans or directed. Disconnect and remove conductors from abandoned circuits.Remove abandoned conduit and ducts to a point.6 in.below final grade.Destroy existing transformer bases to prevent reuse. Remove abandoned concrete foundations to a point 2 ft.below final grade.Backfill the hole with material that is equal in composition and density to the surrounding area. Replace surfacing material with similar material to an equivalent condition.Do not remove existing concrete bridge lighting brackets. Accept ownership of unsalvageable materials and dispose of in accordance with federal,state,and local regulations. 610.4.Measurement.This Item will be measured as each roadway illumination assembly installed,relocated,or removed. t ~1 610.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Install Roadway Illumination Assemblies"of the types specified,"Relocate Roadway Illumination Assemblies"of the types specified,or"Remove Roadway Illumination Assemblies"of the.types specified.The Department will pay for electrical energy consumed by the lighting system. New drilled shaft foundations will be paid for under Item 416,"Drilled Shaft Foundations."New concrete riprap placed around foundations will be paid for under Item 432,"Riprap."New conduit will be paid for under Item 618,"Conduit."New conductors,except the conductors internal to the pole,Will be paid for under Item 620, "Electrical Conductors."New duct cable will be paid for under Item 622,"Duct Cable." New ground boxes will be paid for under Item 624,"Ground Boxes"New electrical services will be paid for under Item 628,"Electrical Services." A. Installation.This price is full compensation for furnishing,installing,and testing luminaires;ballasts,poles,'lamps,anchor bolts,anchor plates,internal conductors, and connections; system performance testing;and equipment,labor,tools,and incidentals. B. Relocation.This price is full compensation for salvaging and relocating the existing conduit,duct cable,and conductors;removing existing foundations,backfilling,and surface placement;removing,erecting,connecting,and testing illumination assemblies; furnshing and installing new anchor bolts,transformer bases,lamps, connections,and conductors;replacement of damaged components;disposal of unsalvageable material,and equipment,labor,tools,and incidentals. 1 C. Removal.This price is full compensation for removing,salvaging,disassembling, and stockpiling lighting assemblies;salvaging and relocating existing conduit and conductors;removing existing foundations;backfilling and surface placement; splicing existing conductors;disposal of unsalvageable matenal,and equipment, labor,tools,and incidentals. ITEM 618 CONDUIT 618.1.Description.Furnish and place conduit. 618.2.Materials.Provide new materials that comply with the details shown on the plans, the requirements of this Item,and the pertinent requirements of Item 622,"Duct Cable." When specified in the plans,provide: • rigid metal(RM)conduit that is hot-dip galvanized inside and outside with a minimum of 1.5 oz.per square foot of a zinc coating in accordance with Item 445, "Galvanizing"; • electrical metallic tubing(EMT)and intermediate metal.conduit(IMC)that is steel, galvanized on the outside,and protected on the inside with a suitable corrosion- resistant material, • polyvinyl chloride(PVC)conduit that meets the requirements of NEMA Standard TC-2,UL 651,and the NEC; • high-density polyethylene(HDPE)conduit without factory-installed conductors that meets the requirements of Item 622,"Duct Cable";or • flexible conduit that is liquid-tight. Furnish conduit from new materials that comply with DMS-11030,"Conduit." Provide conduit from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified electrical conduit manufacturers. Unless otherwise shown on the plans,fabricate fittings such as junction boxes and expansion joints from a material similar to the connecting conduit.Use watertight fittings. Do not use set screw and pressure-cast fittings.Steel compression fittings are permissible. When using HOPE conduit,provide fittings that are UL-listed as electrical conduit connectors or thermally fused using an electrically heated wound wire resistance welding method. Use red 3-in.4-mil polyethylene underground warning tape that continuously states "Caution Buried Electrical Line Below" 618.3.Construction.Place conduit in accordance with the lines,grades,details,and dimensions shown on the plans or as directed.Install conduit a minimum of 18 in.deep underground unless otherwise shown on the plans.Meet the requirements of the NEC when installing conduit. Secure and support conduit placed for concrete encasement in such a manner that the alignment will not be disturbed during placement of the concrete. Cap ends of conduit and close box openings before concrete is placed. Ream conduit to remove burrs and sharp edges.Use a standard conduit cutting die with a 3/4-in. taper per foot when conduit is threaded in the field.Fasten conduit placed on structures with conduit straps or hangers as shown on the plans or as directed.Fasten conduit within 3 ft.of each box or fitting and at other locations shown on the plans or as directed.Use metal conduit clamps that are galvanized malleable or stainless steel unless } otherwise shown on the plans.Use 2-hole type clamps for 2-in.diameter or larger conduit. Fit PVC and HDPE conduit terminations with bushings or bell ends.Fit metal conduit terminations with a grounding type bushing,except conduit used for duct cable casing that does not terminate in a ground box and is not exposed at any point.Conduit terminating in threaded bossed fittings does not need a bushing.Prior to installation of conductors or final acceptance,pull a spherical template having a diameter of at least 75%of the inside diameter of the conduit through the conduit to ensure that the conduit is free from obstruction.Cap or plug empty conduit placed for future use. Perform trench excavation and backfilling as shown on the plans or as directed and in accordance with Item 400,"Excavation and Backfill for Structures."Excavation and backfilling will be subsidiary to the installation of the conduit. Jack and bore as shown on the plans or as directed,and in accordance with Item 476, "Jacking,Boring,or Tunneling Pipe." Place warning.tape approximately 10 in.above trenched conduit.Where existing surfacing is removed for placing conduit,repair by backfilling with material equal in composition and density to the surrounding areas and by replacing any removed surfacing,such as asphalt pavement or concrete riprap,with like material to equivalent condition.Mark conduit locations as directed. .618.4.Measurement.This Item will be measured by the foot of conduit. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement." Additional measurements or calculations will be made if adjustments of quantities are required. 618.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Conduit"of the type and size specified and the installation method specified as applicable.This price is full compensation for furnishing and installing conduit;hanging, strapping,jacking,boring,tunneling,excavating,and furnishing and placing backfill, replacing pavement structure,sod,nprap,curbs,or other surface;marking location of conduit(when required);furnishing and installing fittings,junction boxes,and expansion joints;and equipment,labor,tools and incidentals. Flexible conduit will not be paid for directly but will be subsidiary to pertinent Items. Unless otherwise shown on the plans,no payment will be allowed under this Item for conduit used on electrical services or in foundations. ITEM 620 ELECTRICAL CONDUCTORS 620.1.Description.Furnish and place electrical conductors,except conductors specifically covered by other Items. 620.2.Materials.Provide new materials that comply with the details shown on the plans and the requirements of this Item.Use stranded insulated conductors that are rated for 600 volts;approved for wet locations;and marked in accordance with UL,NEC,and CSA requirements.Furnish electrical conductors in accordance with DMS-11040, "Electrical Conductors." Provide electrical conductors from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified electrical conductor manufacturers. Ensure that all grounding,conductors size AWG No. 8 and larger are stranded,except for the grounding electrode conductor,which will be a'solid conductor Use white insulation for grounded(neutral).conductors,except that grounded conductors AWG No.8 and larger may be black with white tape marking at every accessible location.Do not use white insulation or marking for any other conductor except control wiring specifically shown on the plans. Ensure that insulated grounding conductors are green except that insulated grounding conductors AWG No. 8 and larger may be black with green tape marking at every accessible location.Do not use green insulation or marking for any other conductor -- except control wiring specifically shown on the plans. 620.3.Construction.Splice conductors only in junction boxes,ground boxes,and transformer bases,and in poles and structures at the hand holes. Splice as shown on the plans.Do not exceed the manufacturer's recommended pulling,tension.Use lubricant as recommended by the manufacturer Install conductors in accordance with the NEC Make insulation resistance tests on the conductors prior to making final connections,and ensure that each continuous run of insulated conductor has a minimum DC resistance of 5 megohms when tested at 1,000 volts DC.The Engineer may require verification testing of all or part of the conductor system.The Engineer will witness these verification tests. Replace conductors exhibiting an insulation resistance of less than 5 megohms. 620.4.Measurement.This Item will be measured by the foot of each single conductor This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement." Additional measurements or calculations will be made if adjustments of quantities are required. 620.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for`Electrical Conductors"of the types and sizes specified.This price is full compensation for furnishing,installing,and testing electrical conductors and for equipment,labor,tools,and incidentals,except that: • conductors used in connecting the components of electrical services will be paid for under Item 628,"Electrical Services"; • conductors inside roadway illumination assemblies will be paid for under Item 610, "Roadway Illumination Assemblies";and • conductors used for internal wiring of equipment will not be paid for directly but will be subsidiary to pertinent Items. ITEM 621 TRAY CABLE 621.1.Description.Furnish and install tray cable. 621.2.Materials.Provide new materials that comply with the details shown on the plans and meet the following requirements. • Provide bare concentric-stranded soft annealed copper conductors. • Provide individually insulated conductors with XHHW insulation and an overall polyvinyl chloride(PVC)jacket. • Provide 3-conductor cables with black,white,and green insulation colors. • Provide 4-conductor cable with black,white,green,and red insulation colors. • Clearly and durably mark the outer surface of the jacket at 2-ft.maximum intervals by indent printing to show the insulation type,rating,and manufacturer • Assemble round conductors and provide nonhygroscopic filler to prevent flattening of cable. • Ensure cable is suitable for use outdoors,under exposure to ultraviolet light,and in wet locations. Furnish tray cable from new materials that comply with DMS-11050,"Tray Cable." Provide tray cable from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequahfied tray cable manufacturers. 621.3.Construction.Provide an additional 5 ft.of cable coiled in each ground box when installing cable in underground conduit. Splice tray cable only at locations shown on the plans.Obtain the Engineer's written approval for each splice.Ensure that allowed splices are watertight.Test the cables after installation and prior to any connection to the cables.Remove and replace cable testing at less than 50 megohms insulation resistance at 500 volts. 621.4.Measurement.This Item will be measured by the foot of tray cable. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2,"Plans Quantity Measurement." Additional measurements or calculations will be made if adjustments of quantities are required. 621.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Tray Cable"of the types and sizes specified.This price is full compensation for furnishing and installing materials and for equipment,labor,tools,and incidentals. ITEM 624 GROUND BOXES 624.1:Description.Construct,furnish,and install ground boxes complete with lids. 624.2.Construction,and Materials.Provide new materials that comply with'the details shown on the plans and meet the following requirements: • Construct cast-in-place concrete ground boxes and aprons in accordance with Item 421,"Hydraulic Cement Concrete,"and Item 440,"Reinforcing Steel." • Provide fabricated precast polymer concrete ground boxes,and precast concrete ground boxes that comply with DMS-11070,"Ground Boxes." • Construdt a concrete apron,when shown on the plans,in accordance with Item-421, "Hydraulic Cement Concrete,"and Item 440,"Reinforcing Steel." Provide ground boxes'from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified ground box manufacturers. 624.3.Measurement.This Item will be measured by each ground box complete in place. 624.4.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Ground Boxes"of the types and sizes specified.This price is full compensation for excavating and backfilling; constructing,furnishing,and installing the ground boxes and concrete aprons when required;and equipment,labor,materials;tools,and incidentals. r ITEM 625 ZINC-COATED STEEL WIRE STRAND 625.1.Description.Furnish and install zinc-coated steel wire strand. 625.2.Materials.Conform to the requirements of ASTM A 475,Utilities Grade or better,Class A coating.These requirements include,but are not limited to,the properties given in Table 1 Furnish 7 wires per strand. Table 1 Dimensions and Properties Nominal Nominal Approx. Minimum 'Minimum Zinc Diameter Diameter of Weight per Breaking Coating Wt. of Strand Coated Wires 1000 ft. Strength Class A (in.) (in.) (lb.) (lb.) (oz./sq.ft.) 3/16 0.065 80 2,400 0.50 1/4 0.080 121 4,750 0.60 9/32 0.093 164 4;600 0.70 5/16 0.109 225 6,000 0.80 3/8 0.120 273 11,500 0.85 7/16 0.145 399 18,000 0.90 1/2 0.165 517 25,000 0.90 Supply new material.Remove drips,runs,sharp points,voids,and damage from the zinc coating.Samples from each roll of each diameter of strand will be taken.Replace strands failing to meet the requirements of this Item. 6253.Construction.Install strands as shown on the plans.Splicing is not permitted. When the strand is used as a messenger cable or span wire,ground it to the grounding conductor at each pole.Metal poles may be used as the grounding conductor.Ensure a resistance less than 1 ohm from the strand to the ground rod. 625.4.Measurement and Payment.The work performed,materials furnished,equipment,labor,tools, and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. ITEM 627 TREATED TIMBER POLES 627.1.Description.Furnish and install treated timber poles. 627.2.Materials.Use new treated southern pine timber poles in accordance with ANSI 05.1, "Specifications and Dimensions for Wood Pales,"and the additional requirements of this Item.Use ANSI Class 5 treated timber poles for electrical services and ANSI Class 2 for all other applications,unless otherwise shown on the plans. Ensure poles are free from pith holes at the tops and butts.Do not use poles that have a trimmed scar with a depth greater than 2 in.,if the diameter is 10 in.or less,or 1/5 the pole diameter at the scar location,if the diameter is more than 10 in.Provide poles that do not deviate from straightness by more than 1 in.for each 10 ft.of length.A pole may only have sweep in 1 plane and 1 direction(single sweep),provided a straight line joining the midpoint of the pole at the butt and the midpoint of the pole at the top does not at any intermediate point pass through the external surface of the pole:Timber poles with more than 1 complete twist of spiral grain are not acceptable. Butt slivering due to felling is permitted if the distance from the outside circumference is not less than 1/4 of the butt diameter and the height is not more.than 1 ft.Use preservative treatment in accordance.with AWPA C4.Furnish poles with a minimum net retention of preservative treatment in accordance with Table 1. Mark all poles by branding in accordance with Table 2. Table 1 Retention of Preservative Treatment Treatment Minimum Retention Creosote 9.0 lbfft 3 Pentachlorophenol 0.45 lb./ft 3 ACA/CCA 0.6 lbfft3 Table 2 Timber Pole Markings Marking Description of Marking PT,C Supplier's code or trademark(for example,Pole Treating Company). F-01 Plant location and year of treatment(for example, Forestville,2001). SPC Species and preservative code(for example,southern pine,creosote). 5-35 Class-length(for example,Class 5,35-ft.pole). Place the bottom of the brand squarely on the face of the pole 10 ft.(plus or minus 2 in.)from the butt. Furnish a treatment certification with every shipment of treated timber poles that includes: • name of treating company, • location of treating plant, • applicable product standard(AWPA C4), • charge number, • date of treatment, • contents of charge(poles), • preservative treatment,and • actual preservative retention values. 6273.Construction.Use established industry and utility safety practices while installing poles located near overhead or underground utilities.Consult with the appropriate utility company prior to beginning such work. Unless otherwise shown on the plans,set the pole a minimum depth in accordance with Table 3. Table 3 Pole Setting Depth Pole Length Min.Setting Depth (ft.) (ft.) 25 or Tess ' 4.5 26-30 5.0 31=35 5.5 3640 6.0 41-45 6.5 46-50 _ 7.0.. Locate timber poles as shown on the plans or as directed.Drill holes for setting poles a minimum of 1.5 diameters of the pole butt.Unless otherwise shown on the plans,set the poles plumb.Backfill the holes thoroughly by tamping in 6-in.lifts.After tamping to grade,place additional backfill material in a 6-in.-high cone around the pole to allow for settling.Use material equal in composition and density to the surrounding area.Repair surface where existing surfacing material is removed,such as asphalt pavement or concrete riprap,with like material to equivalent condition. 627A.Measurement and Payment.The work performed,materials furnished,equipment,labor,tools,and incidentals will not be measured or paid for directly,but will be subsidiary to pertinent Items. ITEM 628 ELECTRICAL SERVICES 628.1.Description. • Installation.Furnish and install complete and independent points of electrical service. • Removal.Remove electrical services. 628.2.Materials.Provide materials that comply with the details shown on the plans,the requirements of this Item,and the pertinent requirements of the following Items: • Item 441,"Steel Structures" • Item 445,"Galvanizing" • Item 449,"Anchor Bolts" • Item 618,"Conduit" • Item 620,"Electrical Conductors" • Item 627,"Treated Timber Poles" • Item 656,"Foundations for Traffic Control Devices." For the installation of electrical services,use new materials that meet the requirements of the-NEC,UL,CSA,and NEMA,and that comply with DMS-11080,"Electrical Services." Furnish electrical services from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified electrical service manufacturers. 628.3.Construction.Perform work in accordance with the details shown on the plans and the requirements of this Item. A. Installation.Ensure components of the electrical service meet the requirements of the Electrical Detail Standards.Follow NEC and local utility company requirements when installing the electrical equipment.Coordinate the utility companies' work for providing service. B. Removal.Coordinate removal with the appropriate utility company before beginning work.Before the removal of the electrical service,disconnect and isolate any existing electrical service equipment in accordance with the utility company's requirements. Use established industry and utility safety practices while removing electrical service equipment near any overhead utilities. Remove existing electrical service support a minimum of 2 ft.below finish grade unless otherwise shown on the plans.Repair the remaining hole by backfilling with material equal in composition and density to the surrounding area.Replace any surfacing such as asphalt pavement or concrete riprap with like material to equivalent condition. Disconnect conductors and remove them from the conduit or duct.Cut off all protruding conduit or duct 6 in.below fmish grade.Abandoned conduit or duct need not be removed unless shown on the plans. Reconnect duct cable,conductors,and conduit to be reused when shown on the plans. Make all.splices in ground boxes unless otherwise shown on the plans. Accept ownership of unsalvageable materials,and dispose of them in accordance with federal,state,and local regulations. 628.4.Measurement.This Item will be measured by each electrical service installed or removed. 628.5.Payment.The work performed and materials furnished in accordance with this. Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Electrical Services"of the types specified or"Remove Electrical Services." A. Installation,This price is full compensation for paying all fees,permits,and other costs;making arrangements with the utility company for all work and materials provided by the utility company; furnishing,installing,and connecting all components including poles;service supports, foundations,anchor bolts,riprap, enclosures,switches,breakers,conduit(from the service equipment including the elbow below ground),fittings,conductors(from the service equipment including the elbow below ground),brackets,bolts,hangers,and hardware;and equipment,labor, tools,and incidentals. Costs for utility-owned power line extensions,connection charges,meter charges, and other charges will be paid for by the Department in accordance with Article 9.5,"Force Account."The Department will reimburse the contractor only the amount billed by the utility No additional amount for supervision of the utility's work will be paid. B. Removal.This price is full compensation for coordinating with the utility company to. disconnect and isolate the electrical service;removing the service supports; backfilling holes;and equipment,labor;tools,and incidentals. ITEM 636 ALUMINUM SIGNS 6361.Description. • Installation.Furnish,fabricate,and erect aluminum signs. Sign n supports are provided for under other Items. • Replacement.Replace existing signs on existing sign supports. • Refurbishing.Refurbish existing aluminum signs on existing sign supports. 636.2.Materials. A. Sign Blanks.Furnish sign blank substrates in accordance with DMS-7110, "Aluminum Sign Blanks,"and in accordance with,the types shown on the plans.Use single-piece sheet-aluminum substrates for Type A(small)signs and extruded aluminum substrates.for Type G(ground-mounted)or Type 0(overhead-mounted) signs. B. Sign Face Reflectorization.Reflectorize the sign faces with flat surface reflective sheeting.Furnish sheeting that meets DMS-8300,"Sign Face Materials."Use reflective sheeting from the same manufacturer for the entire face of a sign. C. Sign Messages.Fabricate sign messages to the sizes,types,and colors shown on the plans.Use sign message material from the same manufacturer for the entire message of a sign. • Ensure that the screened messages have clean,sharp edges and exhibit uniform - - color and reflectivity Prevent runs,sags,and voids.Furnish screen inks in accordance with DMS-8300. • Fabricate colored,transparent film legend and reflectorized sheeting legend from materials that meet DMS-8300. • Fabricate nonreflectorized-sheeting legend from materials that meet DMS-8300. • Furnish Type A aluminum signs required as part of a message in conformance with the plans and in accordance with this Item. D. Hardware.Use galvanized steel,stainless steel,or dichromate-sealed aluminum for bolts,nuts,washers,lock washers,screws,and other sign assembly hardware.Use plastic or nylon washers to avoid tearing the reflective sheeting.Furnish steel or aluminum products in accordance with DMS-7120,"Sign Hardware." When dissimilar metals are used,select or insulate metals to prevent corrosion. E. Sampling.The Engineer will sample in accordance with Tex-726-I. 636.3.Construction. A. Fabrication. 1. Sign Blanks.Furnish sign blanks to the sizes and shapes shown on the plans and that are free of buckles,warps,burrs,dents,cockles,or other defects.Do not splice individual extruded aluminum panel. Complete the fabrication of sign blanks,including the cutting and drilling or punching of holes,before cleaning and degreasing.After cleaning and degreasing, ensure that the substrate does not come into contact with grease,oils,or other contaminants before the application of the reflective sheeting. 2. Sheeting Application.Apply sheeting to sign blanks in conformance with the recommended procedures of the sheeting manufacturer Clean and prepare the outside surface of extruded aluminum flanges in the same manner as the sign panel face. Minimize the number of splices in the sheeting. Overlap the lap-splices by at least 1/4 in.Use butt splices for Type D and Type E reflective sheeting.Provide a 1-ft. minimum dimension for any piece of sheeting.Do not splice sheeting for signs fabricated with transparent screen inks or colored transparent films. 3. Sign,Assembly.Assemble extruded aluminum signs in accordance with the details shown on the plans. Sign face surface variation must not exceed 1/8 in.per foot. Surface misalignment between panels in multi-panel signs must not exceed 1/16 in.at any point. 4. Decals.Code and apply sign identification decals in accordance with Item 643, "Sign Identification Decals." B. Storage and Handling. Ship,handle,and store completed sign blanks and completed signs so that corners,edges,and faces are not damaged.Damage to the sign face that is not visible when viewed at a distance of 50 ft.,night or day,will be acceptable. Replace unacceptable signs. Store all finished signs off the ground and in a vertical position until erected. Store finished signs 60 in.by 60 in.or smaller in a weatherproof building.Larger signs may be stored outside. C. Cleaning.Before shop inspection,wash completed signs with a biodegradable cleaning solution acceptable to the manufacturers of the sheeting,colored transparent film,and screen ink to remove grease,oil,dirt,smears,streaks,finger marks,and other foreign material.Wash again before final inspection after erection. D. Installation.Install signs as shown on the plans or as directed. E. Replacement.Remove the existing signs from the existing supports and replace with new signs,including mounting hardware,as shown on the plans. F. Refurbishing.Refurbish existing signs by providing and installing new messages and mounting hardware.Install new reflectorized legend and supplemental signs as shown on the plans. G. Unsalvageable Material.Accept ownership of unsalvageable materials and dispose of in accordance with federal,state,and local regulations. 636.4.Measurement.Signs installed or replaced will be measured by the square foot of the sign face. Signs refurbished will be measured by each sign. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement." Additional measurements or calculations will be made if adjustments of quantities are required. ti 636.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Aluminum Signs,""Replacing Existing Aluminum Signs,"or"Refurbishing Aluminum Signs,"of the type specified. A. Installation.This price is full compensation for furnishing and installing new signs and hardware; fabrication of sign panels;treatment of sign panels required before application of the background materials;application of the background materials and messages to the sign panels;furnishing and fabricating frames,wind beams, stiffeners,or required joint backing strips;furnishing bolts,rivets,screws,fasteners, clamps,brackets,and sign support connections;assembling and erecting the signs; preparing and cleaning the signs;and equipment,materials,labor,tools,and incidentals. B. Replacement.This price is full compensation for furnishing and installing new aluminum signs and hardware;removal of existing signs;fabrication of sign panels; treatment of sign panels required before application of the background materials; application of the background materials and messages to the sign panels; furnishing and fabricating frames,wind beams,stiffeners,or required joint backing strips; furnishing bolts,rivets,screws,fasteners,clamps,brackets,and sign support connections;assembling and erecting the signs,preparing and cleaning the signs; salvaging and disposing of unsalvageable material,and equipment,materials,labor, tools,and incidentals. C. Refurbishing.This price is full compensation for modifying existing sign messages; removing and replacing existing route markers,reflectorized legend,or supplemental signs attached to the parent sigh;preparing and cleaning the signs;furnishing sheeting and hardware;salvaging and disposing of unsalvageable material;and equipment, materials,labor,tools,and incidentals. i ti ITEM 644 SMALL ROADSIDE SIGN SUPPORTS AND ASSEMBLIES 644.1.Description. • Installation.Furnish,fabricate,and erect small roadside sign assemblies consisting of the signs,sign supports,foundations,and associated mounting hardware. • Relocation.Relocate existing small roadside sign assemblies,and furnish and fabricate materials as required. • Removal.Remove existing small roadside sign assemblies. 644.2.Materials.Furnish all materials unless otherwise shown on the plans.Furnish only new materials.Furnish and fabricate materials in accordance with the following Items and with details shown on the plans: • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcing Steel" • Item 441,"Steel Structures" • Item 442,"Metal for Structures" • Item 445,"Galvanizing" • Item 634,"Plywood Signs" • Item 636,"Aluminum Signs" • Item 643,"Sign Identification Decals" • Item 656,"Foundations for Traffic Control Devices." Use galvanized steel,stainless steel,dichromate sealed aluminum,or other materials shown on the plans for pipe,bolts,nuts,washers,lock washers,screws,and other sign assembly hardware.When dissimilar metals are used,select or insulate the metals to prevent corrosion. 644.3.Construction.Install foundations in accordance with Item 656,"Foundations for Traffic Control Devices."Plumb sign supports.Do not spring or rake posts to secure proper alignment.Use established safety practices when working near underground or overhead utilities.Consult the appropriate utility company before beginning work. A. Fabrication.Fabricate sign supports in accordance with Item 441,"Steel Structures." Ensure that all components fit properly Verify the length of each post for each sign before fabrication to meet field conditions and sign-mounting heights shown on the plans. Galvanize fabricated parts in accordance with Item 445,"Galvanizing."Punch or drill any holes in steel parts or members before the parts or members are galvanized. Repair any steel part or member on which the galvanizing has been damaged during assembly,transit,erection,or welding in accordance with Section 445.3.D,"Repairs." B. Installation.Locate sign supports as shown on the plans,unless directed to shift the sign supports within design guidelines to secure a more desirable location or to avoid conflict with utilities and underground appurtenances. Stake sign-support locations for verification by the Engineer. Install stub posts of the type,spacing,orientation,and projection shown on the plans. Remove and replace posts damaged during installation at the Contractor's expense. Connect the upper post sections to the stub post sections as shown on the plans. Torque connection bolts as shown on the plans. Attach signs to support assemblies in accordance with the plans and pertinent Items. C. Relocation.Unless otherwise shown on the plans,reuse the existing,supports and shorten or lengthen them as required.Obtain approval before lengthening existing supports.Furnish and install new breakaway stub posts in new foundations for relocated signs.Erect the supports on the new breakaway stub posts,and attach the signs to the supports.Attach signs to support assemblies in accordance with the plans and pertinent Items.Remove existing foundations to be abandoned in accordance with Section 644.3.D,"Removal." D. Removal.Remove existing concrete foundations that are to be abandoned to 2 ft. below finish grade.Backfill the remaining hole with material equal m composition and density to the surrounding area.Replace any surfacing with like material to equivalent condition. E. Handling and Storage.Handle and store existing signs or portions of signs removed so that they are not damaged.Prevent any damage to the various sign assembly components.Replace any portion of the sign damaged by the Contractor designated for reuse or salvage,including messages removed. Stockpile all removed sign components that will be reused or that become the property of the Department at designated locations.Accept ownership of unsalvageable materials,and dispose of them in accordance with federal,state,and local regulations. F. Cleaning.After the sign has been installed,wash the entire sign with a biodegradable cleaning solution acceptable to the sheeting and screen ink manufacturers to remove dirt,grease,oil smears,streaks,finger marks,and other foreign materials. 644.4.Measurement.This Item will be measured as each small roadside assembly installed,removed,or relocated. 644.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Install Small Roadside Sign Supports and Assemblies"of the type specified, "Relocate Small Roadside Sign Supports and Assemblies"of the type specified,or "Remove Small Roadside Sign Supports and Assemblies." A. Installation.This price is full compensation for furnishing,fabricating,galvanizing, and erecting the supports;constructing foundations including concrete(when required);furnishing complete signs including sign connections and all hardware; attaching the signs to the supports;washing and cleaning the signs; and equipment, materials,labor,tools,and incidentals. B. Relocation.This price is full compensation for furnishing and installing;new breakaway stubs and new sign supports(when required);constructing foundations including concrete(when required);removing existing signs and related materials; new signs(when required);modifying existing sign supports;reinstallation Of signs and sign assemblies;preparing and cleaning;salvaging;disposal of unsalvageable material;hauling,excavating,backfilling,and surface placement;new hardware;and equipment,materials,labor,tools,and incidentals. C. Removal.This price is full compensation for removing existing sign assemblies and related materials;salvaging;disposal of unsalvageable material;hauling,excavating, backfilling,and surface placement;and equipment,materials,labor,tools,and incidentals. ITEM 656 FOUNDATIONS FOR TRAFFIC CONTROL DEVICES 656.1.Description.Construct concrete foundations for small roadside signs,traffic signal controllers,pedestal poles,roadside flashing beacon assemblies,and other small traffic control devices. 656.2.Materials.Ensure materials and construction methods conform to the requirements of this Item and the pertinent requirements of the following Items: • Item 400,"Excavation and Backfill for Structures" • Item 416,"Drilled Shaft Foundations" • Item 420,"Concrete Structures" • Item 421,"Hydraulic Cement Concrete" • Item 432,"Riprap" • Item 440,"Reinforcing Steel" • Item 441,"Steel Structures" • Item 442,"Metal for Structures" • Item 445,"Galvanizing" • Item 447,"Structural Bolting" • Item 449,"Anchor Bolts" • Item 618,"Conduit." Use Class A concrete for nonreinforced drilled shafts.Use Class C concrete for reinforced drilled shafts.Use Class B concrete or polymer concrete composed of borosilicate glass fiber,catalyzed polyester resin,and aggregate for traffic signal controller foundations.Use drilled shaft or galvanized steel screw-in type foundations for roadside flashing beacon assemblies. Use reinforcing steel when required. 656.3.Construction.Stake and install foundations as shown on the plans.The Department may shift the foundation locations within design guidelines where necessary to secure a more desirable location or to avoid conflict with utilities.Use established industry and utility safety practices when working near underground or overhead utilities. Consult the appropriate utility prior to beginning work. Hold anchor bolts in place with templates during concrete placement.Hold embedded items such as conduit or other hardware in place during concrete placement with templates or other approved means.Cap conduits before placing concrete.Ream conduit to remove burrs and sharp edges.Install bell ends or bushings on the conduit. Carefully align foundation,posts,and anchor bolts.Do not spring or rake posts or anchor bolts. Remove the top template after concrete has achieved initial set.Keep forms:and other bracing intact until the concrete has cured at least one curing day Allow concrete for pedestal poles and roadside flashing beacon assemblies to cure at least sl 7 days before placing bases and poles on the foundation unless otherwise permitted in writing. Allow concrete for traffic signal controller foundations and small roadside signs to cure at least 4 days before placing cabinets and posts on the foundation unless otherwise permitted. Provide an ordinary surface finish to the concrete foundation extending above ground in accordance with Section 420.4.M,"Ordinary Surface Finish." Place concrete riprap around the foundation in accordance with the plans. Backfill disturbed surface with Material equal in composition and density to the surrounding area.Replace surfacing material with similar material to an equivalent condition. 656.4..Measurement.;and Payment.The work performed,materials furnished, equipment,labor,tools,and incidentals will not be measured or paid for directly,but will be subsidiary to pertinentItems. r ITEM 666 REFLECTORIZED PAVEMENT MARKINGS 666.1.Description.Furnish and place reflectorized pavement markings. 666.2.Materials. A. Type I'Marking Materials:Furnish in accordance with DMS-8220,"Hot Applied Thermoplastic." B. Type II'Marking Materials.Furnish in accordance with.DMS-8200,"Traffic Paint." C. Glass Traffic Beads.,Furnish drop-on glass beads conforming to DMS-8290,"Glass Traffic Beads." 1. Type I Markings.Furnish Type III drop-on glass beads. Furnish Type II or double-drop of Type II and Type III drop-on glass beads where each type bead is applied separately in equal portions(by weight),only when specified in the plans. When furnishing a double-drop system,apply the Type III beads before applying the Type II bead. 2. Type H Markings.Furnish Type III drop-on glass beads or other beads specified on the plans. D. Labeling.Use clearly marked containers that indicate color,mass,material type,, manufacturer,and batch number 666:3.Equipment. A. General Requirements.Use equipment that: • is maintained in satisfactory condition, • meets or exceeds the requirements of the National Board of Fire Underwriters and the RRC for this application, • uses an automatic bead dispenser attached to the pavement marking equipment, and • can provide continuous mixing and agitation of the pavement marking material. Provide a,hand-held thermometer capable of measuring the temperature of the marking material when applying Type I material. B. Material Placement Requirements.Use equipment that can place: • at least 40,000 ft.of 4-in.solid or broken markings per day:at the specified thickness; • linear markings up to 8 in.wide in a single pass; • markings other than solid or broken lines; • a center-line and no-passing barrier-line configuration consisting of 1 broken line with 2 solid lines at the same time to the alignment,spacing,and thickness shown on the plans,for 3-line application; • white line from both sides; • lines with clean edges,uniform cross section and thickness,and reasonably square ends; • skip lines between 10 and 10-1/2 ft.,an approximate stripe-to-gap ratio of 1 to 3, and a stripe-gap cycle between 39-1/2 ft.and 40-1/2 ft.,automatically; • beads uniformly and almost instantly on the marking as the marking is being applied; • beads uniformly during the application of all lines(each line must have an equivalent bead yield rate and embedment);and • double-drop bead applications using both Type II and Type III beads from separate independent bead applicators,if double-drop bead applicationis used. 666.4.Construction.Place markings before opening to traffic unless short-term or work zone markings are allowed. A. General.Obtain approval for the sequence of work and estimated daily production. On roadways already open to traffic,place markings with minimal interference to the operations of that roadway Use traffic control as shown on the plans or as approved. Protect all markings placed under open-traffic conditions from traffic damage and disfigurement. Establish guides to mark the lateral location of pavement markings as shown on the plans or as directed,and have guide locations verified.Use material for guides that will not leave a permanent mark on the roadway Apply markings on pavement that is completely dry and passes the following tests: • Type I Marking Application—Place a sample of Type I marking material on a piece of tarpaper placed on the pavement.Allow the material to cool to ambient temperature,and then inspect the underside of the tarpaper in contact with the pavement.Pavement will be considered dry if there is no condensation on the tarpaper. • Type II Marking Application—Place a 1-sq. ft.piece of clear plastic on the pavement,and weight down the edges.The pavement is considered dry if,when inspected after 15 min.,no condensation has occurred on the underside of the plastic. Apply markings: • that meet the requirements of Tex-828-B, • using widths and colors shown on the plans, • at locations shown on the plans, • in proper alignment with the guides without deviating from the alignment more than 1 in.per 200 ft.of roadway or more than 2 in.maximum, • without abrupt deviations, • free of blisters and with no more than 5%by area of holes or voids, • with uniform cross section and thickness, • with clean and reasonably square ends, • that are reflectorized,and • using personnel skilled and experienced with installation of pavement markings. Remove all applied markings that are not in alignment or sequence as stated in the plans or as stated in the specifications at the Contractor's expense in accordance with 1 1 r k - i Item 677,"Eliminating Existing Pavement Markings and Markers,"except for measukement and payment. B. Surface Preparation.Unless otherwise shown on the plans,prepare surfaces in accordance with this section. 1. Cleaning for New Asphalt Surfaces and Retracing of All Surfaces.For new asphalt surfaces(less than 3 years old)and retracing of all surfaces,air-blast or broom the pavement surface to remove loose material,unless otherwise shown on the plans.A sealer for Type I markings is not required unless otherwise shown on the plans. 2. Cleaning for Old Asphalt and Concrete Surfaces(Excludes Retracing).For old asphalt surfaces(more than 3 years old)and all concrete surfaces,clean in accordance with Item 678,"Pavement Surface Preparation for Markings,"to remove curing membrane,dirt,grease,loose and flaking existing construction markings,and other forms of contamination. 3. Sealer for Type I Markings.For asphalt surfaces more than 3 years old or for concrete,apply a pavement sealer before placing Type I markings on locations that do not have existing markings,unless otherwise approved.The pavement sealer may be either a Type II marking or an acrylic or epoxy sealer unless otherwise shown on the plans.Follow the manufacturer's directions for application of acrylic or epoxy sealers.When the sealer becomes dirty after placement,clean by washing or in accordance with Section 666.4.B.1,"Cleaning for New Asphalt Surfaces and Retracing of All Surfaces,"as directed.Place the sealer in the same configuration and color(unless clear) as the Type I markings unless otherwise shown on the plans. C. Application.Apply markings during good weather unless otherwise directed.If markings are placed at Contractor option when inclement weather is impending and the markings,are damaged by subsequent precipitation,the Contractor is responsible for all costs associated with replacing the markings if required. 1. Type I Markings.Place the Type I marking after the sealer cures;Apply within the temperature limits recommended by the material manufacturer.If during a spray application,operations cease for 5 min.or longer, flush the spray head by spraying marking material into a pan or similar container until the material being applied is at the recommended temperature. Apply on clean,dry pavements passing the moisture test described in Section 666.4.A,"General,"and with a surface temperature above 50°F when measured in accordance with Tex-829-B Apply Type I markings with a minimum thickness of: • 0 100 in. (100 mils)for new markings and retracing water-based markings on surface treatments involving Item 316,"Surface Treatments,"or Item 318, "Hot Asphalt-Rubber Surface Treatments," • 0.060 in. (60 mils)for retracmg on thermoplastic pavement markings,or • 0.090 in.(90 mils)for all other Type I markings. The maximum thickness for Type I markings is 0 180 in.(180 mils).Measure thickness for markings in accordance with Tex-854-B using the tape method. 2. Type II Markings.Apply on surfaces with a minimum surface temperature of 50°F Apply at least 20 gal.per mile on concrete and asphalt surfaces and at least 22 gal.per mile on surface treatments for a solid 4-in. line.Adjust application rates proportionally for other widths.When Type II markings are used as a sealer for Type I markings,apply at least 15 gal.per mile using Type II drop-on beads. 3. Bead Coverage.For Type I and Type II markings,provide a uniform distribution of beads across the surface of the stripe,with 40 to 60%bead embedinent. D. Performance Period.All markings and replacement markings must meet the requirements of Tex-828-B for at least 30 calendar days after installation.Unless otherwise directed,remove pavement markings that fail to meet requirements,and replace at the Contractor's expense.Replace failing markings within 30 days of notification. 666.5.Measurement.This Item will be measured by the foot;by each word,symbol,or shape;or by any other unit shown on the plans.Each stripe will be measured separately This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2,"Plans Quantity Measurement." Additional measurements or calculations will be made if adjustments of quantities are required. Acrylic or epoxy Sealer,or Type II'markings when used as a sealer for Type I markings, will be measured by the foot;by each word,symbol,or shape;or by any other unit shown on the plans. 666.6.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Pavement Sealer"of the size specified or"Reflectorized Pavement Markings"of the type and color specified and the shape,width,size,and thickness(Type I markings only)specified as applicable.This price is full compensation for materials,application of pavement markings,equipment,labor,tools,and incidentals. Surface preparation of new concrete and asphalt concrete pavements more than 3 years old,where no stripe exists,will be paid for under Item 678,"Pavement Surface Preparation for Markings."Surface preparation of all other asphalt and Old concrete pavement,except for sealing,will not be paid for directly but is subsidiary to this Item. Work-zone pavement markings(Type II,paint and beads)used as a sealer for Type I markings(thermoplastic)will be paid for under Item 662,"Work Zone Pavement Markings." If the Engineer requires that markings be placed m inclement weather,repair or replacement of markings damaged by the inclement weather will be paid for in addition to the original plans quantity _ ITEM 672 RAISED PAVEMENT MARKERS 672.1.Description.Furnish and install raised pavement markers. 672.2.Materials. A. Markers.Furnish raised pavement markers meeting the requirements of the following Department Material Specifications: • Jiggle Bar Tile.DMS-4100,"Jiggle Bar Tile,"types I-A,H-A-A,W,and Y • Reflectorized Pavement Markers.DMS-4200,"Pavement Markers (Reflectorized),"types I-A,I-C,I-R,II-A-A,and II-C-R. • Traffic Buttons.DMS-4300,"Traffic Buttons,"types I-A,I-C,I-R,II-A-A, II-C-R,W,and Y Round or oval unless otherwise specified in the plans. • Plowable Reflectorized Pavement Markers.DMS-4210,"Pavement Markers (Plowable Reflectorized),"types I-A,I-C,1-R,II-A-A,and II-C-R The following are descriptions for each type of raised pavement marker • Type I-A.Type I-A must contain an approach face that retro-reflects amber light. The body,other than the retro-reflective face must be yellow • Type I-C.Type I-C must contain an approach face that retro-reflects white light. The body,other than the retro-reflective face must be white or silver-white. • Type I-R.Type I-R must contain a trailing face that retro-reflects red light.The body,other than the retro-reflective face must be white or silver-white. J • Type II-A-A.Type II-A-A must contain two retro-reflective faces(approach and trailing)each that retro-reflect ambertlight.The body,other than the retro- reflective faces,must be yellow • Type II-C-R.Type II-C-R must contain two retro-reflective faces,an approach face that retro-reflects white light and a trailing face that retro-reflects red light. The body,other than the retro-reflective faces,must be white or silver-white. • Type W.Type W has a white body and no reflective faces. • Type Y.Type Y has a yellow body and no reflective faces. B. Adhesives.Furnish adhesives that conform to the following requirements: • DMS-6100,"Epoxies and Adhesives." • DMS-6130,"Bituminous Adhesive for Pavement Markers." C. Sampling.The Engineer will sample in accordance with Tex-729-I. 672.3.Construction.Remove existing raised pavement markers in accordance with Item 677,"Eliminating Existing.Pavement Markings and Markers"(except for measurement and payment). Furnish raised pavement markers for each class from the same manufacturer.Place raised pavement markers on the new asphaltic concrete surface or surface treatment only after the new surface has aged at least 14 days. When shown on the plans,prepare all surfaces in accordance with Item 678,"Pavement Surface Preparation for Markings."Ensure that the bond surfaces are free of dirt,curing compound,grease,oil,moisture,loose or unsound pavement markings,and any other material that would adversely affect the adhesive bond. Establish pavement marking guides to mark the lateral location of raised pavement markers as shown on the plans and as directed.Do not make permanent marks on the roadway for the guides. Place raised pavement markers in proper alignment with the guides.Acceptable placement deviations are shown on the plans. Remove raised pavement markers placed out of alignment or sequence,as shown on the plans or stated in this specification,at Contractor's expense,in accordance with Item 677, "Eliminating Existing Pavement Markings and Markers"(except for measurement and payment). Use the following adhesive materials for placement of raised pavement markers unless otherwise shown on the plans: • epoxy adhesive for plowable reflectorized pavement markers. • bituminous adhesive for jiggle bar tile;reflectorized pavement markers described in DMS-4200,"Pavement Markers(Reflectorized)";and traffic buttons on bituminous pavements. • epoxy adhesive for jiggle bar tile,reflectorized pavement markers described in DMS-4200,and traffic buttons on hydraulic cement concrete pavements. Apply adhesives in sufficient quantity to: • ensure that 100%of the bonding area of raised pavement markers is in contact with the adhesive,and • ensure that raised pavement markers,except for plowable markers,are seated on a continuous layer of adhesive and not in contact with the pavement surface. Apply adhesives in accordance with manufacturer's recommendations unless otherwise required by this Article.Apply bituminous adhesive only when pavement temperature and raised pavement marker temperature are 40°F or higher Do not heat bituminous adhesive above 400°F Agitate bituminous adhesive to ensure even heat distribution. Machine-mix epoxy adhesive. Furnish raised pavement markers free of rust,scale,dirt,oil,grease,moisture,and contaminants that might adversely affect the adhesive bond. Place raised pavement markers immediately after the adhesive is applied and ensure proper bonding. Do not use adhesives or any other material that impairs the functional retro-reflectivity of the raised pavement markers. 672.4.Measurement.This Item will be measured by each raised pavement marker This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement." Additional measurements or calculations will be made if adjustments are required. 672.5.Payment.The work performed and materials furnished m accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Jiggle Bar Tile,""Reflectorized Pavement Marker,""Traffic Button,"or "Plowable Reflectorized Pavement Marker"of the types specified.This price is full compensation for removing existing markers;furnishing and installing raised pavement markers; and equipment,materials,labor,tools,and incidentals. ITEM 680 INSTALLATION OF HIGHWAY TRAFFIC SIGNALS 680.1.Description.Install highway traffic signals. 680.2.Materials.Ensure electrical materials and construction methods conform to the current NEC and additional local utility requirements. Furnish new materials.Ensure all materials and construction methods conform to the details shown on the plans,the requirements of this Item,and the pertinent requirements of the following Items: • Item 610,"Roadway Illumination Assemblies" • Item 625,"Zinc-Coated Steel Wire Strand" • Item 627,"Treated Timber Poles" • Item 634,"Plywood Signs" • Item 636,"Aluminum Signs" • Item 656,"Foundations for Traffic Control Devices." Provide controller assemblies that meet the requirements of DMS-11170,"Traffic Signal Controller Assembly,"and the details shown on the plans. Provide controller assemblies from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified controller assembly manufacturers. Provide flasher assemblies that meet the requirements of DMS-11160,"Flasher Controller Assembly,"and the details shown on the plans. Provide flasher assemblies from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified flasher assembly manufacturers. Sampling and testing of traffic signal controller assemblies will be done in accordance with Tex-1170-T 680.3.Construction.Install traffic signal controller foundations in accordance with Item 656,"Foundations for Traffic Control Devices." A. Electrical Requirements. 1. Electrical Services.Make arrangements for electrical services and install and supply materials not provided by the utility company as shown on the plans. Unless otherwise shown on the plans,install 120-volt,single-phase,60-Hz AC electrical service. 2. Conduit.Install conduit and fittings of the sizes and types shown on the plans. Conduit of larger size than that shown on the plans may be used with no additional compensation,providing that the same size is used for the entire length of the conduit run.Extend conduit in concrete foundations 2 to 3 in.above the concrete. Seal the ends of each conduit with silicone caulking or other approved sealant after all cables and conductors are mstalled. 3. Wiring.Unless otherwise shown on the plans,furnish stranded No 12 AWG. XHHW conductors.Install above-ground cables and conductors in rigid metal conduit,except for span wire suspended cables and,conductors,drip loops,and electrical wiring inside signal poles.Make power entrances to ground-mounted controllers through underground conduit.Wire each signal installation to operate as shown on the plans. Attach ends of wires to properly sized self-insulated solderless terminals.Attach terminals to the wires with a ratchet-type compression crimping tool properly sized to the wire.Place pre-numbered identification tags of plastic or tape around each wire adjacent to wire ends in the controller and signal pole terminal blocks. Splices will not be permitted except as shown on the plans,unless the Engineer approves each individual splice in writing. Make all allowed splices watertight. 4. Grounding and Bonding.Ground and bond conductors in accordance with the NEC.Ensure the resistance from the grounded point of any equipment to the nearest ground rod is less than 1 ohm. Install a continuous bare or green insulated copper wire(equipment ground) throughout the electrical system that is the same size as the neutral conductor,but a minimum No. 8 AWG.Connect the equipment ground to all metal conduit, signal poles,controller housing,electrical service ground,ground rods,and all other metal enclosures and raceways. Provide copper wire bonding jumpers that are a minimum No. 8 AWG. B. Controller Assemblies.Construct controller foundations in accordance with Item 656,"Foundations for Traffic Control Devices."Immediately before mounting the controller assembly on the foundation,apply a bead of silicone caulk to seal the cabinet base. Seal any space between conduit entering the controller and the foundation with silicone caulk. Deliver the keys for the controller cabinets to the Engineer when the contract is complete. Place the instruction manual and wiring diagrams for all equipment in the controller cabinet,inside the controller cabinet. C. Timber Poles.Furnish ANSI Class 2 timber poles other,than for electrical services in accordance with details shown on the plans. D. Preservation of Sod,Shrubbery,and Trees.Replace sod,shrubbery,and trees damaged during the Contract. E. Removal and Replacement of Curbs and Walks.Obtain approval before cutting into or removing walks or curbs not shown on the plans to be removed or replaced. Restore any curbs or walks removed equivalent to original condition after work is completed,to the satisfaction of the Engineer F. Sign Lighting.Attach sign lighting to traffic signal equipment as shown on the plans. G. Intersection Illumination.Construct luminaires on signal poles as shown on the plans. 1 1 H. Test Period.Operate completed traffic signal installations continuously for at least 30-days in a satisfactory manner.If any Contractor-furnished equipment fails during the 30-day test period,repair or replace that equipment.This repair or replacement, except lamp replacement,will start a new 30-day test period. Replace materials that are damaged or have failed prior to acceptance.Replace failed or damaged existing signal system components when caused by the Contractor The Department will relieve the Contractor of maintenance responsibilities upon passing a 30-day performance test of the signal system and acceptance of the contract. 680.4.Measurement.This Item will be measured as each signalized intersection controlled by a single traffic signal controller. 680.5.•Payment.The work performed and materials furnished in accordance with this Item and measured as provided.under"Measurement"will be paid for at the unit price bid for"Installation of Highway Traffic Signals"of the type(isolated,system,or flashing beacon)specified.This price is full compensation for furnishing,installing,and testing the completed installation,controller and associated equipment,controller foundations, luminaires,signs and sign lights mounted on signal equipment,timber poles,mounting hardware and steel wire"strand;preservation and replacement of damaged sod,shrubbery and trees;removal and replacement of curbs and walks;and equipment,labor,tools,and incidentals.The Department will pay for electrical energy consumed by the traffic signal. New drilled.shaft foundations for traffic signal poles will be paid for under Item 416, "Drilled Shaft Foundations."New conduit will be paid for under Item 618,"Conduit." New electrical conductors will be paid for under Item 620,`Electrical Conductors."New ground boxes will be paid for under Item 624,"Ground Boxes."New electrical services will be paid for under Item 628,"Electrical Services."New vehicle and pedestrian signal heads will be paid for under Item 682,"Vehicle and Pedestrian Signal Heads."New traffic signal cables will be paid for under Item 684,"Traffic Signal Cables."New traffic signal pole assemblies will be paid for under Item 686,"Traffic Signal Pole Assemblies (Steel)."New traffic signal detectors will be paid for under Item 688,"Pedestrian Detectors and Vehicle Loop Detectors." ITEM 682 VEHICLE AND PEDESTRIAN SIGNAL HEADS 682.1.Description.Furnish and install vehicle and pedestrian signal heads. 682.2.Materials.Furnish only new materials. A. Definitions. 1. Back Plate.A thin strip of material extending outward from all sides of a signal head. 2. Incandescent Optical Unit.The lens,reflector,lamp,lamp receptacle,and associated supporting parts in a signal section. 3. LED Optical Unit.The LED lens and associated supporting parts in a signal section. 4. Louver.A device mounted to the visor restricting signal face visibility 5. Signal Section.One housing case,housing door,visor,and optical unit. 6. Signal Face.One section or an assembly of 2 or more sections facing one direction. 7. Signal Head.A unidirectional face or a multidirectional assembly of faces,including back plates and louvers when required,attached at a common location on a support. B. General.Provide vehicle signal heads in accordance with DMS-11120,"Vehicle Signal Heads." Provide vehicle signal heads from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified vehicle signal head manufacturers. Provide pedestrian signal heads in accordance with DMS-11130,"Pedestrian Signal Heads."Provide pedestrian signal heads from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified pedestrian signal head manufacturers. Supply either aluminum or polycarbonate signal head components that are of the same material and manufacturer for any one project. Use galvanized steel,stainless steel,or dichromate sealed aluminum bolts,nuts, washers,lock washers,screws,and other assembly hardware.When dissimilar metals are used,ensure the metals are selected or insulated to prevent corrosion. Use closed-cell silicone or closed-cell neoprene gaskets. 6823.Construction. A. Assembly.Assemble individual signal sections in multi-section faces in accordance with the manufacturer's recommendations to forma rigid signal face.Assemble and mount signal heads as shown on the plans.Install louvers and back plates in accordance with the manufacturer's recommendations.Close any openings in an assembled signal head with a plug of the same material and color as the head. When installing a retrofit replacement LED traffic signal or pedestrian signal lamp unit into an existing signal housing,only remove the existing lens,reflector,and incandescent lamp; fit the new unit securely in the housing door, and connect the new housing unit to the existing electrical wiring or terminal block by means of simple connectors. B. Wiring.Wire each optical unit to the terminal block located in that signal section by means of solderless wire connectors or binding screws and spade lugs.Wire all sections of a multi-section signal face to the section terminal blocks in which the traffic signal cable is terminated.Maintain the color coding on leads from the individual optical units throughout the signal head,except for the traffic signal cable.Use solderless wire connectors or binding screws and spade lugs for connections to terminal blocks.Use binding screws and spade lugs for field wiring. 682.4.Measurement.This Item will be measured by each vehicle signal section,pedestrian signal section, back plate,or louver. 682.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Pedestrian Signal Section," "Vehicle Signal Section,""Back Plate,"or"Louver,"of the types and sizes specified.This price is full compensation for furnishing,assembling,and installing the signal sections,back plates and louvers,and lenses and optics;mounting attachments;and equipment,labor,tools,and incidentals. f ITEM 684 TRAFFIC SIGNAL CABLES 684.1.Description.Furnish and install traffic signal cables. 684.2.Materials.Provide polyethylene jacketed multi-conductor cables in accordance with details shown on the plans.Individual conductors must be copper with polyethylene insulation rated for 600 volts. Furnish new materials.Provide traffic signal cables in accordance with DMS-11110,"Traffic Signal Cables." A. Type A Cables.Use Type A cables meeting the requirements of IMSA 20=1 for underground conduit installation or for aerial cable supported by a messenger B. Type B Cables.Use Type B cables meeting the requirements of IMSA 20-3 as the integral messenger cable for aerial installations. C. Type C Cables.Use Type C cables meeting the requirements of IMSA 50-2 for loop detector lead-in installations consisting of 2-conductor shielded cable. D. Types A and B Cable Materials.Provide the following materials for Type A and B cables: • Use the size and number of conductors shown on the plans.Unless otherwise shown on the plans, use conductors consisting of 7 copper strands. • Ensure color coding of conductors and sequence for cables are in compliance with Table 1 Base color is the insulation color Tracer color is the colored stripe that is part of or is firmly adhered to the insulation surface for the full length of the conductor • Ensure 2-conductor cable is of the round twisted type with fillers used where necessary to form a round cable. • For cables with more than 2 conductors,ensure individual conductors are laid up symmetrically in layers with fillers used when necessary,to produce a uniform assembly of conductors with a firm compact cylindrical core. • Ensure fillers are a non-metallic,moisture-resistant,non-wicking material. • Supply conductor assemblies that are covered with a wrapping of a moisture-resistant tape applied to overlap at least 10%of the tape width. • Ensure that the taped conductor assembly is covered with a tightly fitting black polyethylene jacket that is smooth and free from holes,splits,blisters,and any other imperfections. • Supply cables that clearly show the name of the manufacturer and the IMSA specification number applied at approximate 2-ft.intervals to the outer surface of the jacket by indent printing. i r Table 1 Conductor Color and Sequence for Cables Conductor No. Base Color Tracer Color 1 Black 2 White 3 Red 4' Green 5 Orange 6 Blue .7 White Black 8 Red Black 9 Green Black 10 Orange Black 11 Blue Black 12 Black . White 13 Red White 14 Green White 15 Blue White 16 Black Red 17 White Red 18 'Orange Red 19 ' Blue Red 20 Red Green 21 Orange Green E. Additional Requirements for Type B Cable Materials.Additional material requirements particular to Type B cable are as follows: ti • Ensure cables consisting of 5 or more conductors have a 0.25-in.nominal diameter messenger For the messenger,use Class A galvanized Extra High Strength Steel Strand with 3 or 7 wires. • A solid strand messenger with 0.134-in.diameter may be used for cables with less than 5 conductors. • To provide corrosion protection,ensure the messenger strand is coated and the interstices are flooded with a rubber asphalt compound or equivalent. • Ensure the integral messenger and conductors are enclosed in the jacket forming a cross section similar to a figure 8. F. Type C Cable Materials.Use the following materials for Type C cables: • Unless otherwise shown on the plans,use No.14 AWG insulated conductors with concentric stranding with black insulation on 1 of the 2 conductors and clear insulation on the other conductor.Ensure conductors have a minimum of 2 twists per foot within the cable. • Use cables that have 100%shield coverage utilizing aluminum bonded to a Mylar film.Ensure the drain wire is stranded tinned copper,2 AWG sizes less than the conductor,and in continuous contact with the aluminum side of the shield material. • Ensure the jacket is black polyethylene. • Use cables that legibly show the name of the manufacturer and the IMSA specification number applied at approximate 2-ft.intervals on a tape under the outer jacket. G. Sampling.The Engineer may take samples from each roll of each size of cable for establishing conformity to IMSA.The samples will be at least 3 ft.in length.Replace any cable failing to meet IMSA requirements. 6843.Construction.For each cable run in underground conduit,coil an extra 5 ft.of cable in each ground box. Splices are not permitted in Type A and B cables unless shown on the plans or approved by the Engineer in writing.Ensure that splices are watertight. f Make splices between Type C cable and loop detector wires only in the ground box near the loop the cable is servicing.Use non-corrosive solder for splices.Ground the drain wire of Type C cable to earth ground only at the controller or detector cabinet.Ensure the resistance from the drain wire to the ground rod is less than 1 ohm. Test the cables after installation and prior to any connection to the cables.Cables testing less than 50 megohms insulation,resistance at 500 volts will be rejected. 684.4.Measurement.This Item will be measured by the foot of traffic signal cables. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 6845.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Traffic Signal Cables"of the types and sizes specified.This'price is full compensation for furnishing and installing materials and for equipment,labor,tools,and incidentals,except as shown below Cables inside traffic signal pole assemblies will be paid for under this Item. Cables used for inside signal heads and controllers or for coils in ground boxes,pole bases,and on span wires will not be paid for directly but will be subsidiary to pertinent Items. 1 ITEM 686 TRAFFIC SIGNAL POLE ASSEMBLIES(STEEL) 686.1.Description. • Installation.Fabricate,furnish,and erect steel cantilever traffic signal pole assemblies. • Relocation.Remove and relocate steel cantilever traffic signal pole assemblies. 686/.Materials.Provide new materials that comply with the details shown on the plans,the requirements of this Item,and the pertinent requirements of the following Items: • Item 421,"Hydraulic Cement Concrete" • Item 441,"Steel Structures" • Item 442,"Metal for Structures" • Item 445,"Galvanizing" • Item 449,"Anchor Bolts." Furnish alloy steel or medium-strength mild steel anchor bolts in accordance with Item 449.2.A,"Bolts and Nuts." 686.3.Construction. A. Standard Design.Alternate designs are not acceptable.Deviations that affect the basic structural behavior of the pole are considered to be alternate designs.For deviations that do not affect the basic structural behavior of the pole,submit 7 sets of shop drawings to the Bridge Division for approval. B. Fabrication.Fabricate and weld in accordance with Item 441,"Steel Structures";AWS D1.1, Structural Welding Code—Steel;and the requirements of this Item.Fabrication tolerances are given in Table 1 Table 1 Fabrication Tolerances Part Dimension Tolerance(in.) Length +1 Thickness +0.12,—0.02 Pole and mast arm shaft Difference between flats or diameter +3/16 Straightness 1/8 in 10 ft. Attachment locations +1 Overall +3/16 Base and mast arm mounting Thickness +1/4,—0 plates Deviations from flat 3/16 in 24 in. Spacing between holes +1/8 Bolt hole size +1/16 Length 11/2 Anchor bolts Threaded Length ±1/2 Galvanized Length —1/4 Angular Orientation 1/16 in 12 in.' Assembled shafts Centering. +3/16 Twist 3°in 50 R . 1.1/8 in 12 is between mounting plates and between mounting plates and base plates. Provide properly fitting components.Provide round or octagonal shafts for poles and mast arms tapered as shown on the plans.Fabricate mast arms straight in the unloaded condition unless otherwise shown on the plans.The Department will accept bolted slip joints overlapping by at least 1.5 diameters in mast arms 40 ft.and longer Provide circumferential welds only at the ends of the shafts.Provide no more than 2 longitudinal seam welds in shaft sections.Grind or smooth the exterior of longitudinal seam welds to the same appearance as other shaft surfaces.Ensure 100%penetration within 6 in.of circumferential base welds and at least 60%penetration at other locations along the longitudinal seam welds.Use a welding technique that minimizes acid entrapment during later galvanizing.Hot-dip galvanize all fabricated parts in accordance with Item 445,"Galvanizing." Treat welds with Ultrasonic Impact Treatment as shown on the plans after galvanization and with the dead load(actual or simulated)applied.Repair damaged galvanizing in accordance with Section 445.3.D,"Repairs." Connect the luminaire arm to the pole with simplex fittings.Ensure the fittings have no defects affecting strength or appearance. Ensure that the design wind speed is identified and permanently visible on the pole base plate and mast arm mounting plate. Deliver each traffic signal pole assembly with fittings and hardware either Installed dr packaged with its associated components.Ship all components with a weatherproof tag identifying the manufacturer, contract number,date,and destination of shipment. C. Installation.Locate traffic signal poles as shown on the plans unless otherwise directed to secure a more desirable location or to avoid conflict with utilities.Stake the traffic signal pole locations for verification by the Engineer Construct foundations in accordance with Item 416,"Drilled Shaft Foundations."Orient anchor bolts as shown on the plans. Use established industry and utility safety practices when working near underground or overhead utilities.Consult with the appropriate utility company before beginning such work. Erect structures after foundation concrete has attained its design strength as required in the plans and Item 421,"Hydraulic Cement Concrete."Coat anchor bolt threads and tighten anchor bolts in accordance with Item 449,"Anchor Bolts." After the traffic signal pole assembly is plumb and all nuts are tight,tack-weld each anchor bolt nut in 2 places to its washer Tack-weld each washer to the base plate in 2 places.Do not weld components to the bolt.Tack-weld in accordance with Item 441,"Steel Structures."After tack-welding,repair galvanizing damage on bolts,nuts,and washers in accordance with Section 4453.D,"Repairs." Do not grout between the base plate and the foundation. D. Relocation.Disconnect and isolate traffic signal cables before removing the pole.Remove existing traffic signal poles as directed.Ensure that the poles or attached components suffer no undue stress or damage.Signs,signal headc,mounting brackets,luminaires,etc.,may be left on the poles.Repair or replace damaged components as directed. Unless otherwise shown on the plans,remove abandoned concrete foundations to a point 2 ft.below final grade.Backfill the hole with materials equal in composition and density to the surrounding area. Replace surfacing material with similar material to an equivalent condition. Move existing poles to locations shown on the plans or as directed.Install existing poles on new foundations in accordance with Section 6863.C,"Installation." Accept ownership of unsalvageable materials and dispose of in accordance with federal,state,and local regulations. 686.4.Measurement This Item will be measured by each traffic signal pole assembly installed or relocated. 686.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Install Traffic Signal Pole Assemblies(Steel)"of the types and sizes specified or"Relocate Traffic Signal Pole Assemblies(Steel)" of the types specified. New drilled shaft,foundations will be paid for under Item 416,"Drilled Shaft Foundations." A. Installation.This price is full compensation for furnishing,fabricating,galvanizing,assembling,and erecting the pole upon a foundation;furnishing and erecting required mast arms and luminaire arms; furnishing and placing anchor bolts,nuts,washers,and templates;and equipment,materials,labor, tools,and incidentals. B. Relocation.This price is full compensation for removing traffic signal poles;removing existing foundations;backfilling and surface placement;storing the components to be reused or salvaged; furnishing,fabricating,and installing required new components;placing and securing traffic signal poles on new foundations;furnishing and placing conduit,ground rods,and wiring;disposal of unsalvageable material;loading and hauling;and equipment,material,labor,tools,and incidentals. l ti ITEM 687 PEDESTAL POLE ASSEMBLIES 687.1.Description.Furnish and install pedestal pole assemblies for vehicle and pedestrian signals. 687.2.Materials.Furnish new materials in accordance with the following Items and with details shown on the plans: • Item 445,"Galvanizing" • Item.449,"Anchor Bolts" • Item 656,"Foundations for Traffic Control Devices." A. Pedestal Pole Base.Provide pedestal pole bases in accordance with DMS-11140, "Pedestal Pole Base."Provide pedestal pole bases from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified pedestal pole base manufacturers. B. Pedestal Pole.Provide 4-in.diameter schedule 40 steel pipe or tubing,aluminum pipe(alloy 6061-T6),or rigid metal conduit.Do not use aluminum conduit.Galvanize pedestal pole assemblies in accordance with Item 445,"Galvanizing,"unless otherwise shown on the plans. 687.3.Construction.Install foundations in accordance with Item 656,"Foundations for Traffic Control Devices." A. Pedestal Pole Base.Ground the base with connectors to the 1/2-13 NC female threaded hole.Fabricate the base for 4 L-bend anchor bolts arranged in a square pattern with a 12-3/4-in.bolt circle.Provide mild steel anchor bolts in accordance with Item 449,"Anchor Bolts,"for each base.Provide three 1/16-in.-thick and three 1/8-in.-thick U-shaped galvanizing steel shims for each base. Size shims to fit around the anchor bolts. B. Installation.Install pedestal pole assemblies as shown on the plans or as directed. Pedestal pole assemblies include foundation,pole shaft,base, anchor bolts,anchor bolt nuts,anchor bolt template,shims,and miscellaneous components.Watertight breakaway electrical disconnects are required for pedestal pole assemblies used in conjunction with vehicle and pedestrian heads and components. Use established industry and utility safety practices to erect assemblies near overhead or underground utilities. Consult with the appropriate utility company prior to beginning such work. Repair damaged galvanizing in accordance with Section 445.3.D,"Repairs." C. Painted Finish.When required,paint pedestal pole assemblies in accordance with details shown on the plans. 687.4.Measurement.This Item will be measured by each pedestal pole assembly 687.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit pnce bid for"Pedestal Pole Assembly"This price is full compensation for furnishing and installing the shaft;base,shims,anchor bolts,and foundation,and materials,equipment, labor,tools,and incidentals. New signal heads will be paid for under Item 682,"Vehicle and Pedestrian Signal Heads." t ITEM 688 PEDESTRIAN DETECTORS AND VEHICLE LOOP DETECTORS 688.1.Description.Furnish and install traffic signal detectors. 688.2.Materials.Furnish and construct materials in accordance with the following: • Item 618,"Conduit" • Item 624,"Ground Boxes" • Item 682,"Vehicle and Pedestrian Signal Heads" • Item 684,"Traffic Signal Cables." Furnish all new materials. A. Pedestrian Detectors.Ensure the push-button assembly is weather-tight and tamper- proof,is designed to prevent an electrical shock under any weather condition,has provisions for grounding in accordance with the NEC,and is in compliance with the Americans with Disabilities Act(ADA). Supply a sturdy 2-piece cast-aluminum housing unit consisting of a base housing and a removable cover Ensure the internal components provide a push button with normal open contacts,and include all electrical and mechanical parts required for operation. Supply housing or an adapter(saddle)that conforms to the pole shape, fitting flush to ensure a rigid installation.Supply adapters of the same material and construction as the housing.Provide threaded holes for 0.5-in.conduit in the housing for any necessary conduit attachment.Close unused openings with a weather:tight closure painted to match the housing.Provide a 0.75-in.hole with an insulating bushing through the back of the housing. Meet the paint requirements of Item 682,"Vehicle and Pedestrian Signal Heads,"for the complete body of the housing. Ensure the manufacturer's name or trademark is located on the housing. Supply push-button switches that have single-pole,single-throw contacts and screw- type terminals and have a design life of at least 1 million operations. Use sheet aluminum having a minimum thickness of 0.080 in. for information signs for push buttons. B. Vehicle Loop Detectors.Unless otherwise shown on the plans,use stranded copper No. 14 AWG XHHW cross-linked-thermosetting-polyethylene insulated conductor rated for 600 volts AC for vehicle detector loop wire.Ensure each length of wire shows the name or trademark of the manufacturer,the insulation voltage rating,the wire gauge,and the insulation type at approximate 2-ft.intervals on the insulation surface. When shown on the plans,use flexible vinyl or polyethylene tubing with 0 184 in. minimum I.D.,0.031 in. minimum wall thickness,0.26 in. maximum O.D.,and a smooth bore. Use tubing that does not adhere to the loop wire in any way and is capable of resisting deterioration from oils,solvents,and temperatures up to 212°F Use tubing that is abrasion-resistant and remains flexible from—22°F to 212°F Unless otherwise shown on the plans,use orange or red tubing. Use sealant for the vehicle detector loops in accordance with DMS-6340,"Vehicle Loop Wire Sealant." 688.3.Construction. A. Pedestrian Detectors.Wire the push button to the nearest splicing point or terminal strip using stranded No. 12 AWG XHHW wire with 600-volt insulation.Do not use terminal connections or splice wire leads except in the hand holes located in the signal pole shaft,in the signal pole base,or at locations approved by the Engineer All allowed splices must be watertight. Attach wires to terminal posts with solderless terminals.Attach terminals to the wires with a ratchet-type compression crimping tool properly sized to the wire. Mount a pedestrian push button sign near each push button as shown on the plans. B. Vehicle Loop Detectors.Provide the loop location,configuration,wire color,and number of twins shown on the plans.Loops may be adjusted by the Engineer to fit field conditions. 1. Saw Cuts..Cut the pavement with a concrete saw to form neat lines.Do not exceed 1 in.in depth on concrete bridge slab saw cuts.Cut all other saw cuts deep enough to provide a minimum of 1 in.depth of sealant over the wire.Unless otherwise shown on the plans,cut a separate saw cut from each loop to the edge of the pavement.Ensure the cut is clean and dry when the wire and sealant are placed. 2. Conduit.Place conduit between the pavement and ground box as shown on the plans. 3. Loop Wire Color.Unless otherwise shown on the plans;use the following color code. Use white for the first loop on the right followed by black,orange,green, brown,and blue.Use the same color for all loops in the same lane.Loops installed in multi-lanes will have the same color code in the order the loops are installed.When facing the same direction that traffic flows,the color code will read from right to left for all lanes carrying traffic in that direction.If traffic moves in 2 directions,the color code will be repeated for the other direction of traffic. 4. Loop Wire Installation.When shown on the plans place the loop wire in a flexible vinyl or polyethylene tubing in accordance with Article 688.2, "Materials."The loop wire color requirements do not apply to wires in tubing. Twist the wire from the loop to the ground box a minimum of 5 turns per foot. When only 1 pair of wires is in a saw cut,it need not be twisted while in the saw cut.Do not splice loop wire in the loop or in the run to the ground box. Hold the loop wire in place every 2 ft.with strips of rubber,neoprene flexible tubing,or polyethylene foam sealant approximately 1 in. long.Leave these strips in place,and fill the slot with loop sealant. Splice the loop lead-m cable and loop detector wires only in the ground box near the loop it is serving.Use non-corrosive solder for splices,and ensure that the splice is watertight.Ground the drain wire of the loop lead-in cable to earth l {y ground only,at the controller or detector cabinet.Ensure the resistance from the drain wire to the ground rod is less than 1 ohm. 688.4.Measurement.This Item will be measured by the foot of saw cut containing loop wire and by each pedestrian push button. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2,"Plans Quantity Measurement." Additional measurements or calculations will be made if adjustments of quantities are required. 688:5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Vehicle Loop Detectors"of the type specified or"Pedestrian Detectors"of the type specified..This price is full compensation for furnishing,installing,and testing the detectors;saw-cutting,excavation,backfill,sealant,and sealant placement;pavement repair associated with saw-cutting;and equipment,materials,labor,tools,and incidentals,except as follows. The conduit and loop wire from the edge of pavement to the ground'box used for the vehicle loop detectors will not be measured or paid for directly,but will be subsidiary to this Item. New ground boxes will be paid for under Item 624,"Ground Boxes."New loop lead-in cable will be paid for under Item 684,"Traffic Signal Cables." 1 J CITY OF PEARLAND TXDOT SPECIAL PROVISIONS TXDOT SPECIAL PROVISIONS 12/2008 2004 Specifications SPECIAL PROVISION 341-020 Dense-Graded Hot-Mix Asphalt(QC/QA) For this project, Item 341, "Dense-Graded Hot-Mix Asphalt (QC/QA)," of the Standard Specifications, is hereby amended with respect to the clauses cited below, and no other clauses or requirements of this Item are waived or changed hereby Article 341.2.Materials,Section A.Aggregate is voided and replaced by the following: A. Aggregate. Furnish aggregates from sources that conform to the requirements shown in Table 1,and as specified in this Section,unless otherwise shown on the plans.Provide aggregate stockpiles that meet the definition in this Section for either a coarse aggregate or fine aggregate. Aggregate from RAP is not required to meet Table 1 requirements unless otherwise shown on the plans. Supply mechanically crushed gravel or stone aggregates that meet the definitions in Tex-100-E. The Engineer will designate the plant or the quarry as the sampling location. Samples must be from materials produced for the project.The Engineer will establish the surface aggregate classification(SAC)and perform Los Angeles abrasion,magnesium sulfate soundness, and Micro-Deval tests. Perform all other aggregate quality tests listed in Table 1 Document all test results on the mixture design report.The Engineer may perform tests on independent or split samples to verify Contractor test results. Stockpile aggregates for each source and type separately. Determine aggregate gradations for mixture design and production testing based on the washed sieve analysis given in Tex-200-F, Part II. Do not add material to an approved stockpile from sources that do not meet the aggregate quality requirements of the Department's Bituminous Rated Source Quality Catalog(BRSQC)unless otherwise approved. Article 341.2. Materials, Section A. Aggregate, Section 1. Coarse Aggregate. The second paragraph is voided and replaced by the following: Provide coarse aggregate with at least the minimum SAC as shown on the plans. SAC requirements apply only to aggregates used on the surface of travel lanes. When shown on the plans, SAC requirements apply to aggregates used on surfaces other than travel lanes. The SAC for sources on the Department's Aggregate Quality Monitoring Program(AQMP)is listed in the BRSQC. Article 341.2. Materials,Section A.Aggregate, Section 2.RAP is voided and replaced by the following: 2. RAP. RAP is salvaged, milled, pulverized, broken, or crushed asphalt pavement. Crush or break RAP so that 100%of the particles pass the 2-in.sieve. Use of Contractor-owned RAP including HMA plant waste is permitted,unless otherwise noted in the plans. Department-owned RAP stockpiles are available for the Contractor's use when the stockpile locations are shown on the plans. Department-owned RAP generated through required 1-9 341--020 08-08 work on the Contract is available for the Contractor's use when shown on the plans.Perform any necessary tests to ensure Contractor or Department-owned RAP is appropriate for use. Unless otherwise shown on the plans, the Department will not perform any tests or assume any liability for the quality of the Department-owned RAP When shown on the plans, the contractor will retain ownership of RAP generated on the project. Fractionated RAP is defined as having two or more RAP stockpiles,whereas the RAP is divided into coarse and fine fractions. The coarse RAP stockpile will contain only material retained by processing over a 3/8 in. screen or 1/2 in. screen, unless otherwise approved. The fine RAP stockpile will contain only material passing the 3/8 in. screen or 1/2 in. screen,unless otherwise approved.The Engineer may allow the Contractor to use an alternate to the 3/8 in. screen or 1/2 in. screen to fractionate the RAP The maximum percentages of fractionated RAP may be comprised of coarse or fine fractionated RAP or the combination of both coarse and fine fractionated RAP Utilize a separate cold feed bin for each stockpile of fractionated RAP used. Determine asphalt content and gradation of RAP stockpiles for mixture design purposes.Perform other tests on RAP when shown on the plans. Use no more than 10%unfractionated RAP in surface mixtures and no more than 20% unfractionated RAP in non-surface mixtures that are placed within 8 in. of the final riding surface.Use no more than 30%unfractionated RAP in non- surface mixtures that are placed 8 in. or more from the final riding surface. Use no more than 20% fractionated RAP in surface mixtures and no more than 30% fractionated RAP in non- surface mixtures that are placed within 8 in. of the final riding surface. Use no more than 40% fractionated RAP in non-surface mixtures that are placed 8 in. or more from the final riding surface. "Surface"mixtures are defined as mixtures that will be the final lift or riding surface of the pavement structure. "Non-Surface" mixtures are defined as mixtures that will be an intermediate or base layer in the pavement structure. The allowable percentages shown above may be decreased or increased when shown on the plans. Do not use Department or Contractor owned RAP contaminated with dirt or other objectionable materials. Do not use Department or Contractor owned RAP if the decantation value exceeds 5% and the plasticity index is greater than 8.Test the stockpiled RAP for decantation in accordance with Tex-406-A,Part I.Determine the plasticity index in accordance with Tex-106-E if the decantation value exceeds 5%. The decantation and plasticity index requirements do not apply to RAP samples with asphalt removed by extraction. Do not intermingle Contractor-owned RAP stockpiles with Department-owned RAP stockpiles. Remove unused Contractor-owned RAP material from the project site upon completion of the project.Return unused Department-owned RAP to the designated stockpile location. Article 341.2.Materials,Section F.Additives is supplemented by the following: Warm Mix Asphalt (WMA) is defined as additives or processes that allow a reduction in the temperature at which asphalt mixtures are produced and placed. WMA is allowed for use at the Contractor's option unless otherwise shown on the plans. The use of WMA is required when shown on plans. When WMA is required by the plans, produce an asphalt mixture within the temperature range of 215°F and 275°F.When WMA is not required as shown on plans,produce an asphalt mixture within the temperature range of 215°F and 350°F Unless otherwise directed, use only WMA additives or processes listed on the Department's approved list maintained by the Construction Division. 2-9 341---020 08-08 Article 341.4. Construction, Section D. Mixture Design. The first paragraph and Table 7 are voided and replaced by the following: The Contractor may elect to design the mixture using a Texas Gyratory Compactor(TGC)or a Superpave Gyratory Compactor(SGC),unless otherwise shown on the plans.Use the typical weight design example given in Tex-204-F,Part 1 when using a TGC or the Superpave mixture design procedure given in Tex-204-F,Part IV when using a SGC.Design the mixture to meet the requirements listed in Tables 1,2,3,6,7,and 8.When using the TGC,design the mixture at a 96.0%target laboratory-molded density or as noted in Table 7 When using the SGC,design the mixture at 75 gyrations(Ndesign).Use only a target laboratory-molded density of 96.0%when using the SGC to design the mixture;however,adjustments can be made to the Ndes value as noted in Table 7 Use an approved laboratory to perform the Hamburg Wheel test and provide results with the mixture design or provide the laboratory mixture and request that the Department perform the Hamburg Wheel test.The Construction Division maintains a list of approved laboratories.The Engineer will be allowed 10 working days to provide the Contractor with Hamburg Wheel test results on the laboratory mixture design. Table 7 Laboratory Mixture Design Properties Mixture Property Test Method Requirement Target laboratory-molded density,% Tex-207-F 96.0' Design gyrations(Ndesign) Tex-241-F 75 gyrations2 Tensile strength(dry),psi Tex-226-F 85-2003 Boil test4 Tex-530-C I.May be adjusted within a range of 96.0-97.5%when shown on the plans or allowed by the Engineer when using the TGC(Tex-204-F,Part I). 2.May be adjusted within a range of 50-100 gyrations when shown on the plans or allowed by the Engineer when using the SGC(Tex-204-F,Part fir). 3.May exceed 200 psi when approved and may be waived when approved. 4.Used to establish baseline for comparison to production results.Maybe waived when approved. Article 341.4. Construction, Section D. Mixture Design, Section 2. Job-Mix Formula Approval.The first paragraph is voided and replaced by the following: 2. Job-Mix Formula Approval. The job-mix formula (JMF) is the combined aggregate gradation and target asphalt percentage used to establish target values for hot mix production. JMF1 is the original laboratory mixture design used to produce the trial batch. When WMA is used, JMF1 may be designed and submitted to the Engineer without including the WMA additive.When WMA is used,document the additive or process used and recommend rate on the JMF1 submittal. The Engineer and the Contractor will verify JMF1 based on plant-produced mixture from the trial batch, unless otherwise approved. The Engineer may accept an existing mixture design previously used on a Department project and may waive the trial batch to verify JMF1. 3-9 341---020 08-08 Article 341.4. Construction, Section D. Mixture Design, Section 2. Job-Mix Formula Approval, Section a. Contractor's Responsibilities, Section (1) Providing Texas Gyratory Compactor is voided and replaced by the following: (1) Providing Gyratory Compactor. Use a Texas Gyratory Compactor (TGC) calibrated in accordance with Tex-914-K when electing or required to design the mixture in accordance with Tex-204-F, Part I, for molding production samples. Furnish a Superpave gyratory compactor (SGC)calibrated in accordance with Tex-241-F when electing or required to design the mixture in accordance with Tex-204-F, Part IV, for molding production samples. If the SGC is used, locate the SGC at the Engineer's field laboratory and make the SGC available to the Engineer for use in molding production samples. Article 341.4. Construction, Section D. Mixture Design, Section 2. Job-Mix Formula Approval, Section a. Contractor's Responsibilities, Section (2) Gyratory Compactor Correlation Factors is voided and replaced by the following: (2) Gyratory Compactor Correlation Factors. Use Tex-206-F, Part II, to perform a gyratory compactor correlation when the Engineer uses a different gyratory compactor Apply the correlation factor to all subsequent production test results. Article 341.4. Construction, Section D. Mixture Design, Section 2. Job-Mix Formula Approval, Section a. Contractor's Responsibilities, Section (6) Ignition Oven Correction Factors is voided and replaced by the following: (6) Ignition Oven Correction Factors.Determine the aggregate and asphalt correction factors from the ignition oven in accordance with Tex-236-F Provide the Engineer with split samples of the mixtures,including all additives(except water)and blank samples used to determine the correction factors.Correction factors established from a previously approved mixture design may be used for the current mixture design,provided that the mixture design and ignition oven are the same as previously used,unless otherwise directed. Article 341.4. Construction, Section D. Mixture Design, Section 2. Job-Mix Formula Approval, Section a. Contractor's Responsibilities, Section (8) Trial Batch Approval is voided and replaced by the following: (8) Trial Batch Approval. Upon receiving conditional approval of IMF' from the Engineer, provide a plant-produced trial batch including the WMA additive or process, if applicable for verification testing of JMF 1 and development of JMF2. Article 341.4. Construction, Section D. Mixture Design, Section 2. Job-Mix Formula Approval, Section a. Contractor's Responsibilities, Table 9 is voided and replaced by the following: 4-9 341---020 08-08 Table 9 Operational Tolerances Allowable Difference Allowable Difference between Description Test Method from Current Contractor JMF Target and Engineer' Individual%retained for#8 sieve ±5.02 15.0 and larger Tex-200-F Individual%retained for sieves Or smaller than#8 and larger than Tex-236-F 13 13.0 #200 passing the#200 sieve 12.02 11.6 Asphalt content,% Tex-236-F 10.33 10.3 Laboratory-molded density,% 11.0 11.0 In-place air voids,% N/A 11.0 Laboratory-molded bulk specific Tex-207-F N/A f0.020 gravity VMA,%,min Note 4 N/A Theoretical maximum specific Tex-227-F N/A 10.020 (Rice)gravity I.Contractor may request referee testing only when values exceed these tolerances. 2.When within these tolerances,mixture production gradations may fall outside the master grading limits;however,the%passing the#200 will be considered out of tolerance when outside the master grading limits. 3.Tolerance between trial batch test results and JMF1 is not allowed to exceed 0.5%,unless otherwise directed.Tolerance between JMF1 and JMF2 is allowed to exceed*0.3%. 4.Test and verify that Table 6 requirements are met. Article 341.4. Construction, Section D. Mixture Design, Section 2, Job-Mix Formula Approval,Section b.Engineer's Responsibilities,Section(1) Gyratory Compactor is voided and replaced by the following: (1) Gyratory Compactor.For mixtures designed in accordance with Tex-204-F,Part!,the Engineer will use a Department TGC,calibrated in accordance with Tex-914-K,to mold samples for trial batch and production testing. The Engineer will make the Department TGC and the Department field laboratory available to the Contractor for molding verification samples,if requested by the Contractor. For mixtures designed in accordance with Tex-204-F,Part IV,the Engineer will use a Department SGC,calibrated in accordance with Tex-241-F,to mold samples for laboratory mixture design verification.For molding trial batch and production specimens,the Engineer will use the Contractor-provided SGC at the field laboratory or provide and use a Department SGC at an alternate location.The Engineer will make the Contractor-provided SGC in the Department field laboratory available to the Contractor for molding verification samples. Article 341.4.Construction,Section E.Production Operations,Section 2.Mixing and Discharge of Materials is supplemented with the following: When WMA is specified on the plans,produce the mixture and monitor the temperature of the material in the truck before shipping to ensure that it does not exceed 275°F or is less than 215°F When WMA is specified,the Department will not pay for or allow placement of any WMA produced at more than 275°F or less than 215°F,unless otherwise directed. 5-9 341---020 08-08 Article 341.4.Construction,Section G.Placement Operations is voided and replaced by the following: G. Placement Operations.Collect haul tickets from each load of mixture delivered to the project and provide the Department's copy to the Engineer approximately every hour,or as directed by the Engineer Measure and record the temperature of the mixture as discharged from the truck or material transfer device prior to entering the paver and an approximate station number on each ticket. Unless otherwise directed,calculate the daily and cumulative yield for the specified lift and provide to the Engineer at the end of paving operations for each day The Engineer may suspend production if the Contractor fails to produce haul tickets and yield calculations by the end of paving operations for each day Prepare the surface by removing raised pavement markers and objectionable material such as moisture,dirt,sand,Ieaves,and other loose impediments from the surface before placing mixture.Remove vegetation from pavement edges.Place the mixture to meet the typical section requirements and produce a smooth,finished surface with a uniform appearance and texture. Offset longitudinal joints of successive courses of hot mix by at least 6 in.Place mixture so longitudinal joints on the surface course coincide with lane lines,or as directed.Ensure that all finished surfaces will drain properly Place mixture within the compacted lift thickness shown in Table 10,unless otherwise shown on the plans or allowed. Article 341.4. Construction,Section G.Placement Operations,Section 1.Weather Conditions is voided and replaced with the following: 1. Weather Conditions.Place mixture when the roadway surface temperature is equal to or higher than the temperatures listed in Table 10A,unless otherwise approved or as shown on the plans.Measure the roadway surface temperature with a handheld infrared thermometer.The Engineer may allow mixture placement to begin prior to the roadway surface reaching the required temperature requirements if conditions are such that the roadway surface will reach the required temperature within 2 hrs.of beginning placement operations.Unless otherwise shown on the plans,place mixtures only when weather conditions and moisture conditions of the roadway surface are suitable in the opinion of the Engineer Article 341.4.Construction,Section G.Placement Operations,Section 1.Weather Conditions is supplemented by the following: Table 10A Minimum Pavement Surface Temperatures Minimum Pavement Surface Temperatures in Degrees Fahrenheit High Temperature Subsurface Binder Grade Layers or Night Surface Layers Placed in Daylight Operations Paving Operations PG 64 or lower 45 50 PG 70 55' 60' PG 76 or higher 60' 60' 1.Contractors may pave at temperatures 10°F lower than the values shown in Table 10A when utilizing a paving process including WMA or equipment that eliminates thermal segregation.In such cases,the contractor must use either an infrared bar attached to the paver,a hand held thermal camera,or a hand held infrared thermometer operated in accordance with Tex-244-F to demonstrate to the satisfaction of the Engineer that the uncompacted mat has no more than 10°F of thermal segregation. 6-9 341--020 08-08 r r Article 341.4.Construction,Section G.Placement Operations,Section 3.Lay-Down Operations.The first paragraph is voided and not replaced. Article 341.4.Construction,Section G.Placement Operations,Section 3.Lay-Down Operations.Table 11 is voided and not replaced. Article 341.4.Construction,Section L Acceptance Plan,Section 1.Referee Testing.The second paragraph is voided and replaced with the following: The Construction Division will determine the laboratory-molded density based on the molded specific gravity and the maximum theoretical specific gravity of the referee sample.The in place air voids will be determined based on the bulk specific gravity of the cores,as determined by the referee laboratory,and the Engineer's average maximum theoretical specific gravity for the lot. With the exception of"remove and replace"conditions,referee test results are final and will establish pay adjustment factors for the sublot in question.The Contractor may decline referee testing and accept the Engineer's test results when the placement pay adjustment factor for any sublot results in a"remove and replace"condition.Sublots subject to be removed and replaced will be further evaluated in accordance with Article 341.6,"Payment." Article 341.4.Construction,Section I.Acceptance Plan,Section 2.Production Acceptance, Section c.Production Testing.The first paragraph is voided and replaced with the following: The Contractor and Engineer must perform production tests in accordance with Table 12.The Contractor has the option to verify the Engineer's test results on split samples provided by the i Engineer The Engineer may use asphalt content results from quality control testing performed by the Contractor to determine VMA.Determine compliance with operational tolerances listed in Table 9 for all sublots. Article 341.4.Construction,Section I.Acceptance Plan,Section 3.Placement Acceptance, Section a.Placement Lot,Section(2)Incomplete Placement Lots is voided and replaced by the following: (2) Incomplete Placement Lots.An incomplete placement lot consists of the area placed as described in Section 341 4.I.2.a(2),"Incomplete Production Lot,"excluding miscellaneous areas as defined in Section 341 4.I.3.a(4),"Miscellaneous Areas."Placement sampling is required if the random sample plan for production resulted in a sample being obtained from an incomplete production sublot. Article 341.4.Construction,Section I.Acceptance Plan,Section 3.Placement Acceptance, Section b.Placement Sampling.The third and fifth paragraphs are voided and replaced by the following: Unless otherwise determined,the Engineer will witness the coring operation and measurement of the core thickness.Unless otherwise approved,obtain the cores within 1 working day of the time the placement sublot is completed.Obtain two 6-in.diameter cores side by side from within 1 ft. of the random location provided for the placement sublot.Mark the cores for identification, measure and record the untrimmed core height,and provide the mformation to the Engineer. 7-9 341---020 08-08 Visually inspect each core and verify that the current paving layer is bonded to the underlying layer. If an adequate bond does not exist between the current and underlying layer,take corrective action to ensure that an adequate bond will be achieved during subsequent placement operations.For Type D and Type F mixtures,4-in,diameter cores are allowed. If the core heights exceed the minimum untrimmed values listed in Table 10,trim and deliver the cores to the Engineer within 1 working day following placement operations,unless otherwise approved.Trim the bottom or top of the core only when necessary to remove any foreign matter and to provide a level and smooth surface for testing.Foreign matter is another paving layer, such as hot mix,surface treatment,subgrade,or base material.Trim no more than 1/2 in.of material. Do not trim the core if the surface is level and there is not foreign matter bonded to the surface of the core. Article 341.4.Construction,Section I.Acceptance Plan,Section 3.Placement Acceptance, Section c.Placement Testing is voided and replaced by the following: c. Placement Testing. Perform placement tests in accordance with Table 12.After the Engineer returns the cores,the Contractor has the option to test the cores to verify the Engineer's test results for in-place air voids.The allowable differences between the Contractor's and Engineer's test results are listed in Table 9 Article 341.6.Payment.The first paragraph is voided and replaced by the following: The work performed and materials furnished in accordance with this Item and measured as provided under Article 341.5, "Measurement," will be paid for at the unit price bid for"Dense- Graded Hot-Mix Asphalt (QC/QA)" of the type, surface aggregate classification, and binder specified. When shown on the plans, "level up"may be specified. Pay adjustments for bonuses and penalties will be applied as determined in this Item except for level ups where a pay adjustment factor of 1.000 will be assigned for all production and placement sublots. These prices are full compensation for surface preparation, materials including tack coat, placement, equipment,labor,tools,and incidentals. Article 341.6.Payment,Section A.Production Pay Adjustment Factors is supplemented by the following: When WMA is specified on the plans, at the Contractor's request the Engineer has the option to assign all sublots a production pay adjustment factor of 1.000. When the Engineer elects to assign all sublots a production pay adjustment factor of 1.000, control mixture production to yield a laboratory-molded density with an absolute deviation no greater than 1.0 percent from the target laboratory-molded density as defined in Table 7 or as shown on plans, as tested by the Engineer The Engineer may suspend production and shipment of mixture if the laboratory- molded density deviates more than 1.0 percent from the target laboratory-molded density for two consecutive sublots. 8-9 341---020 08-08 r l Article 341.6. Payment, Section B. Placement Pay Adjustment Factors, Section 2. Placement Sublots Subject to Removal and Replacement is voided and replaced by the following: 2. Placement Sublots Subject to Removal and Replacement.If after referee testing the placement pay adjustment factor for any sublot results in a"remove and replace"condition as listed in Table 15,the Engineer will choose the location of two cores to be taken within 3 ft.of the original failing core location.The Contractor will obtain the cores in the presence of the Engineer The Engineer will take immediate possession of the untrimmed cores and submit the untrimmed cores to the Materials and Pavements Section of the Construction Division,where they will be trimmed and tested for bulk specific gravity within 10 working days of receipt.The average bulk specific gravity of the cores will be divided by the Engineer's average maximum theoretical specific gravity for that lot to determine the new pay adjustment factor of the sublot in question.If the new pay adjustment factor is 0 700 or greater,the new pay adjustment factor will apply to that sublot. If the new pay adjustment factor is less than 0.700,no payment will be made for the sublot.Remove and replace the failing sublot.Replacement material meeting the requirements of this Item will be paid for in accordance with this Article. 9-9 341--020 08-08 ti f 2004 Specifications SPECIAL PROVISION 400--.004 Excavation and Backfill for Structures For this project,Item 400,"Excavation and Backfill for Structures,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 400.5.Payment,Section E.Cutting and Restoring Pavement.The first sentence is voided and replaced by the following: Cutting and restoring pavement will be paid for at the unit price bid for"Cutting and Restoring Pavement"of the type specified. 1-1 400---004 07-05 2004 Specifications SPECIAL PROVISION 416---001 Drilled Shaft Foundations For this project, Item 416,"Drilled Shaft Foundations,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 416.5.Payment,Section A.Drilled Shaft is voided and replaced by the following. A. Drilled Shaft. The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Drilled Shaft"or"Drilled Shaft(Non-reinforced)"or"Drilled Shaft(Sign Mounts)"or"Drilled Shaft (High Mast Pole)"or"Drilled Shaft(Roadway Illumination Pole)"or"Drilled Shaft(Traffic Signal Pole)"of the specified diameter,subject to the limitations for overruns authorized by the Engineer given in Section 416.5.A.1,"Overrun." Article 416.5.Payment,Section A. Drilled Shaft,Section 2.Maximum Plan Length Shaft is supplemented by the following. • For roadway illumination poles,the maximum plan length shaft is the maximum length shaft,regardless of diameter, for any roadway illumination pole included in the contract. • For traffic signal poles,the maximum plan length shaft is the maximum length shaft, regardless of diameter,for any traffic signal pole included in the contract. 1-1 416--001 09-04 2004 Specifications SPECIAL PROVISION 420-002 Concrete Structures For this project,Item 420,"Concrete Structures,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 420.4.Construction,Section I,"Finish of Bridge Slabs".The tenth paragraph is supplemented with the following: For bridge approach slabs the carpet drag,burlap drag,or broom finish may be applied either longitudinally or transversely Article 420.4.Construction,Section I,"Finish of Bridge Slabs".The first sentence of the fourteenth paragraph is voided and replaced by the following: Unless noted otherwise,saw-cut grooves in the hardened concrete of bridge slabs,bridge approach slabs,and direct-traffic culverts to produce the fmal texturing after completion of the 1 required curing period. Article 420.4.Construction,Section I,"Finish of Bridge Slabs". The fourteenth paragraph is amended by the following: When saw-cut grooves are not required in the plans,provide either a carpet drag or broom finish for micro-texture.In this case insure that an adequate and consistent micro-texture is achieved by applying sufficient weight to the carpet and keeping the carpet or broom from getting plugged with grout.For surfaces that do not have adequate texture,the Engineer may require corrective action including diamond grinding or shot blasting. Article 420.4.Construction,Section J.Curing Concrete.The first sentence of the fourth paragraph is voided and replaced by the following: For upper surfaces of bridge slabs,bridge approach slabs,median and sidewalk slabs,and culvert top slabs constructed using Class S concrete,apply interim curing using a Type 1-D curing compound before the water sheen disappears but no more than 45 minutes after application of the evaporation retardant.Do not allow the concrete surface to dry before applying the mterim cure,and do not place the interim cure over standing water. 1-2 420--002 09-05 Article 420.6 Payment.The pay adjustment formula given in the sixth bullet of the fourth paragraph is voided and replaced by the following: A=Bp[-5.37(Sa/Ss)2+ 11.69(Sa/Ss)—5.32] Where: A=Amount to be paid Sa=Actual strength from cylinders or cores Ss=Specified design strength Bp=Unit bid price 2-2 420--002 09-05 2004 Specifications SPECIAL PROVISION 421-431 Hydraulic Cement Concrete For this project,Item 421,"Hydraulic Cement Concrete,"of the Standard Specifications is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 421.2.D.Water,Table 1.Chemical Limits for Mix Water is voided and replaced by the following: Table 1 Chemical Limits for Mix Water Contaminant _ Test Method Maximum Concentration(ppm)' Chloride(CI) ASTM C 114 Prestressed concrete 500 Bridge decks and superstructure 500 All other concrete 1,000 Sulfate(SO4) ASTM C 114 2,000 Alkalies(N,,20+0.658K20) ASTM C 114 600 Total Solids ^_ ASTM C 1603 50,000 Article 421.2.B.Supplementary Cementing Materials(SCM)is supplemented with the following: 6. Modified Class F Fly Ash(MFFA). Furnish MFFA conforming to DMS-4610,"Fly Ash." Article 4212.D.Water,Table 2.Acceptance Criteria for Questionable Water Supplies is voided and replaced by the following: Table 2 Acceptance Criteria for Questionable Water Supplies Property Test Method Limits Compressive strength,min.% ASTM C 31,ASTM C 391•2 90 control at 7 days Time of set,deviation from ASTM C 403' From 1:00 early to 1.30 later control,h:min. Base comparisons on fixed proportions and the same volume of test water compared to the control mix using 100%potable water or distilled water. 2 Base comparisons on sets consisting of at least two standard specimens made from a composite sample. Article 421.2.E.2 Fine Aggregate. The fifth paragraph is voided and replaced by the following: Acid insoluble(%)= {(A1)(P1)+(A2)(P2)}/100 where: A 1=acid insoluble(%)of aggregate 1 A2=acid insoluble(%)of aggregate 2 1-6 421--031 01-08 P1 =percent by weight of aggregate 1 of the fine aggregate blend P2=percent by weight of aggregate 2 of the fine aggregate blend Article 421.2.E.2.Fine Aggregate. The final paragraph is voided and replaced by the following: For all classes of concrete,provide fine aggregate with a fineness modulus between 2.3 and 3 1 as determined by Tex-402-A. Article 421.2.E.Aggregate is supplemented by the following: 4. Intermediate Aggregate. When necessary to complete the concrete mix design,provide intermediate aggregate consisting of clean,hard,durable particles of natural or light- weight aggregate or a combination thereof.Provide intermediate aggregate free from frozen material and from injurious amounts of salt,alkali,vegetable matter,or other objectionable material,and containing no more than 0.5%clay lumps by weight in accordance with Tex-413-A. If more than 30%of the intermediate aggregate is retained on the No.4 sieve,the amount retained on the No.4 sieve must either meet the requirements of or come from a source that meets the requirements of a wear not more than 40%when tested in accordance with Tex-410-A and a 5-cycle magnesium sulfate soundness of not more than 18%when tested in accordance with Tex-411-A. If more than 30%of the intermediate aggregate passes the 3/8"sieve,the portion passing the 3/8"sieve must not show a color darker than standard when subjected to the color test for organic impurities in accordance with Tex-408-A and must have an acid insoluble i residue,unless otherwise shown on the plans,for concrete subject to direct traffic equal to or greater than the value calculated with the following equation: Alia> 60-(AIfa)(Pfa) (Pia) where: Alfa = acid insoluble(%)of fine aggregate or fine aggregate blend Pfa = percent by weight of the fine aggregate or fine aggregate blend as a percentage of the total weight of the aggregate passing the 3/8"sieve in the concrete mix design Pia = percent by weight of the intermediate aggregate as a percentage of the total weight of the aggregate passing the 3/8"sieve in the concrete mix design Article 421.2.F.Mortar and Grout is supplemented by the following: Section 421 4.A.6,"Mix Design Options,"does not apply for mortar and grout. Article 421.3.A.Concrete Plants and Mixing Equipment is supplemented by the following: When allowed by the plans or the Engineer, for concrete classes not identified as structural concrete in Table 5 or for Class C concrete not used for bridge-class structures,the Engineer may inspect and approve all plants and trucks in lieu of the NRMCA or non-Department engineer sealed certifications.The criteria and frequency of Engineer approval of plants and trucks is the same used for NRMCA certification. 2-6 421-031 01-08 Article 421.3.A.2.Volumetric Mixers is supplemented by the following: Unless allowed by the plans or the Engineer,volumetric mixers may not supply classes of concrete identified as structural concrete in Table 5 Article 421.4.A Classification and Mix Design.The first paragraph is voided and replaced by the following: Unless a design method is indicated on the plans,furnish mix designs using ACI 211,"Standard Practice for Selecting Proportions for Normal,Heavyweight,and Mass Concrete,"Tex-470-A,or other approved procedures for the classes of concrete required in accordance with Table 5 Perform mix design and cement replacement using the design by weight method unless otherwise approved. Do not exceed the maximum water-to-cementitious-material ratio. Article 421.4.A.Classification and Mix Design,Table 5 Concrete Classes voided and replaced by the following: Table 5 Concrete Classes Design Strength, Coarse Class of Min. Maximum WIC��Ot Aggregate General Usage Concrete 28-day f, Grades24 (Psi). Inlets,manholes,curb,gutter,curb&gutter, A 3,000 0.60 l-4,8 conc.retards,sidewalks,driveways,backup walls,anchors } B 2,000 0.60 2-7 Riprap,small roadside signs,and anchors Drilled shafts,bridge substructure,bridge CS 3,600 0.45 1-6 tailing,culverts except top slab of direct traffic culverts,headwalls,wing walls,approach slabs,concrete traffic barrier(cast-in-place) C(HPC)5 3,600 0.45 1-6 As shown on the plans D 1,500 0.60 2-7 Riprap E 3,000 0.50 2-5 Seal concrete Fs Note 6 0.45 2-5 Railroad structures;occasionally for bridge piers,columns,or bents F(HPC)5 Note 6 0.45 2-5 As shown on the plans H5 Note 6 0.45 3-6 Prestressed concrete beams,boxes,piling,and concrete traffic barrier(precast) H(HPC)5 Note 6 0.45 3-6 As shown on the plans S5 4,000 0.45 2-5 Bridge slabs,top slabs of direct traffic culverts S(HPC)5 4,000 0.45 2-5 As shown on the plans P See Item 360 0.45 2-3 Concrete pavement DC5 5,500 0.40 6 Dense conc.overlay CO5 4,600 0.40 6 Conc.overlay LMC5 4,000 0.40 6-8 Latex-modified concrete overlay Slurry displacement shafts,underwater drilled SS5 3,600' 0.45 4-6 shafts K5 Note 6 0.45 Note 6 Note 6 HES Note 6 0.45 Note 6 Note 6 Maximum water-cement or water-cementitious ratio by weight. x Unless otherwise permitted,do not use Grade 1 coarse aggregate except in massive foundations with 4-in.minimum clear spacing between reinforcing steel bars.Do not use Grade 1 aggregate in drilled shafts. 3-6 421-031 01-08 } i Design ~� Strength, Coarse ..� Class of Min. W/C��O,Maximum Concrete a Aggregate General Usage 28-day f, Gradesz3 (psi) 3 Unless otherwise approved,use Grade 8 aggregate in extruded curbs. 4 For information only 5-Structural concrete classes. 6 As shown on the plans or specified. 7 Use a minimum cementitious material content of 6501b/cy of concrete. Do not apply Table 6 over design requirements to Class SS concrete. Article 421.4.A.Classification and Mix Design,Table 6 Over Design to Meet Compressive Strength Requirements.Footnote 3 is supplemented by the following: For Class K and concrete classes not identified as structural concrete in Table 5 or for Class C concrete not used for bridge-class structures,the Engineer may designate on the plans an alternative over-design requirement up to and including 1,000 psi for specified strengths less than 3,000 psi and up to and including 1,200 psi for specified strengths from 3,000 to 5,000 psi. Article 421.4.A.1.Cementitious Materials is supplemented by the.following: The upper limit of 35%replacement of cement with Class F fly ash specified by mix design options 1 and 3 may be increased to a maximum of 45%for mass placements,high performance concrete,and precast members when approved. Article 421.4.A.3.Chemical Admixtures is supplemented by the following: When a corrosion-inhibiting admixture is required,use a 30%calcium nitrite solution.The corrosion inhibiting admixture must be set neutral unless otherwise approved.Dose the admixture at the rate of gallons of admixture per cubic yard of concrete shown on the plans. Article 421.4.A.4 Air Entrainment is voided and replaced by the following: Air entrain all concrete except for Class B and concrete used in drilled shafts unless otherwise shown on the plans.Unless otherwise shown on the plans,target an entrained air content of 4.0 %for concrete pavement and 5.5 %for all other concrete requiring air entrainment.To meet the air-entraining requirements,use an approved air-entraining admixture.If the air content is more than 1-1/2%below or 3%above the required air,the load of concrete will be rejected. If the air content is more than 1-1/2 but less than 3%above the required air,the concrete may be accepted based on strength tests.For specified concrete strengths above 5,000 psi,a reduction of 1%is permitted. Article 421.4.A Table 7 Air Entrainment is voided. Article 421.4.A.6.Mix Design Options.The first paragraph is voided and replaced by the following: For structural concrete identified in Table 5 and any other class of concrete designed using more than 520 lb.of cementitious material per cu.yd.,use one of the mix design Options 1-8 shown below,unless otherwise shown on the plans. 4-6 421---031 01-08 Article 421.4.A.6.Mix Design Options.The second paragraph is voided and replaced by the following: For concrete classes not identified as structural concrete in Table 5 and designed using less than 520 lb.of cementitious material per cu.yd.,use one of the mix design Options 1-8 shown below, except that Class C fly ash may be used instead of Class F fly ash for Options 1,3,and 4 unless sulfate-resistant concrete is shown on the plans. Do not use mix design options 6 or 7 when High Performance Concrete(HPC)is required. Option 8 may be used when HPC is required provided:a minimum of 20%of the cement is replaced with a Class C fly ash;test method Tex-440-A,"Initial Time of Set of Fresh Concrete" is performed during mix design verification;the additional requirements for permeability are met;and the concrete is not required to be sulfate-resistant. Article 421.4.A.6.b.Option 2 is voided and replaced by the following: b.Option 2.Replace 35 to 50%of the cement with GGBFS or MFFA. Article 421.4.A.6.c.Option 3 is voided and replaced by the following: c.Option 3.Replace 35 to 50%of the cement with a combination of Class F fly ash,GGBFS, MFFA,UFFA,metakaolin,or silica fume.However,no more than 35%may be fly ash,and no more than 10%may be silica fume. Article 421.4.A.6.g.Option 7 is voided and replaced by the following: g.Option 7.When using hydraulic cement only,ensure that the total alkali contribution from the cement in the concrete does not exceed 4.00 lb.per cubic yard.of concrete when calculated as follows: lb.alkali per cu.yd.=(lb.cement per cu.yd.) x(%Na2O.equivalent in cement). 100 In the above calculation,use the maximum cement alkali content reported on the cement mill certificate. Do not use Option 7 when any of the aggregates in the concrete are listed on the Department's List of Aggregate Sources Excluded from Option 7 ASR Mitigation. Article 421.4.A.6.h.Option 8 is voided and replaced by the following: h.Option 8.For any deviations from Options 1-5,perform testing on both coarse and fine aggregate separately in accordance with ASTM C 1567 Before use of the mix,provide a certified test report signed and sealed by a licensed professional engineer,from a laboratory on the Department's List of Approved ASTM C 1260 Laboratories,demonstrating that the ASTM C 1567 test result for each aggregate does not exceed 0.10%expansion. Do not use Option 8 when any of the aggregates in the concrete are listed on the Department's List of Aggregate Sources Excluded from Option 8 ASR Mitigation.When HPC is required, provide a certified test report signed and sealed by a licensed professional engineer demonstrating that AASHTO T 277 test results indicate the permeability of the concrete is less than 1,500 coulombs tested immediately after either of the following curing schedules: 5-6 421---031 01-08 • Moist cure specimens 56 days at 73°F • Moist cure specimens 7 days at 73°F followed by 21 days at 100°F. Article 421.4.B.Trial Batches is supplemented by the following: Once a trial batch substantiates the mix design,the proportions and mixing methods used in the trial batch become the mix design of record. Article 421.4.B.Trial Batches.The fourth sentence of the second paragraph is voided and replaced by the following: Test at least 1 set of design strength specimens,consisting of 2 specimens per set,at 7-day,28- day,and at least one additional age. Article 421.4.D.Measurement of Materials,Table 9 is voided and replaced by the following: Table 9 Measurement Tolerances—Non-Volumetric Mixers Material Tolerance(%) Cement,wt. -1 to+3 SCM wt. -1 to+3 Cement+SCM(cumulative weighing),wt. -1 to+3 Water,wt.or volume ±3 Fine aggregate,wt. f2 Coarse aggregate,wt. ±2 Fine+coarse aggregate(cumulative weighing),wt. ±1 Chemical admixtures,wt.or volume ±3 Article 421.4.E.Mixing and Delivering Concrete.The first paragraph is supplemented with the following: Do not top-load new concrete onto returned concrete. Article 421.4.E.3.Truck-Mixed Concrete. The first paragraph is voided and replaced by the following: Mix the concrete in a truck mixer from 70 to 100 revolutions at the mixing speed designated by the manufacturer to produce a uniform concrete mix.Deliver the concrete to the project in a thoroughly mixed and uniform mass and discharge the concrete with a satisfactory degree of uniformity Additional mixing at the job site at the mixing speed designated by the manufacturer is allowed as long as the requirements of Section 421.4.A.5,"Slump"and Section 421 4.E, Mixing and Delivering Concrete"are met. 6-6 421-031 01-08 2004 Specifications SPECIAL PROVISION 440---001 Reinforcing.Steel For this project, Item 440,"Reinforcing Steel,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 440.2.Materials,Section G.Mechanical Couplers is voided and replaced by the following: When mechanical splices in reinforcing steel bars are shown on the plans,use couplers of the type specified in DMS-4510,"Mechanical Couplers,"under the section"General Requirements." Furnish only couplers that have been produced by a manufacturer that has been prequalified in accordance with DMS-4510.Do not use sleeve-wedge type couplers on coated reinforcing. Sample and test couplers for use on individual projects in accordance with DMS-4510 Furnish couplers only at locations shown on the plans. 1-1 440--001 10-05 2004 Specifications SPECIAL PROVISION 442-005 Metal for Structures For this project,Item 442,"Metal for Structures,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Artice 442.2. Materials,Section A.Structure Steel,Section 1.Bridge Structures. The third sentence is voided and not replaced. 1-1 442---005 10-05 2004 Specifications SPECIAL PROVISION 506-013 Temporary Erosion, Sedimentation,and Environmental Controls For this project,Item 506,"Temporary Erosion,Sedimentation,and Environmental Controls,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 506.2.Materials.Section I.Sandbags.Table 1 is replaced with the following: Table 1 Sand Gradation Sieve# Retained(%by Weight), 4 MAXIMUM 3% 100 MINIMUM 80% J 200 MINIMUM 95% Article 506.4 Construction,B.General,2.Maintenance,is voided and replaced by the following: B.General. 2. Maintenance. Perform maintenance in accordance with the plans and the TPDES General Pennit.Correct ineffective control measures.Implement additional controls as directed. An Inspector will perform a regularly scheduled SWP3 inspection once a month.Make corrections as soon as possible before the next anticipated rain event or within 7 calendar days after being able to enter the site to work on each control device.A control device site being"too wet to work"during the entire 7 calendar day time period is the only acceptable reason for not accomplishing the corrections within the 7 calendar day time limit.Provide documentation on the Department's inspection form developed from the Department's inspections or through other approved methods. If maintenance corrections are not made within this timefranie,work on the project may be suspended by the Engineer.Time charges will continue until SWP3 is brought into compliance and documentation of corrective action is provided.This in no way releases the contractor of liability for noncompliance. 1-1 506-013 05-07 2004 Specifications SPECIAL PROVISION 540--002 Metal Beam Guard Fence For this project,Item 540,"Metal Beam Guard Fence,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby. Article 540.5. Payment. The first paragraph is voided and replaced by the following: 540.5. Payment. The work performed and material furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Metal W-Beam Guard Fence"of the post type specified,"Metal Thrie-Beam Guard Fence"of the post type specified,"Terminal Anchor Section,""Metal Beam Guard Fence Transition"of the type specified,"Metal W-Beam Guard Fence Adjustment,""Metal Thrie-Beam Guard Fence Adjustment,""Terminal Anchor Section Adjustment,"or"Transition Adjustment."When weathering steel is required,Type IV will be specified. Article 540.5. Payment,Section C.Transition is voided and replaced by the following: C. Transition.The price bid for"Metal Beam Guard Fence Transition"is full compensation for furnishing the nested sections of thrie beam,the nested sections of W-beam,the thrie-beam- to-W-beam transitional rail piece,posts,concrete,curb,connections to W-beam guard fence and bridge rails,the thrie-beam terminal connectors and terminal connectors;excavation and backfilling;and equipment,labor,tools,and incidentals. 1-1 540---002 09-04 2004 Specifications SPECIAL PROVISION 610-006 Roadway Illumination Assemblies For this project,Item 610,"Roadway Illumination Assemblies,"of the Standard Specifications, is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 610.2.Materials. The fourth paragraph is void and replaced by the following: Do not provide shop drawings for complete assemblies that are fabricated in accordance with this Item and the details shown on the plans.Electronically submit shop drawings for optional designs,aluminum pole designs,and special designs.For instructions on submitting electronic shop drawings refer to the"Guide to Electronic Shop Drawing Submittal"located online at http:I/www.dot.state.tx.us/publications/bridge.htm 1-1 610---006 11-07 2004 Specifications SPECIAL PROVISION 620-001 Electrical Conductors For this project,Item 620,"Electrical Conductors,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 620.2 Materials. The fourth and fifth paragraphs are void and replaced by the following: Use white insulation for grounded(neutral)conductors,except that grounded conductors AWG No.4 and larger may be black with white tape marking at every accessible location.Do not use white insulation or marking for any other conductor except control wiring specifically shown on the plans. Ensure that insulated grounding conductors are green except that insulated grounding conductors AWG No.4 and larger may be black with green tape marking at every accessible location.Do not use green insulation or marking for any other conductor except control wiring specifically shown on the plans. 1-1 620---001 09-04 2004 Specifications SPECIAL PROVISION 625-001 Zinc-Coated Steel Wire Strand For this project,Item 625,"Zinc-Coated Steel Wire Strand,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 625.4 Measurement and Payment is voided and replaced by the following: 625.4.Measurement.This Item will be measured by foot of wire strand. 625.5.Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement'will be paid for at the unit price bid for"Zinc- Coated Steel Wire Strand"of the sizes specified.This price is full compensation for furnishing, installing,and testing wire strands;and equipment, labor,tools,and incidentals. 1-1 625--001 05-04 2004 Specifications SPECIAL PROVISION 636-014 Aluminum Signs For this project,Item 636,"Aluminum Signs,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 636.1.Description is voided and replaced by the following: •Installation.Furnish,fabricate,and erect signs.Sign supports are provided for under other Items. •Replacement.Replace existing signs on existing sign supports. •Refurbishing.Refurbish existing signs on existing sign supports. Article 636.2.Materials,Section A.Sign Blanks is voided acid replaced by the following: A. Sign Blanks.Furnish sign blank substrates in accordance with DMS-7110,"Aluminum Sign Blanks"or DMS-8305,"Fiberglass Sign Substrate,"and in accordance with the types shown on the plans.Use single-piece sheet-aluminum substrates for Type A(small)signs.Use either extruded aluminum or fiberglass substrates for Type G(ground-mounted)or Type 0 (overhead-mounted)signs as shown on the plans. Article 636.2.Materials,Section B.Sign Face Reflectorization is supplemented by the following: Ensure that sign legend,symbols,borders,and background exhibit uniform color,appearance, and retroreflectivity when viewed both day and night. Article 636.2.Materials,Section C.Sign Messages.The last two bullets are voided and replaced by the following: •Fabricate non-reflective black film legend from materials meeting DMS-8300. •Furnish direct-applied route markers and other attachments within the parent sign face, unless otherwise specified in the plans. Article 636.2.Materials,Section D.Hardware is supplemented by the following: Furnish sign hardware for fiberglass signs in accordance with the fiberglass substrate manufacturer's recommendations. Article 636.3.Construction,Section A.Fabrication,Part 1.Sign Blanks.The first paragraph is voided and replaced by the following: 1-3 636---014 8-10 Furnish sign blanks to the sizes and shapes shown on the plans and that are free of buckles, warps,,burrs,dents,cockles,or other defects.Do not splice individual extruded aluminum or fiberglass panels. Article 636.3.Construction,Section A.Fabrication,Part 2.Sheeting Application is voided and replaced by the following: 2.Sheeting Application.Apply sheeting to sign blanks in conformance with the sheeting manufacturer's recommended procedures.Meet the fabrication requirements of DMS-8300, Section 8300 7.F,"Sign Fabrication"for white,orientation non-compliant sheeting listed on the Department's Material Producer List entitled"Sign Face Materials."Clean and prepare the outside surface of extruded aluminum or fiberglass flanges in the same manner as the sign panel face. Minimize thenumber of splices in the sheeting.Overlap the lap-splices by at least 1/4 in.Use butt splices for Type C microprismatic,Type D,and Type E reflective sheeting.Provide a 1-ft. minimum dimension for any piece of sheeting.Do not splice sheeting for signs fabricated with transparent screen inks or colored transparent films. Article 636.3.Construction,Section A.Fabrication,Part 3.Sign Assembly.The first paragraph is voided and replaced by the following: 3.Sign Assembly.Assemble extruded aluminum signs in accordance with the details shown on the plans.Assemble fiberglass signs in accordance with the fiberglass manufacturer's recommendations located on the Department's Material Producer List entitled"Fiberglass Sign Substrates."Sign face surface variation must not exceed 1/8 in.per foot. Surface misalignment between panels in multi-panel signs must not exceed 1/16 in.at any point. Article 636.3.Construction,Section B.Storage and Handling.The last paragraph is voided and replaced by the following: Store all finished signs off the ground and in a vertical position until erected. Store finished sheet-aluminum substrate signs in a weatherproof building. Extruded aluminum and fiberglass substrate signs may be stored outside. Article 636.3.Construction,Section E.Replacement is supplemented by the following: Mounting hardware for fiberglass signs will be per the fiberglass substrate manufacturer's recommendations. 2-3 636--014 8-10 Article 636.3.Construction,Section H.Documentation is added. H. Documentation.Provide a notarized original of the Signing Material Statement(Form 2273) with the proper attachments for verification of compliance. Article 636.5.Payment The first paragraph is voided and replaced by the following: The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Aluminum Signs," "Fiberglass Signs,""Signs,""Replacing Existing Aluminum Signs,""Replacing Existing Fiberglass Signs,""Refurbishing Aluminum Signs,"or"Refurbishing Fiberglass Signs,"of the type specified. Article 636.5.Payment,Section B.Replacement is voided and replaced by the following: B. Replacement.This price is full compensation for furnishing and installing new aluminum or fiberglass signs and hardware;removal of existing signs; fabrication of sign panels; treatment of sign panels required before application of the background materials;application of the background materials and messages to the sign panels;furnishing and fabricating frames, wind beams,stiffeners,or required joint backing strips;furnishing bolts,rivets,screws, fasteners,clamps,brackets,and sign support connections;assembling and erecting the signs; preparing and cleaning the signs;salvaging and disposing of unsalvageable material,and equipment,materials,labor,tools,and incidentals. 3-3 636---014 8-10 2004 Specifications SPECIAL PROVISION 666---014 Reflectorized Pavement Markings For this project,Item,"Reflectorized Pavement Markings,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 666.1.Description is voided and replaced by the following: Furnish and place reflectorized and nonreflectorized(contrast or shadow)pavement markings. Article 666.2.Materials,Section A,Type I Marking Materials,is supplemented by the following: The marking material used for the contrast or shadow marking must conform to DMS-8220,"Hot Applied Thermoplastic,"with the exception of the following items: • color pigment used, • color requirement listed,and • drop on glass beads must be replaced with a black,color-fast,anti-skid material. A sample of the materials to be used for the contrast or shadow markings must be submitted to the Engineer a minimum of 2 weeks prior to application.The sample must include 50 lb.of the contrast or shadow marking material, 10 lb.of the anti- skid material and 2 draw downs of the applied materials.The draw downs must be a minimum of 6 in.by 1 ft. The draw downs must be made at the specified thickness and with the anti-skid material placed at the rate at which it will be placed on the road.The color of the applied draw downs and applied material must be black.The Engineer must approve the material sample prior to application and the applied material must match the samples submitted. 1-1 666-014 11-05 2004 Specifications c SPECIAL PROVISION 682--001 Vehicle and Pedestrian Signal Heads Specification Item 682,"Vehicle and Pedestrian Signal Heads,"is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed hereby Article 682.2.Materials.Section B.General.The first paragraph is void and replaced by the following: Provide vehicle signal heads in accordance with DMS-11120,"Vehicle Signal Heads"and DMS-11121,"12 Inch LED Traffic Signal Lamp Unit."Provide vehicle signal heads from manufacturers prequalified by the Department.The Traffic Operations Division maintains a list of prequalified vehicle signal head manufacturers. 1-1 682--001 05-08 CITY OF PEARLAND TXDOT SPECIAL SPECIFICATIONS TXDOT SPECIAL SPECIFICATIONS 12J2008 2004 Specifications SPECIAL SPECIFICATION 4003 'Screw-In Type Anchor Foundations 1. Description. Construct screw-in type foundations only for roadside flashing beacon assembly(RFBA),solar-power roadside flashing beacon assembly(SPRFBA)and pedestal poles as required on the plans. 2. Materials. Ensure materials conform to Item 441,"Steel Structures," [tern 442,"Metal for Structures,"and Item 445,"Galvanizing" Provide only new screw-in type foundations,and unless otherwise specified,a minimum 5 ft. in length and 8 in. in diameter pipe with a minimum 13 in.helix. Provide a base plate capable of accommodating four mounting holes to fit a variable bolt circle up to a 17 in. Ensure a minimum 12 in.conduit opening is located approximately 12 in. from the base. Provide pipe conforming to ASTM A-53,grade B or equal. Provide base plates conforming to ASTM A-36 or better Use anchor bolts having minimum yield strength of 36 ksi. Stamp, incise or mark the foundation by other approved means,to show the fabricator's model number,and name or logo. Place this information in a readily seen location. Unless otherwise specifically noted and requested in writing,and subsequently approved by the Engineer,in writing,supply the foundation with the bolts and flat washers needed for attaching the pedestal base to the foundation. Provide seven copies of shop drawings for review and approval prior to ordering materials. 3. Construction Methods. Fabricate and install screw-in anchors in accordance with the specifications,details and dimensions shown on the plans or as approved in writing. Locate screw-in anchors as shown on the plans except that the Engineer may shift the location, within design guidelines,where necessary to secure a more desirable location or to avoid conflict with utilities or a very dense soil condition. Unless otherwise shown on the plans, stake all screw-in anchor locations for verification by the Engineer Install screw-in anchors located near any overhead or underground utilities using established industry and utility safety practices. Consult with the appropriate utility company prior to beginning such work. Install screw-in anchors using power-digging equipment equipped with an adapter designed for installing screw-in anchors. Ensure shaft alignment is within a tolerance of 1/4 in.per 5 ft.of depth. Install anchors level and the top of the anchor base is either flush to or within no more than 2 in.of the ground level. 4. Measurement and Payment. The work performed and materials furnished in accordance with this Item will not be paid for directly but shall be considered subsidiary to the Item 685, "Roadside Flashing Beacon Assemblies"and Item 687,"Pedestal Pole Assemblies." 1-1 4003 09-04 2004 Specifications SPECIAL SPECIFICATION 6006 Spread Spectrum Radios for Traffic Signals 1. Description.Furnish and install spread spectrum radios. 2. Materials. Supply complete manufacturer specifications for radio,antennas,cables, connectors,power supply,mounting hardware,and lightning surge protector,including the exact gain of the antenna. 3. Spread Spectrum Radio. Furnish spread spectrum radios with the following operating minimum characteristics: FREQUENCY 902-928 MHz RANGE 15 Miles line of sight REPEAT CAPABILITIES Store and Forward Repeater Capabilities POWER 1.0 Watt Transmitting Power ENVIRONMENT Temperature-22°F to 140°F FCC APPROVAL No License Requirements Type acceptance under FCC Part 15.247 DATA CHARACTERISTICS Half or Full Duplex Operation RS232C interface Selectable1,200 thru 19,200 bps REGULATED POWER SUPPLY Voltage 12 DC Amperage 3 Amp Operating Temp-22°F to 140°F Install the radios as shown on the plans or as directed. Supply radios with diagnostic software capable of testing the link between the master radio and the remote radios.Provide software capable of detecting channels which are not adequate for the transmission of data and allow for the exclusion of these frequencies in the selection of frequencies to be scanned. 4. Radio Antenna.Furnish radio antennas with the following minimum characteristics: REMOTE SITE Unidirectional(Yagi),Minimum 9 dB gain (dB reference to half wave dipole) MASTER SITE Omni-directional,Minimum 6 dB gain (dB reference to half wave dipole) RANGE 15 Miles IMPEDANCE 50 Ohm WIND RATING 125 miles per hour CONNECTORS Type"N"Female Mount the antenna on a traffic signal pole,an illumination pole,or a separate steel pole as directed.Ground the antenna to the metal support.Do not use a wood pole or support. 1-2 6006 09-04 5. Cable.Furnish low loss coaxial cable with the following minimum characteristics: NOMINAL IMPEDANCE 50 Ohm MAX ATTENUATION 4.2 dB/100 ft.at 900 MHz Furnish heliax type cable for runs over 100 ft. in length.Furnish cable connectors with a type"N"male connector Install cable connectors in accordance with manufacturer's recommendations.Install cable as shown on the plans or as directed. Furnish a coaxial protector(PolyPhaser IS-50NX-C2,Andrew APG-BNFNF-090,Huber Suhner 3400-41-0048,or equivalent).Mount coaxial protector adjacent to and bonded to the cabinet ground bus. 6. Testing,Training,and Warranty.Provide a factory certified representative for installation and testing of the equipment.Conduct a test site survey prior to the installation of the equipment.The Department reserves the right to conduct their own site survey as needed. When required,provide up to 2 days of training to personnel of the Department in the operation,setup and maintenance of the spread spectrum radio system.Provide instruction and materials for a maximum of 20 persons and at a location selected by the Department. Provide instruction personnel certified by the manufacturer The User's Guide is not an adequate substitute for practical classroom training and formal certification. Provide equipment with no less than 95%of the manufacturer's standard warranty remaining when equipment invoices are submitted for payment.Any equipment with less than 95%of its warranty remaining will not be accepted. Provide updates of the spread spectrum radio software free of charge during the warranty period,including the update to NTCIP compliancy 7. Measurement.This Item will be measured by each spread spectrum radio,antenna and by the linear foot of cable furnished and installed. 8. Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Spread Spectrum Radio","Antenna"of the type specified,"Coaxial Cable"and"Heliax Cable" The price is full compensation for furnishing,assembling,and installing the spread spectrum radios,antennas,and the cable;for mounting attachments;for testing, labor,tools, equipment and incidentals. 2-2 6006 09-04 2004 Specifications SPECIAL SPECIFICATION 6013 Electronic Components 1. Description.Use electronic components to manufacture electronic equipment. 2. Materials and Construction Methods.Use electronic components that comply with Electronic Industries Association(EIA)and Joint Electronic Device Engineering Council (JEDEC)Specifications.Provide industry standard electronic components available from several manufacturers.When special monolithic integrated circuits are necessary for cost- effective designs,waiving the multi-source requirements will be as directed. Design the electronic circuitry to ensure an adjustment range from normal adjustment settings of variable components. Provide a range of adjustment to compensate for composite variations in the associated circuitry due to changes in part values during the normal or specified life of the device.Ensure the range of adjustment can compensate for variations in replacement parts within the specified tolerances.Unless otherwise shown on the plans, design the components to be under operating conditions 24 hr a day for 10 yr.Derate electronic components by 20%with regard to ambient temperature,applied voltage,and power dissipation. ti On electronic components weighing more than 2 oz.,use supports other than the component's pins or electrical connectors.Solder electronic components of 2 or more leads in place.Mark the circuit reference symbol next to the component. Meet the above requirements and satisfy the following specific requirements for the different components: A. Capacitors.Provide industrial grade capacitors.Insulate the capacitors.Mark capacitors with their capacitance value,working voltage,and polarity Provide capacitor encasements resistant to cracking,peeling,and discoloration due to humidity and changes in temperature.Provide electrolytic capacitors capable of operating at least 185°F Do not use electrolytic capacitors of less than 1.0 microfarad. Use a clamp or fastener to support a capacitor to avoid damage by shock or vibration. Use a capacitor with a specific ripple or AC voltage rating,if possibly subjected to a ripple voltage in excess of 10%of the actual DC voltage across the capacitor Use an aluminum electrolytic capacitor only when continually energized. B. Diodes.If low forward drop is required in logic circuit applications, furnish justification for use of Germanium diodes prior to incorporation in the design.Mark diodes with the JEDEC part number,using an industry approved color code or clearly legible printing. Indicate the diode polarity on the diode case by the use of the diode symbol,by the 360° band on the cathode end,or by the shape of case. 1-3 6013 09-04 a , C. Indicators.Use solid-state(LED) indicators with a useful life at least 25,000 hr. D. Integrated Circuits.Print the manufacturer's part number and any information required to install the integrated circuit assembly upon the package.Test integrated circuits with at least I test from each group below. 1. Group 1 • Stabilization Bake • Temperature Cycling • Power Burn-in 2. Group 2 • Functional test with the device at the manufacturer's maximum specified temperature • Static and dynamic test per manufacturer's data sheet E. Potentiometers and Rheostats.Use industrial grade potentiometers.Use potentiometers with a power rating at least 100%greater than the maximum power requirements of the circuit. F. Printed Circuit Boards. 1. Design,Fabrication and Mounting.Use NEMA Grade G-10 glass epoxy or equivalent for printed circuit boards(refer to NEMA Publications No.L I 1-1982, Industrial Laminated Thermosetting Products).Provide a nominal thickness of 1/32 in.for circuit boards not exceeding 2 in. in any dimension.Provide a nominal thickness of 1/16 in.for circuit boards exceeding 2 in.in any dimension. Coat the printed circuit board assembly with a protective coating to combat mildew,moisture,and fungus.Plate the through holes that carry electrical connections from one side of the board to the other Use 1 oz./sq.ft.of copper to plate through holes.Use non-corrosive material for electrical mating surfaces. Design and fabricate printed circuit boards and the mounting of parts and assemblies in accordance with MIL-STD-275(latest revision)except as follows: • Mount semiconductor devices on spacers or transipads if the device dissipates more than 250 mW or if the case temperature will rise 20°F above ambient. • Remove residual flux from the printed circuit board. • Provide a resistance between any 2 isolated,independent conductor paths of at least 100 megohms when a 500 VDC potential is applied. Mark operating circuit components mounted on the circuit boards.Reference the identifying characters to their respective components in the schematic diagram and in the parts list. 2. Soldering.Hand solder in accordance with M1L-STD-55110 Use of automatic flow soldering is acceptable. 2-3 6013 09-04 G. Relays.Install diodes across the coils for transient suppression in DC relays.Provide replaceable relays that do not require special tools for replacement. H. Resistors.Use fixed composition insulated resistors in accordance with the performance requirements of MIL-R-11 Provide industrial grade resistors with a 15 yr design life.Mark with their resistance value,using EIA color codes or industry approved marking technique. Use resistors with a 10%tolerance or better and a resistance variation of no more than 5%over the temperature range 0°F to 165°F Do not use resistors with a power rating greater than 2 w.,unless special ventilation or heat sinking is provided.Insulate these resistors from the printed circuit board. I. Transistors.Use JEDEC registered transistors.Mark the JEDEC part number on the case.Designate the emitter or collector by use of an industry approved marking technique. J. Transformers.Mark transformers with the manufacturer's part number on the case or frame,using a Radio-Electronics-Television Manufacturers Association(RETMA) color code or numbered in a manner to facilitate proper installation. K. Switches.Derate switch contacts 50%from their maximum current ratings. 3. Measurement and Payment.The work performed,materials furnished,equipment, labor, tools,and incidentals will not be measured or paid for directly,but will be subsidiary to the bid items of the Contract. 3-3 6013 09-04 2004 Specifications SPECIAL SPECIFICATION 6266 Video Imaging Vehicle Detection System 1. Description.Install a Video Imaging Vehicle Detection System(VIVDS)that monitors vehicles on a roadway via processing of video images and provides detector outputs to a traffic controller or similar device. A VIVDS configuration for a single intersection will consist of 4 variable focal length cameras,VIVDS card rack processor system,and all associated equipment required to setup and operate in a field environment including a video monitor and/or laptop(if required), connectors and camera mounting hardware. The system is composed of these principal items: the camera(s),the field communications link between the camera and the VIVDS processor unit,and the VIVDS processor unit along with a PC,video monitor or associated equipment required to setup the VIVDS and central control software to communicate to the VIVDS processor. The VIVDS Card Rack Processor must be either NEMA TS 2 TYPE 1 or TYPE 2.TYPE 2 must have RS 485 SDLC. 2. Definitions. A. VIVDS Processor Unit. The electronic unit that converts the video image provided by the cameras,generates vehicle detections for defined zones and collects vehicular data as specified. B. VIVDS Processor System. One or more VIVDS processor modular units required to handle the number of camera inputs. C. Central Control. A remotely located control center,which communicates with the VIVDS.The VIVDS operator at the central control has the ability to monitor the operation and modify detector placement and configuration parameters.The equipment that constitutes central control is comprised of a workstation microcomputer along with the associated peripherals as described in this special specification. D. Field Setup Computer. A portable microcomputer used to set up and monitor the operation of the VIVDS processor unit.If required to interface with the VIVDS processor unit,the field setup computer with the associated peripherals described in this special specification and a video monitor,also described in this special specification, must be supplied as part of the VIVDS. E. Field Communications Link. The communications connection between the camera and the VIVDS processor unit. The primary communications link media may be coaxial cable or fiber optic cable. 1-10 6266 09-05 F. Remote Communications Link. The communications connection between the VIVDS processor unit and the central control. G. Camera Assembly The complete camera or optical device assembly used to collect the visual image. The camera assembly consists of a charged coupled device(CCD) camera,environmental enclosure,sun shield,temperature control mechanism,and all necessary mounting hardware. H. Occlusion. The phenomenon when a vehicle passes through the detection zone but the view from the sensor is obstructed by another vehicle. This type of occlusion results in the vehicle not being detected by the sensor Or When a vehicle in one lane passes through the detection zone of an adjacent lane.This type of occlusion can result m the same vehicle being counted in more than one lane. I. Detection Zone. The detection zone is a line or area selected through the VIVDS processor unit that when occupied by a vehicle,sends a vehicle detection to the traffic controller or freeway management system. J. Detection Accuracy The measure of the basic operation of a detection system(shows detection when a vehicle is in the detection zone and shows no detection when there is not a vehicle in the detection zone). K. Live Video. Video being viewed or processed at 30 frames per second. L. Lux. The measure of light intensity at which a camera may operate.A unit of illumination equal to one lumen per square meter or to the illumination of a surface uniformly one meter distant from a point source of one candle. M. Video Monitor. As a minimum must be a 9-in.black and white monitor with BNC connectors for video in and out. 3. Functional Capabilities. The system software must be able to detect either approaching or departing vehicles in multiple traffic lanes. A minimum of 4 detector outputs per video processor module card and each card must have a minimum of 24 detection zones.Each zone and output must be user definable through interactive graphics by placing lines and/or boxes in an image on a video or VGA monitor The user must be able to redefine previously defined detection zones. The VIVDS must provide real time vehicle detection(within 112 milliseconds(ms)of vehicle arrival). The VIVDS processor unit must be capable of simultaneously processing information from various video sources,including CCTV video image sensors and video tape players. The video sources may be,but are not required to be,synchronized or line-locked.The video must be processed at a rate of 30 times per second by the VIVDS processor unit. 2-10 6266 09-05 The system must be able to detect the presence of vehicles in a minimum of 12 detection zones within the combined field of view of all.cameras(a minimum of 12 detection zones per camera input to the VIVDS processor unit). Detection zones must be provided that are sensitive to the direction of vehicle travel. The direction to be detected by each detection zone must be user programmable. The.VIVDS processor unit must compensate for minor camera movement(up to 2%of the field of view at 400 ft.)without falsely detecting vehicles. The camera movement must be measured on the unprocessed video input to the VIVDS processor unit. The camera must operate while directly connected to VIVDS Processor Unit. Once the detector configuration has been downloaded or saved into the VIVDS processor unit,the video detection system must operate with the monitoring equipment(monitor and/or laptop)disconnected or on-line. When the monitoring equipment is directly connected to the VIVDS processor unit,it must be possible to view vehicle detections in real time as they occur on the field setup computer's color VGA display or the video monitor. 4. Vehicle Detection. A. Detection Zone Placement. The video detection system must provide flexible detection zone placement anywhere within the combined field of view of the image.sensors. Preferred presence detector configurations must be lines or boxes placed across lanes of traffic or lines placed in line with lanes of traffic. A single detector must be able to ! replace one or more conventional detector loops.Detection zones must be able to be fully overlapped.In addition,detection zones must have the capability of implementing "AND"and"OR"logical functions including presence,extension and delay timing. These logical functions may be excluded if provisions are made to bring each detector separately into the controller and the controller can provide these functions. B. Detection Zone Programming. Placement of detection zones must be by means of a graphical interface using the video image of the roadway The monitor must show images of the detection zones superimposed on the video image of traffic while the VIVDS processor is running. The detection zones must be created by using the mouse or keypad to draw detection zones on the monitor The detection zones must be capable of being sized,shaped and overlapped to provide optimal road coverage and'detection.It must be possible to upload detector configurations to the`VIVDS processor unit and to retrieve the detector configuration that is currently running in the VIVDS processor unit. The mouse or keypad must be used to edit previously defined detector configurations so as to fine tune the detection zone placement size and shape. Once a detection configuration has been created,the system must provide a graphic display of the new configuration on its monitor.While this fine-'tuning is being done,the detection must continue to operate from the detector configuration that is currently called. 3-10 6266 09-05 When a vehicle occupies a detection zone,the detection zone on the live video must indicate the presence of a vehicle,thereby verifying proper operation of the detection system.With the absence of video,the card must have an LED that will indicate proper operation of the detection zones. Detection zones must be provided that is sensitive to the direction of vehicle travel. The direction to be detected by each detection zone must be user programmable.The vehicle detection zone should not activate if a vehicle traveling any direction other than the one specified for detection occupies the detection zone. Cross-street and wrong way traffic should not cause a detection. C. Design Field of View The video detection system must reliably detect vehicle presence in the design field of view The design field of view must be defined as the sensor view when the image sensor is mounted 24 ft.or higher above the roadway,when the camera is adjacent(within 15 ft.)to the edge of the nearest vehicle travel lane,and when the length of the detection area is not greater than 10 times the mounting height of the image sensor. Within this design field of view,the VIVDS processor unit must be capable of setting up a single detection zone for point detection(equivalent to the operation of a 6 ft.by 6 ft.inductive loop). A single camera,placed at the proper mounting height with the proper lens,must be able to monitor up to and including 5 traffic lanes simultaneously D. Detection Performance. Detection accuracy of the video detection system must be comparable to properly operating inductive loops. Detection accuracy must include the presence of any vehicle in the defined detection zone regardless of the lane,which the vehicle is occupying. Occlusion produced by vehicles in the same or adjacent lanes must not be considered a failure of the VIVDS processor unit,but a limitation of the camera placement. Detection accuracy(a minimum of 95%)must be enforced for the entire design field of view on a lane by lane and on a time period basis.When specified in the plans,furnish up to 24 continuous hours of recorded video of all installed intersection cameras within the 30 day test period for verification of proper camera placement,field of view,focus,detection zone placement,processor setup and operation. The video from each camera must show vehicle detections for all zones. E. Equipment failure,either camera or VIVDS processor uiut,must result in constant vehicle detection on affected detection zones. 5. VIVDS Processor Unit. A. Cabinet Mounting-The VIVDS processor unit must be rack mountable. B. Environmental Requirements-The VIVDS processor unit must be designed to operate reliably in the adverse environment found in the typical roadside traffic cabinet.It must meet the environmental requirements set forth by the latest NEMA(National Electrical Manufacturers Association)TSi and TS2 standards as well as the environmental requirements for Type 170,Type 179 and 2070 controllers.Operating temperature must be from-30°F to+165°F at 0%to 95%relative humidity,non condensing. C. Electrical-The VIVDS must have a modular electrical design. 4-10 6266 09-05 } The VIVDS must operate within a range of 89 to 135 VAC,60 Hz single phase. Power to the VIVDS must be from the transient protected side of the AC power distribution system in the traffic control cabinet in which the VIVDS is installed. Serial communications to the field setup computer must be through an RS 232,USB or Ethernet port. This port must be able to download the real time detection information needed to show detector actuations. A connector on the front of the VIVDS processor unit must be used for serial communications. The unit must be equipped with RS 170(monochrome) or RS 170A(color)composite video inputs video inputs,so that signals from image sensors or other synchronous or asynchronous video sources can be processed in real time.BNC connectors on the front of the VIVDS processor unit or video patch panel must be used for all video inputs. The unit must be equipped with a single RS 170 composite video output. This output must be capable of corresponding to any one of the video inputs,as selected remotely via the field setup computer or front panel switch. Multiple video outputs requiring external cable connections to create a combined single video output must not be acceptable. A BNC or RCA connector must be used for video output on the front of the processor unit.Any other video formats used must prior approval by TxDOT TRF Signal Operation Engineer Software upgrades and/or changes MUST be presented to and approved by TXDOT TRF-TM division,before being used. Failure to do so will be grounds for termination of contract and probation for responsible party(s). The unit software and the supervisor software must include diagnostic software to allow testing the VIVDS functions. This must include the capability to set and clear individual detector outputs and display the status of inputs to enable setup and troubleshooting in the field. 6. Camera Assembly. A. Camera. The video detection system must use medium resolution,monochrome image sensors as the video source for real time vehicle detection. The cameras must be approved for use with the VIVDS processor unit by the supplier of the VIVDS. As a minimum,each camera must provide the following capabilities: 1. Images must be produced with a Charge Coupled Device(CCD)sensing element with horizontal resolution of at least 480 lines for black and white or 470 lines for color and vertical resolution of at least 350 lines for black and white or color. Images must be output as a video signal conforming to RS170. 2. Useable video and resolvable features in the video image must be produced when those features have luminance levels as low as 0.1 lux for black and white,and as low as 1.0 lux for color,for night use. 3. Useable video and resolvable features in the video image must be produced when those features have luminance levels as high as 10,000 lux during the day 5-10 6266 09-05 4. The camera must include an electronic shutter or auto-iris control based upon average scene luminance and must be equipped with an electronic shutter or auto- iris lens with variable focal length and variable focus that can be adjusted without opening up the camera housing to suit the site geometry The variable focal length must be adjustable from 6 mm to 34 mm. B. Camera and Lens Assembly. The camera and lens assembly must be housed in an environmental enclosure that provides the following capabilities: 1. The enclosure must be waterproof and dust tight to the latest NEMA 4 specifications. 2. The enclosure must allow the camera to operate satisfactorily over an ambient temperature range from-30°F to+165°F while exposed to precipitation as well as direct sunlight. 3. The enclosure must allow the camera horizon to be rotated in the field during installation. 4. The enclosure must include a provision at the rear of the enclosure for connection of power and video signal cables fabricated at the factory Input power to the environmental enclosure must be nominally 115 VAC 60 Hz. 5. A thermostatically controlled heater must be at the front of the enclosure to prevent the formation of ice and condensation,as well as to assure proper operation of the lens's iris mechanism. The heater must not interfere with the operation of the camera electronics,and it must not cause interference with the video signal. 6. The enclosure must be light colored or unfinished and must include a sun shield to minimize solar heating. The front edge of the sunshield must protrude beyond the front edge of the environmental enclosure and must include provision to divert water flow to the sides of the sunshield. The amount of overhang of the sun shield must be adjustable to block the view of the horizon to prevent direct sunlight from entering the lens. Any plastics used in the enclosure must include ultra violet inhibitors. 7. The total weight of the image sensor in the environmental enclosure with sunshield must be less than 10 lb. 8. When operating in the environmental enclosure with power and video signal cables connected,the image sensor must meet FCC class B requirements for electromagnetic interference emissions. The video output of the cameras must be isolated from earth ground. All video connections for the cameras to the video interface panel must also be isolated from earth ground. Use waterproof,quick disconnect connectors to the image sensor for both video and power. A camera interface panel capable of being mounted to sidewalls of a controller cabinet must be provided for protection of the VIVDS processor unit,camera video and power inputs/outputs. The panel must consist of,as a minimum,4 Edco CX06 coax protectors,a 6-10 6266 09-05 Edco.ACP-340 for the cameras and VIVDS processor unit power,a 10 amp breaker,a convenience outlet protected the ACP-340 and a terminal strip with a minimum of sixteen 8- 32 binder head screws. The terminal strip must be protected by apiece of 1/8 in.Plexiglas. When the connection between the image sensor and the VIVDS processor unit is coaxial cable,the coaxial cable used must be a low loss,75 ohm,precision video cable suited for outdoor installation,such as Belden 8281 or TxDOT approved equal. Camera mounting hardware must allow for vertical or horizontal mounting to the camera enclosure. Pelco AS-0166-4-62 or equivalent is acceptable. 7. Field Communication Link. The field communications link must be a one way communications connection from the camera to the equipment cabinet. The primary communications link media may be coaxial cable or fiber optic cable accompanied by a 3 conductor minimum 18 AWG,24 VDC or 115 VAC camera power cable,or appropriate cable as approved. The following requirements must govern for the various types of field communications link media described on the plans: A. Coaxial Cable. In locations where the plans indicate coaxial cable is required as the primary communications link,this cable must be of the RG 59 type with a nominal impedance of 75 ohms. All cable must have a polyethylene dielectric with copper braid shield having a minimum of 98 percent shield coverage and not greater than 0.78 dB attenuation per 100 ft.at 10 MHz with a minimum 18 AWG external 3 conductor power cable or approved equivalent as directed by the Engineer. B. Fiber Optic Cable. If specified by the plans,furnish fiber optic cable in accordance with the special specification for fiber optic cable. C. Twisted Wire Pairs. Must be Belden 9556 or equivalent 18 AWG TWP control cable. All connection cables must be continuous from the equipment cabinet to the camera. No splices of any type will be permitted. Install lightning and transient surge suppression devices on the processor side of the field communications link to protect the peripheral devices. The suppression devices must be all solid state. Lightning protection is not required for fiber optic communication lines. The devices must present high impedance to,and must not interfere with,the communications lines during normal operation. The suppression devices must not allow the peak voltage on any line to exceed 300%of the normal operating peak voltage at any time. The response time of the devices must not exceed 5 nanoseconds. 8. VIVDS Set-Up System. The minimum VIVDS set-up system,as needed for detector setup and viewing of vehicle detections,must consist of a field setup computer and Windows based interface software(if required)or a video monitor with interface software built-in to the VIVDS processor unit. Live video(30 frames per second)must be available on the field setup computer to determine proper operation of detectors.The field set-up computer as a minimum,must have an NTSC video input port or equivalent. 7-10 6266 09-05 If a field setup computer is required for system set-up,it must be supplied by the supplier of the VIVDS. The field setup computer must include all necessary cabling and a Windows based program to interface with the VIVDS processor unit.This software must provide an easy to use graphical user interface and support all models/versions of the supplied VIVDS. Live video with the detection overlaid is required for field verification of the system. 9. Temporary Use and Retesting. A. Temporary Use. When shown on the plans,the VIVDS equipment must be used to provide vehicle detection on a temporary basis. When the permanent vehicle detection system and related equipment are installed and made operational,the VIVDS equipment must be carefully removed and delivered to the location shown on the plans. B. State Retesting and Acceptance. Prior to acceptance,all VIVDS equipment may be retested by the State,even if the system was operating properly before removal. Repair or replace any equipment damaged during removal or transport and any equipment that does not meet the various test requirements. 10. Operation from Central Control. The central control must transmit and receive all information needed for detector setup,monitor the vehicle detection,view the vehicle traffic flow at a rate of 2 frames per second or greater for telephone,or 5 frames a second or greater for ISDN lines(as specified by the plans),and interrogate all required stored data. The remote communications link between the VIVDS processor unit and central control may be dial-up(telephone or ISDN lines)or dedicated twisted wire pair communications cable which may be accompanied with coaxial cable or fiber-optic cable,as shown on the plans. Communications with the central control must not interfere with the on-street detection of the VIVDS processor Quality of the video at 2 frames per second rate must be such that the view with the traffic flow is clear and in focus. 11. Installation and Training. The supplier of the video detection system must supervise the installation and testing of the video and computer equipment. A factory certified representative from the supplier must be on site during installation. In the event that the field setup computer is furnished by TxDOT,such installation and testing must be done at the time that training is conducted. Provide up to 2 days of training to personnel of TxDOT in the operation,setup and maintenance of the video detection system.Provide instruction and materials for a maximum of 20 persons and conduct at a location selected by TxDOT.TxDOT will be responsible for any travel and room and board expenses for its own personnel. Instruction personnel are required to be certified by the equipment manufacturer The User's Guide is not an adequate substitute for practical,classroom training and formal certification by an approved agency Formal levels of factory authorized training are required for installers,contractors and system operators. All training must be certified by the manufacturer. 8-10 6266 09-05 12. Warranty,Maintenance and Support. The video detection system must be warranted to be free of defects in material and workmanship for a period of 5 years from date of shipment from the supplier's facility During the warranty period,the supplier must repair with new or refurbished materials,or replace at no charge,any product containing a warranty defect provided the product is returned FOB to the supplier's factory or authorized repair site. Return product repair or replaced under warranty by the supplier with transportation prepaid. This warranty does not apply to products damaged by accident,improperly operated, abused,serviced by unauthorized personnel or unauthorized modification. During the warranty period,technical support must be available from the supplier via telephone within 4 hours of the time a call is made by a user,and this support must be available from factory certified personnel or factory certified installers. Ongoing software support by the supplier must include updates of the VIVDS processor unit and supervisor software(if a field setup computer is required for set up). Provide these updates free of charge during the warranty period. The update of the VIVDS software to be NTCIP compliant must be included. The supplier must maintain a program for technical support and software updates following expiration of the warranty period. Make this program available to TxDOT in the form of a separate agreement for continuing support. The supplier must maintain an ongoing program of technical support for the wireless camera system. This technical support must be available via telephone or personnel sent to the installation site. 1 The supplier must maintain an adequate inventory of parts to support maintenance and repair of the camera system. 13. Measurement. The VIVDS will be measured as each major system component furnished, installed,made fully operational,and tested in accordance with this special specification or as directed by the Engineer. The VIVDS communication cable will be measured by the linear foot of the appropriate media type furnished,installed,made fully operational,and tested in accordance with this specification,other referenced Special Specifications or as directed by the Engineer. When the VIVDS is used on a temporary basis,the VIVDS must be measured as each system furnished,installed,made fully operational,including reconfiguration and removal if required by the plans,and tested in accordance with this special specification or as directed by the Engineer. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. When recorded video is required by the plans it will be paid for by each camera recorded. 14. Payment.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for "VIVDS Processor System","VIVDS Camera Assembly","VIVDS Central Control", 9-10 6266 09-05 "VIVDS Set-up System","VIVDS Temporary","VIVDS Communication Cable(Coaxial)," "VIVDS Communication Cable(Fiber Optic)", "VIVDS Video Recording",and all accompanymg software. These prices are full compensation for furnishing,placing,and testing all materials and equipment,and for all tools,labor,equipment,hardware, operational software package(s),supplies,support,personnel training,shop drawings, documentation,and incidentals. A 3-conductor power cable must be included with the communication cable. These prices also include any and all interfaces required for the field and remote communications links along with any associated peripheral equipment,including cables;all associated mounting hardware and associated field equipment;required for a complete and fully functional visual image vehicle detection system component. 10-10 6266 09-05 CITY OF PE„4RLAND DEPARTMENTAL MATERIAL SPECIFICATIONS DEPARTMENTAL MATERIAL SPECIFICATIONS 12/2008 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly DMS-11170, Fully Actuated, Solid-State Traffic Signal Controller Assembly Overview Effective Date:August 2004(new Specification). This Specification governs for a shelf-mounted, 16-phase,full-actuated,solid-state controller unit with internal time based coordination(TBC),railroad and fire(emergency vehicle)preemption(PE),diamond-intersection operation,and closed-loop secondary operation in a traffic signal controller assembly and cabinet assembly Supply the equipment type and options identified in the plans or the Invitation to Bid. Bidders'and Suppliers'Requirements To be accepted on bids,materials must have approved product codes or designations and be from prequalified producers.The Traffic Operations Division(TRF)of the Texas Department of Transportation(TxDOT)maintains the material producers list of approved producer product codes or designations. Use the following link to view this list: ftp://ftp.dot.state.tx.us/pub/txdot-info/gsd/pdf/to4048preg2.pdf The supplier's facilities must be of sufficient size and staffing that all warranty repairs to the i cabinet assembly can be made on a timely basis.The interpretation of`timely return of equipment' is no more than 18 calendar days from the date of receipt by the supplier to the return receipt of the equipment at the specified location. This requirement may be met by field service.Failure to meet these requirements may result in rejection of future bids. Ship the controller cabinet enclosed in cardboard on 4 in.X 4 in.(100 mm x 100 nun) runners covered with 0.5 in.(12.5 mm)plywood to facilitate handling.Runners consisting of stacked 2 in.by 2 in.(50 mm x 50 mm)boards are not acceptable. For ventilation purposes while testing,do not bubble wrap or package cabinet components in boxes when shipping. Use polypropylene strapping material to secure all cabinet components for shipping.Secure all load switches and flash transfer relays,but glass filament tape may be used for these components.Other means of securing components are acceptable but require written approval by TRF Signal Operations Engineer Procurement and Payment Payment for all materials under this Specification will be in conformance with provisions of the purchase order awarded by the Department or the conditions prescribed in the Contract awarded by the Department. Texas Department of Transportation 1 08/2004 Departmental Material Specifications DMS-1 1170,Fully Actuated,Solid State Traffic Signal Controller Assembly Prequalification For prequalification,submit one signal controller cabinet assembly to the Texas Department of Transportation,Traffic,Operations Division, 9500 Lake Creek Parkway,Austin,Texas 78717. The Traffic Operations Division(TRF)tests samples for compliance with this specification and updates the list to include materials that meet the requirements of this specification.If materials fail to meet any of the requirements of this specification,the producer may not resubmit for prequalification until 1 yr.from original evaluation date.TRF may waive this time limit if provided with documentation from an independent testing facility stating that materials meet all requirements.TRF will enforce the 1-yr.time limit if,after retesting,the material again fails any of the requirements of this specification. All materials submitted for prequalification tests will be at no cost to the Department. Test and Acceptance Signal controller cabinet assemblies must meet or exceed all applicable National Electrical Manufacturers Association(NEMA),Texas Manual on Uniform Traffic Control Devices (MUTCD)and Institute of Transportation Engineers Standards and these Specifications.In addition to testing of preshipment samples,complete testing of signal controller assemblies may be required at any time before acceptance. Bum-in each controller cabinet assembly for a period of 48 hr at a temperature of 60°C or for a period of 96 hr.at a temperature of 23°C.A certification must be included with or attached to each controller cabinet indicating the dates of the bum-in period,number of hours,bum-in temperature,and results. The Department may test any controller cabinet assembly under load in a shop environment for a period of at least 120 hr During this time,the entire controller cabinet assembly will be inspected for compliance with the Specifications.During this time,the Department will inspect the entire controller cabinet assembly for compliance with the Specifications. The Department may then perform any or all tests described in NEMA Standard Publication TS 21998 on 1 or more complete controller cabinet assemblies on a random sample basis. Environmental sampling and testing will be in accordance with"Tex-1170-T, Sampling and Environmental Testing of Traffic Signal Controller Assemblies:Traffic Signal Controllers and Conflict Monitors."Testing will be performed in the normal operating(i.e.,nonflashing) range of 95-135 VAC.All traffic signal cabinet assembly components must operate normally at 95 VAC,just as the unit would operate at 120 VAC.If any of the assemblies fail any of the tests,the supplier will be permitted to make 1 complete repair of the order on a timely basis,which will be determined by the Department,and the testing will be redone. The supplier must reimburse the Department for any retesting required during acceptance. The Department will base the cost for each retest,estimated at$1,500 per test,on time and charges. Texas Department of Transportation 2 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly Minor discrepancies noted in sampling and test of this item received must be corrected within 30 days of written notice of the discrepancies or as stated in the notice.Major discrepancies that in the opinion of the Department will substantially delay receipt and acceptance of the item will be cause for cancellation of the purchase order Correct any discrepancies found in partial shipments before the delivery of subsequent shipments. The traffic signal controllers and cabinets must be identical to the approved preshipment sample.Submit any deviations from the approved sample for evaluation and approval before any shipment is accepted for payment. Deviations from the approved sample after shipment of any parts of the order will be cause for rejection and nonpayment of the remainder of the order.Excessive delays or noncompliance by the vendor at any point in the approval process may be cause for cancellation and nonpayment. Date of acceptance will be date that TRF approves the controller cabinet assembly Provide TRF with closed-loop software,hardware,and cables needed to monitor controller operations during testing. Warranty All equipment must have no less than 95%of the manufacturer's standard warranty } remaining on the date that the contractor submits equipment invoices for payment.The Department will not accept any equipment with less than 95%of its warranty remaining. The cabinet assembly including all contents must be fully warranted for parts and labor for a minimum of 5 yr from the date of acceptance. Software and firmware updates must be included as part of the warranty. Controller Unit The controller unit must meet the requirements of NEMA Standards Publication TS 2-1998 (TS 2),latest edition.Where a difference occurs,these requirements govern.The purchase document must identify either a TS 2 Type 1 interface or TS 2 Type 2 interface.This document specifies the cabinets for TS 2 Type 1 controllers.TS 2 Type 2 controller cabinets must use a cabinet specification identified in the bid document. Each controller unit must have a unique serial number permanently and neatly displayed on the face of the unit.Affix an additional temporary label,neatly printed or typed,to the controller unit face if the serial number is not on the face of the unit. Texas Department of Transportation 3 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Hardware Design Requirements—NEMA Controller Provide a controller unit that is completely solid state and digitally timed.All timing must be referenced to the 60-Hz power line. The dimensions of the controller unit must not exceed 12.2 in. (305 mm)H, 17.6 in(440 mm)W,and 12.2(305 mm)D Supply both TS 2 Type 1 and TS 2 Type 2 controllers with Port 1 SDLC and Port 2 RS 232. The TS 2 specification defines the connectors.Port 3 must be capable of FSK communications with a 9-pin FSK connector,unless the plans specify radio communications Provide a 9-pin RS 232 or 25-pin RS 232 connector,as appropriate,if the plans specify radio communications. The controller unit must be built using 1 or more circuit boards.All printed circuit boards must be designed to plug into or out of a motherboard or harness within the unit. Requirement exceptions are the power supply,transformers,capacitors,and heat dissipating components. The design must allow for removal or replacement of a circuit board without unplugging or removing other circuit boards. The unit must be designed so that 1 side of each board can be completely accessible for troubleshooting and testing the unit while it is still operating.This may be accomplished with extender boards or cables.This need apply to only 1 circuit board at a time. No more than 2 circuit boards may be attached to each other to constitute a circuit subassembly Attaching hardware must use captive nuts or other approved method to secure the boards together The boards must be designed so that the Department can test and operate the controller unit with the boards separated. No circuit cuts will be allowed on circuit boards in any of the equipment supplied.Any wire jumpers included on circuit boards must be placed in plated through-holes specifically designed to contain them.Jumpers that are tack soldered to circuit traces or are added to correct board layout errors are not acceptable. All ICs with 16 or more pins must be mounted in machine-tooled sockets.To eliminate solder wicking,all sockets must have 2-piece,machined contacts and closed-end construction.The outer sleeve must be brass with tin or gold plating and tapered to allow easy IC insertion. Surface-mount devices are allowed.The inner contact must be beryllium- copper sub-plated with nickel and plated with gold.All sockets must have thermoplastic bodies meeting UL specification 94V-0.Other high-quality sockets may be acceptable but must have prior written approval of the TRF Signal Operations Engineer Sockets meeting alternate Specifications must be submitted in writing with the bids.Zero-Insertion-force sockets are not allowed. Texas Department of Transportation 4 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly Each of the following must be simultaneously displayed during standard NEMA dual-ring operation on the face of the unit: • Phases in service(1 per ring) • Phases next to be serviced(1 per ring) ♦ Presence of vehicle call(1 per phase) ♦ Presence of pedestrian call(1 per phase) • Reason for green termination(1 per ring) • Gap-out • Maximum time-out • Force-off • Pedestrian service(1 per ring) • Max i in effect(1 per ring). User programmed entries must be stored and maintained in nonvolatile memory Battery power is not allowed for this application. The controller unit must be designed to operate properly with the logic ground isolated from the AC neutral(common). Provide a high-quality keyboard with a rated lifetime of l x 106 operations or keystrokes on the front panel of the controller unit.The keyboard will be used for programming all user- entered timings and settings.Provide an operator entry that enables and disables the audible sound output(default must be enabled). Provide a direct-reading,alphanumeric liquid crystal display with back lighting on the front panel of the controller unit.The display must be clearly readable in ambient light— including the cabinet light,full sunlight,or the absence of light—from a distance of 1.0 m at a 45°angle.The display must have an automatic time-out feature unless the display has an expected continuous life of 10 yr.or more,and must have an operating temperature range of —34°C to+74°C.The display must blank out approximately 10 min.after the last keystroke is made. The display must be a minimum 40-character x 4-line display.The bidder may be required to supply literature demonstrating that all display requirements of this Specification are met before the awarding of the bid.(If a LCD contrast adjustment is required for visibility at temperature extremes,then the control must be on the face of the controller,unit,adjustable without the use of tools.) Texas Department of Transportation 5 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Time Clock The clock must use the 60-Hz power line frequency as time base when power is present.The clock operating voltage range must be 89 to 135 VAC over the temperature range of—34°C to+74°C.A 10-yr lithium battery must maintain the time-of-day clock and digital data during a power outage lasting up to 30 days.Lead-acid,nickel-cadmium,or alkaline batteries are not acceptable. The time base clock must be maintained to within 10.005%at 20°C and to within a±0.02% over the specified operating temperature range as compared to Coordinated Universal Time (WWV)standard for a penod of 30 days during periods when AC power is not applied. Clock-Calendar Programming Requirements The clock must: • be easily set to the year,month,day of month,day of week,hour,minute,and second and • must store sequences of operations in the form of 255 entries and 15-day plans. The keyboard must provide: • automatic daylight-savings time entry and • the capability for the user to program dates for fixed and floating holidays and special. Calendar adjustments for leap years must be automatic. Schedules Global Time Base Schedule Actuated Traffic Signal Schedule Entry Months Dates of Mo Days of Wk. Day Plan Time Base Actions 1 1-12 1-31 1-7 1-15 entry 1 actions ft 4 tl tl 255 n n n entry 255 actions Structure and Interrelationship of Programs The structure and interrelationships of each type of program must be in accordance with the following paragraphs. A day plan must consist of the following: Hour Minute Action 1 (time to implement:action to implement) Hour Minute Action 10 (time to implement:action to implement) where each action is unique.There must be a minimum of 10 actions per day plan. There must be a minimum of 15-day plans. Texas Department of Transportation 6 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly Each action in a day plan must consist of a group of the following objects: • pattern,consisting of: • cycle length • offset • split • MUTCD flash(on-off)and • free operation • sequence • special functions 1-8(on-off) • auxiliary functions 1-3 (on-off) • mode of operation(a means of changing operating modes by time of day) • max II • gap/extension II and • phase omits. Any or all of these may be selected within a single action. Transfer into and out of FLASH must be in accordance with the Texas MUTCD.It must be possible to program each phase and overlap to flash either yellow or red via the front panel of the controller unit.This must be accomplished by flashing the load-switch driver outputs simultaneously An entry must consist of time period implemented.day plan,months,dates of the month, and days of the week. A minimum of 255 entries must be programmable. There must be a copy feature that allows the transfer of entries between day plans. Other programming schemes that meet the functional intent are acceptable but require approval in writing by the TRF Signal Operations Engineer. Program Requirements Programming Programming of the controller unit must be by the use of a keyboard and display on the front of the controller unit.Programming must require only simple keystrokes aided by full menu displays. Texas Department of Transportation 7 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly Ease of programming through a well-organized menu structure and ease in interpreting the display are required for acceptance.The menu structure must contain a main menu that contains options for all sections of the controller on 1 screen.Each option must be selectable by a numeric entry.Each subsequent menu must be a detailed breakdown of 1 of the previous menu options.Each menu option must be a descriptive name to prompt the user to the desired section for programming.All entries must be displayed and entered in plain English.Toggle-type entries must be set by entering YES-or-NO or ON-or-OFF responses. Non-alphanumeric symbols and abbreviations used to display information must be clear and unambiguous in meaning.Numeric entries must be in the Base-10(decimal)number system. Entries in other number bases,such as hexadecimal or binary,are not acceptable. A user-selectable,4-digit(minimum)code must be available to secure access to timing and configuration of the unit.Display features must be available without the need to access the unit.The controller units must be supplied with the code preset to all zeros.Internal DIP switches may be used to establish codes. Instructions for use of the access code must not be provided on the face of the unit. A keyboard-entered,coded command(a series of commands or entries,not a single entry) must be provided setting all controller and TBC timings and entries to a default or inactive value.This coded command must allow new values to be entered without first deleting prior entries. With the intersection display active,a keyboard command must enable the keyboard for the user to place a call to each phase individually Phase Operation In NEMA operating mode,the controller unit must provide a minimum of 16 possible phases and 8 possible overlaps.The overlaps must be designated as A,B,C,D,E,F,G,and H.All overlaps must be programmable through the keyboard and must function as specified by TS 2. Each of the NEMA timing intervals must be programmable for a minimum of 8 phases at a time from the same display screen in a spreadsheet format.The display may be rolled or paged down to display additional intervals or information. The controller unit must have a copying mode whereby the user after having programmed all intervals of 1 phase,may copy this information into all or selected remaining phases. Other versions of the copying process that meet the functional intent are acceptable. In addition to the modes defined by TS 2,the following modes must be available on a per- phase basis: • Soft Recall and • Phase Omit. Texas Department of Transportation 8 08/2004 Departmental Material Specifications DMS 11170,Fully Actuated, Solid State Traffic Signal Controller Assembly The following configurations,as a minimum,must be programmable within the controller unit and be user selectable: • 8-Phase NEMA • 8-Phase Sequential • NEMA phasing to the left of the barrier,sequential phasing to the right of the barrier (Quad Sequential) • 4-Phase Diamond • 3-Phase Diamond and Separate Intersection(see`Program Requirements'under'Diamond Operation.) The controller must have a configuration that allows user-programmable rings (compatibility lines,reference points to prevent concurrent selection and timing of conflicting phases).A minimum of 4 rings must be available in this configuration. The controller must have programmable conflicting phase settings where simultaneous operation of compatible phases is not allowed. Provide a dynamic maximum operation that increments the current maximum in programmable steps(dynamic max step)in seconds to a maximum limit(dynamic max limit)in seconds.The operation must function as defined by NEMA Standard Publication National Transportation Communications for ITS Protocol's(NTCIP) 1202:1996(TS 3.5), "National Transportation Communications for ITS Protocol(NTCIP)Object Definitions for Actuated Traffic Signal Controller Units." The TBC must select and coordinate reversible left-turn sequence operations(dual leading, leading and lagging,or lagging and leading left turns).It must be possible to transfer operation from 1 sequence to another at a preprogrammed time.Transfer must take place at To during coordination(see'Coordination'under'Program Requirements'2nd paragraph). Pedestrian Timing Actuated pedestrian movements must operate as follows: • When no pedestrian calls are present,the normal phase timings will be effective for service of the intersection. • When a pedestrian call is present,the call will be serviced by extended phase timings that account for pedestrian crossing times and override the normal phase timings.If the intersection is coordinated,it may drop out of coordination when servicing the pedestrian call if the pedestrian times exceed the vehicle splits.The controller must return to coordination in the manner described in this Specification after the call is serviced. The controller must rest in main street green and Don't Walk when no actuated pedestrian calls are present. Texas Department of Transportation 9 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly Coordination Provide a minimum of 16 timing plans,each with a unique cycle length and split combination,in accordance with TS 2.Each of the 16 timing plans must have 3 unique offsets available.Each cycle length selection must be changeable from 30 to 255 sec.in 1- sec.increments. Split and offset selections must be adjustable from zero to 254 in 1-sec. increments. The coordinator must reference a system-wide reference cycle timer(system cycle timer). The term To will refer to the point in the local cycle timer when the first coordinated phase (or leading coordinated phase if the user selected a pair of coordinated phases)is scheduled on for the first time. Note. This may not be the beginning of green in the case of early return.The offset must be the amount the local cycle timer is behind the system cycle timer Example: If the offset is+10 sec.,then To(the point at which the local cycle timer is at zero will occur when the system cycle timer is at 10 sec. There must be 2 modes of automatic coordination programming,fixed and floating force-off modes.The following information must be all that is required from the user to establish a pattern. • basic NEMA controller timing • cycle length in seconds • phase sequence desired for the particular pattern • total seconds of the cycle that a phase is to be active including green,yellow,and red clearance times when there is constant demand on all input detectors • the coordinated phase or phases(from`Coordination' and it's associated paragraph below)and • the offset of the first coordinated phase serviced in the sequence from the reference clock's To in seconds. Using the above information in fixed force-off mode,the coordinator must perform the following functions for each pattern: • Guarantee the coordinated phase programmed time will be serviced in its entirety to achieve coordination between intersections(when not correcting).The programmed time of the first coordinated phase in the phase sequence must start at To. • Calculate each phase's force-off point,which is the point at which a phase's green must terminate in order to not violate the following phases'programmed times. • Calculate the beginning of each phase's permissive window,which is the point in the cycle when the coordination phase is allowed to yield to each corresponding phase. Texas Department of Transportation 10 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly • Calculate the end of each phase's vehicle permissive window,which is the point preceding a phase's force-off point by its minimum time and-the prior phase's clearance time. Any phase receiving a vehicle call before the end of vehicle permissive window will be serviced during the current cycle. • Calculate the end of each phase's pedestrian permissive window,which is the point preceding a phases force-off point by pedestrian`Walk' and pedestrian-clearance times and the prior phase's clearance time.Any pedestrian call received by a phase before the end of pedestrian permissive window will be serviced during the current cycle up to the beginning of the phase vehicle green. • Guarantee that each phase's programmed time be serviced in full if a call was received before the beginning of permissive window and the phase does not terminate due to gap out. Using the same information in floating force-off mode,the coordinator must operate in the same manner as fixed force-off mode except that if a noncoordinated phase is entered early, it will remain active only for the time programmed in the split time.Automatically setting the max timer in each split to accomplish this function is acceptable. No percentage inputs are allowed.Once the information for phase service is entered via the keyboard,the controller unit must test the plan to insure that the plan does not violate any minimum times based on the specified numbers and cycle length.If a faulty plan is detected, the controller unit must show an error code indicating the problem.If the error is not j corrected,the controller unit must run in free-operation mode whenever the erroneous plan is selected.If actuated pedestrian movements are programmed,the coordinator must ignore errors detected due to the pedestrian Walk and clearance times violating the phase split time for any actuated pedestrian. The coordinator must be programmable to seek offsets by short-way(lengthening or shortening the cycle length up to 20%)and by dwell in the coordination phase awaiting the proper offset.The user will determine which method and may program the longest permissible dwell times. The controller unit's coordination program must be designed to be programmed from the front panel to emulate the operation of a pretimed controller by recall for applications where no vehicle detection is provided. For each configuration,a coordinated phase must be selected from Ring 1 A coordinated- phase must also be selected from other rings if a compatible phase with the Ring 1 coordination phase exists.The coordinated phase or phase pair must be selectable from 1 of the individual phases or phase pairs shown in the following table: / Texas Department of Transportation 11 08/2004 Departmental Material Specifications DMS-1 1170,Fully Actuated, Solid State Traffic Signal Controller Assembly Configuration Coordinated 8 Phase NEMA dual Quad 8 Phase 4�Diamond Phase(s) ring and 34 Diamond Sequential Sequential Individual — 4 or 8 2,4,6,or 8 — Pairs 2&6or4&8 2&6 — 2&5,4&5, 1&6,orl&8 Compatible phase pairs must not be forced to begin simultaneously. When establishing its offset from the reference point,the coordinator must reference only the leading edge of the sync pulse,regardless of its width. - The internal coordination and upload and download programs must not interfere with normal intersection operation except when changing ring structure in the controller or active phases.These operations(i.e.,changing ring structure and active phases)must require a confirmation and put the controller in a flash condition and a restart sequence.The implementation of revised timing parameters loaded into the timer must be programmed to occur only at points in the controller coordination cycles that do not alter the controller phase sequence.The controller unit may temporarily drop out of synchronization during the upload or download,but must continue to operate. TBC The internal reference sync pulse,from which the local offset is calculated,must resynchronize at midnight,or the resynchronization must be user programmable with a default to midnight. A pulse must be generated whenever the time-of-day clock shows a time that is an exact multiple of the current cycle length after this resynchronization.In case of a power failure,resync must be calculated from the programmed resync time.The power failure recovery routine must accommodate the case of a power failure at midnight. Diamond Operation Program Requirements Phase numbers must be assigned to traffic movements as shown on the diamond intersection layout in the following figure.Overlap A(OL A)is defined as phases 1+2. Overlap B(OL B)is defined as phases 5+6. Texas Department of Transportation 12 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly ,$3 $4 ♦ 4 OL A I—$6 $1 - $2 --O. OL B$5� ♦•$7 $8 Figure 1 Assignment of Phase Numbers for Diamond Intersection Layout There must be 6 additional user-programmable overlaps.All additional overlaps must be programmable through the keyboard and must function as specified by TS 2. The controller unit must be programmable for 4-phase and 3-phase diamond operation as well as for 2 independent,4-phase rings(separate intersection operation)as shown in the following figure. Rift 1 LI I 2 3 4 I---1 Ring 5 6 7 8 1-1 Figure 2.Separate Intersection Ring Structure The following modes must be available for each phase and for the intervals identified as special intervals in 3-phase and 4-phase operation. • Maximum Recall • Minimum Recall • Pedestrian Recall • Detector Locking and Non-Locking Memory • Phase Omit. The controller unit must be designed to provide pedestrian phasing with phases 2,4,6,and 8. All timing entries and displays must be available for phases 3 and 7 The operation of the controller unit as a 4-phase,3-phase,or separate-intersection-operation diamond must be keyboard selectable.This must be overridden while under closed-loop system control or by TBC control. Texas Department of Transportation 13 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated,Solid State Traffic Signal Controller Assembly y �, Four Phase Operation The controller unit must perform the sequences for 4-phase and 6-phase diamond operation defined in the series of 6 figures captioned:"Four-Phase Operation Sequence." The normal 4-phase operation sequence must be 25—*45—4 16-*18 The 6-phase operation sequence must be 25-*35 45—4 16-*17—4 18 The point at which operation may be switched from 4-phase to 3-phase operation must be at the clearance interval 2516B or 2518B to the 3-phase clearance interval 15 Concurrent Timing Requirements Refer to the series of 6 figures captioned. "Four-Phase Operation Sequence"for the following descriptions: Intervals 4516B and 4516C must time concurrently with interval 16;however,interval 16 may not terminate green until interval 4516C has timed out. Intervals 3516B and 3516C must time concurrently with interval 16;however, interval 16 may not terminate green until interval 3516C has timed out. Intervals 1825B and 1825C must time concurrently with interval 25,however,interval 25 may not terminate green until interval 1825C has timed out. Intervals 1725B and 1725C must time concurrently with interval 25,however,interval 25 may not terminate green until interval 1725C has timed out. All left-to-right internal clearance times(intervals 4518B,4517B,3518B,3517B,2518B, 2517B,and 2516B)must use the same timing settings for minimum green,extension, maximum(max)green,yellow clearance,and red clearance. All right-to-left internal clearance times(intervals 1845B, 1835B, 1745B, 1735B, 1645B, 1635B,and 1625B)must use the same timing settings for minimum green,extension,max green,yellow clearance,and red clearance. Separate timing settings for minimum green,extension,max green,yellow clearance,and red clearance must be provided for each of the 4 external clearance intervals(1825B, 1725B, 4516B,and 3516B). Texas Department of Transportation 14 08/2004 Departmental Material Specifications DMS:11170,Fully Actuated, Solid State Traffic Signal Controller Assembly From 25 Clearance Interval Clearance Interval Clearance Interval -� � 1 135orlS �1 ,to16, _4 Li 17or 8� - rni�� -niv�ni�7- ir-if7' --i=i imz 25354 or 2545A 2516A 2517A or 2518A -LLJ L _\�U I. 2516B* 2517B•or 2518B* ��U'l_ \\I U L_ n 1-1l\ -1 fn Nr •Special Interval 2516C 2517C or 2518C Figure 3 Four-Phase Operation Sequence—Clearance Intervals from Phase 25 \\ II From 45 I `Clearance Interval \Clel lear'ance interval \Clearance Interval to 25 or35 \J LJ I_� � J:LJ L_ \J U 4. _i �V I117 or 8 Ti_ nnr`� nnr\� -nnr -I El 4525A or 4535A 4516A 4517A or 4518A . .\1i LJj -�u L_ 4516E 4517E or4518B• — L_I 1__ ��u I Special Interval �+r-TT � r N\-- 4516C 4517C or4518C Figure 4 Four-Phase Operation Sequence—Clearance Intervals from Phase 45 Texas Department of Transportation 15 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly From 18 Clearance Interval Clearance Interval Clearance Interval \\ II I I to16or17 \ � to 25 \ I 35 or 5 I( ��J t LJ �I 141 ��V t_J 1-111\7 -nnIN\-- -1n 'nnn;N7 1816A or1817A 1825A 1835A or 1845A �JLJi uI r- nn11\7 n n�7 182511* 1835B*or1845B* uI LJ *Special Interval fl 1 I 7" n n N\--- 182SC 1835C or 1845C Figure 5 Four-Phase Operation Sequence—Clearance Intervals from Phase 18 Clearance Interval Clearance Interval Clearance Interval From 16�� tq 17 or' -� to 25 to 35 or ;_41 —� 1617A or1618A 1625A 1635A or 1645A I 1625B* 1635B*or 1645B* I 1625C 1635C or 1645C •Speck!Interval Figure 6.Four-Phase Operation Sequence—Clearance Intervals from Phase 16 Texas Department of Transportation 16 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State. Traffic Signal Controller Assembly From 17 Clearance Interval Clearance Interval Clearance interval ,tgl6orI I _ I Ito25I I g35orI5i -1 I 171i-I'�i�� -1 i 1i�� 1 El`it 1716A or 1718A 1725A 1735A or 1745A 17258* 17358*or 1745B* —\\1UI—.. ��ILJL- 4 1725C 1735C or 1745C *Spacial laterva! Figure 7 Four-Phase Operation Sequence—Clearance Intervals from Phase 17 From 35 Clearance Interval Clearance Interval Clearance Interval to 25 or 45 Ll L._ U L_— .tq 17 or 18 3525A or 3545A 3516A 3517A or 3518A L.._J 1— — LJ 1- nN -nnr 3516B* 3517B*or3518B* - _ . nn1� inl\- 3516C 3517C or 3518C *Special Interval Figure 8.Four-Phase Operation Sequence—Clearance Intervals from Phase 35 Diamond Detector Operation The loop-detector layout for 3-phase,4-phase,6-phase,or separate-intersection diamond operation must be as shown in the following figure.The detector operation defined must be automatically loaded when any diamond sequences are selected. Texas Department of Transportation 17 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated; Solid State Traffic Signal Controller Assembly 4 4' \‘6\>.\\\6+3 fl 15 ® 46 1 1 1+1 S 82 I 11 13 4 514 16 O CD \X 4s 47 Figure 9 Loop-Detector Layout for Diamond-Intersection Operation The controller unit software must provide the logic for detector operation described in the following table: Detector Operation Requirements Detector 4-and 3-Phase Requirements 1 In 4-phase operation: • Must call phase 6 if Overlap A is not green and phase 7 is not called. • Must call phase 6 if Overlap A is not green and phase 8 is not called. • Extend intervals 2516B,2517B,2518B,4517B,4518B,3517B,and 3518B. In 3-phase operation: • Must call and extend phase 1(left turn). 5 In 4-phase operation: • Must call phase 2 if Overlap B is not green and phase 3 is not called. • Must call phase 2 if Overlap B is not green and phase 4 is not called. • Extend Intervals 1625B,1635B,1645B,1735B,1745B,1835B,and 1845B. In 3-phase operation: • Must call and extend phase 5(left turn). 2,3,4,6, These setback detectors(or detector sets)belong to the parent phases with the same number 7,and 8 (e.g.,detector 2 belongs to phase 2)as shown in the figure titled 'Loop-Detector Layout for Diamond-Intersection Operation.' These detectors must have a 2-sec. delay set during red conditions of their parent phase.The detectors are used to extend the parent phase during green. 11,12, 15, These detectors are stop bar detectors and are used to call the associated parent phases shown in 16,17, the figure titled'Loop-Detector Layout for Diamond-Intersection Operation.' The parent phase and 18 green plus a call for that phase plus a 0.2-sec.gap on the detector must disable the detector until the end of green. Texas Department of Transportation 18 0812004 Departmental Material Specifications DMS-11170.Fully Actuated, Solid State Traffic Signal Controller Assembly 9 and 10 In 4-phase operation: • Must extend phase 2 if phase 3 is called • Must extend phase 2 if phase 4 is called • Must call phase 6 if Overlap A is not green and phase 7 is not called • Must call phase 6 if Overlap A is not green and phase 8'is not called • Extend intervals 2516B,2517B,251813,4517B,4518B,3517B,and 3518B In 3 phase operation: • Must function as a phase-1 calling detector during phase 3 or 4 and as a phase-1 extending detector when a phase 3 or 4 call exists 13 and 14 In 4 phase operation: • Must extend phase 6 if phase 7 is called • Must extend phase 6 if phase 8 is called • Must call phase 2 if Overlap B is not green and phase 3 is not called • Must call phase 2 if Overlap B is not green and phase 4 is not called • Extend Intervals 1625B,1635B,1645B,1735B,1745B,1835B,and 1845B In 3 phase operation: • Must function as a phase-5 calling detector during phase 7 or 8 and as a phase-5 extending detector when a phase 7 or 8 call exists Three Phase Operation The controller unit must be keyboard selectable for 3-phase diamond operation. The controller unit must perform the sequences for 3-phase diamond operation defined in the figure titled `Three-Phase Diamond Operation'and in the table titled`Three-Phase Diamond Sequence.' The normal sequence of operation must be 4+8—*2+6—*1+5 The point at which operation may be switched from 3-phase to 4-phase operation must be through the transition phase sequence to 4-phase interval 25 as indicated in the figure titled `Three-Phase Diamond Operation.' The controller must be programmable for simultaneous gap operation for phases 4 and 8 in 3-phase operation to allow a phase to extend out of a green rest state.When the phase or phases to be serviced next conflict with both phases being serviced,both concurrent phases must reach a green rest state together before they terminate.Termination of the max timer or application of a force-off must override this feature.The phases must not be allowed to advance to a green interval beyond the rest state that might override or defeat the simultaneous gap operation. Texas Department of Transportation 19 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State - Traffiic Signal Controller Assembly J�u L J,t 45 L J 18 -1 n M J 26 L H i r nr -1nr- Transition Phase to 4 Phase Operation Figure 10. Three-Phase Diamond Operation • Three-Phase Diamond Sequence Three-Phase Diamond Sequence From IF AND GO TO Interval Call On No Call On Interval 48 2 and 6 --- 2+6 2 or 6 1 or 5 2+6 1 and 6 2 1+6 2 and 5 6 2+5 5 1 or 2 or 6 4+5 4 and 5 8 4+5 If Min Time of 5 Can be Serviced Before Max Time of 4 1 2or5or6 1+8 1 and 8 4 1+8 If Min Time of 1 Can be Serviced Before Max Time of 8 l and 5 ,2 or 6 1+5 45 8 ---- 4+8 if 4+8 Was Not Serviced Immediately Before 4+5 8 I or 2 or 6 4+8 2 and 6 8 2+6 6 8 or 1 2+6 2 8 or 6 2+5 1 and 6 ,8 or 2 1+6 1 8or2or6 1+5 18 4 ---- 4+8 if 4+8 Was Not Serviced Immediately Before 1+8 4 5or2or6 4+8 2 and 6 4 2+6 2 4 or 5 2+6 6 4 or 2 1+6 2 and 5 4 or 6 2+5 5 4 or 2 or 6 1+5 Texas Department of Transportation 20 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly Three-Phase Diamond Sequence From IF AND GO TO Interval Call On No Call On Interval 26 (1 and 5)or 2 or 6 1+5 or 5 6or4or8 2+5 2 and 5 6 2+5 1 2or4or8 1+6 1 and 6 2 1+6 25 1 or 8 --- 1+5 4 1or8 4+5 _ 6 1or4or8 2+6 16 4 or 5 --- 1+5 8 4 or 5 1+8 2 4 or 5 or 8 2+6 15 4 and 8 ---- 4+8 4 8 4+5 8 4 1+8 2 and 6 4 or 8 2+6 2 4 or 6 or 8 2+5 6 2.or4or8 1+6 Coordination-Control Hierarchy When the system switch is in the SYSTEM position,the controller unit must be under the control of the master controller or TBC. In the absence of any on line closed-loop-system control by a master controller,the internal TBC must control the coordinated,free,and flash operation of the intersection when the system switch is in the SYSTEM position. When a master controller brings the intersection on line,its control must supersede that of the internal time-base coordination. When the system switch is in the FREE position,the controller unit must operate in a noncoordinated(free)mode. PE The internal preemptor supplied must be easily programmable from the front panel for either railroad-or emergency-vehicle PE sequences. Phases must be selectable such that a limited signal sequence may be operational during PE. It must be possible to add phases that are not in the intersection sequence to this special limited sequence.This must be accomplished without adding external logic. Texas Department of Transportation 21 08/2004 Departmental Material Specifications DMS-11170, FullyActuated, Solid State Traffic Signal Controller Assembly The intervals shown in the following table must be provided as a minimum.Terminology may vary,but the meaning must be clear.Additional unspecified intervals that may lead to confusion must be programmable to zero.If abbreviations are used on the display,they must be defined on the front panel.While in PE,the display must clearly identify the intervals being timed as PE intervals. Yellow and red clearances from the phase timings may be used in place of the clearance intervals shown. PE Timing Interval Definitions All intervals are sequential. Interval Description 0.PE Delay This time must start immediately when the PE command is received.It must not affect the normal operation of the controller unit until the delay time out occurs. This interval may be used for emergency-vehicle(fire-lane)PE delay If zero time is set,the interval must be omitted. 1 PE Minimum Duration The PE sequence must not terminate until the PE input signal is removed and the Minimum Duration time has expired. 2.PE Minimum Green Any vehicle signal that is green at the time this interval becomes active must not terminate unless it has been displayed for at least the time programmed in this interval.If zero time is set,the interval must be omitted. 3.PE Minimum Walk PE Minimum Walk Time(in seconds).A PE-initiated transition must not cause the termination of a Walk before its display for this period. 4 PE Fed Clearance At the time of PE call,walk-indications must immediately change to Pedestrian Clearance interval.The Pedestrian Clearance interval must not terminate unless it has been displayed for at least the time programmed in this interval.If zero time is set,the interval must be omitted. S.PE Track Green Signals programmed as track(or fire-lane)signals must remain green or be changed to green.All other signals must be red.This interval must be optionally programmable to zero during emergency-vehicle PE. b.PE Dwell Green Minimum Dwell Time(entered in seconds).This parameter controls the minimum timing for the dwell movement.The phases allowed during the dwell interval must be selectable to include all phases that do not cross the track.The dwell interval must not terminate before the completion of PE-duration time and PE-dwell time,and until the call is no longer present.Each signal must be keyboard-programmable for red,red flash,yellow flash,or green.As an alternative,a limited cycle must be programmable for use with railroad PEs. 7 PE Exit Ped Clear PE Exit Pedestrian Clear Time(in seconds).This parameter controls the pedestrian clear timing for a walk signal transition to the exit phase or phases. 8.PE Exit Yellow This interval must provide a solid yellow clearance for indications that were green or flashing yellow Red and flashing red displays must display solid red. 9 PE Exit Red Clearance This interval must be an all-red clearance in preparation for return to the normal cycle.Return phases must be programmable from the keyboard. 10.PE Max Call This interval is the amount of time that a PE call may remain active and be considered valid.When the PE call has been active for this amount of time,the controller must return to normal operation.The PE call must be considered invalid until the call is no longer active. Texas Department of Transportation 22 08/2004 Departmental Material Specifications DMS'11170, Fully Actuated,Solid State ly Traffic Signal Controller Assembly The following table shows PE timing interval ranges: PE Timing Interval Ranges Timing Interval Time Increments (seconds) (seconds) 0.PE Delay(Emergency vehicle PE) 0-999 1 1.PE Minimum Duration 0-999 1 2.PE Minimum Green 1-255 1 `3.PE Minimum Walk 1-255 1 4.PE Ped Clearance . 1-255 1 5.PE Track Green 1-255 1 6.PE Dwell Green 1-255 1 7.PE Exit Ped Clear 0-255 1 8.PE Exit Yellow 3,0-25.5 0.1 9.PE Exit Red Clearance 0-25.5 0.1 10.PE Max Call 0-999 1 The phases to be serviced following the PE sequence must be front-panel-keyboard programmable. Preempt sequences must be selectable using external inputs.Preempt priority must be assigned with#1 being the highest.If a higher-priority PE input is received during a PE sequence,the controller unit must immediately transition to the new sequence subject to the constraints of PE Minimum Green and PE Minimum Walk.The transition must take place in a safe manner from any point in the sequence and must meet all Texas MUTCD requirements.Provisions must be made to clear 2 conflicting track phases from a single PE input.This may be provided by 2-track clearance phases for a single PE or by combining 2 PEs. PE 1 must be reserved for a priority railroad PE.If more than 2 PEs are provided,it must be possible to delete the priority override for all but the railroad PE. If a nonpriority PE is activated during another PE cycle,the one in progress must continue through its entire cycle. If the second PE input is still active when the first one is completed,the controller unit must immediately go to all-red flash or initiate the nonpriority PE.When all PE inputs are removed,the controller unit must proceed through the normal sequence to Return Red Clearance(interval 9). Once the controller unit has entered the first timed interval following Preempt Delay (interval 1),the sequence must continue to the end,even if the PE call is dropped. If the call returns,the Minimum Preempt Duration(interval 1)the controller unit should reinitiate track green and complete the PE sequence. Texas Department of Transportation 23 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly The controller unit must be programmable to be in flash or in limited sequence during interval 6. If flash is specified,the phases must flash yellow or red as programmed from the front panel. Flash must be implemented by simultaneously flashing the appropriate load- switch driver outputs.If limited sequence is selected,all phases must be programmable even if not normally used in the intersection sequence. In the event of a power interrupt as defined by TS 2,if the PE command is present when power is restored,the controller unit must power up in cabinet flash operation and remain there until the PE command is removed. Overlap phases must begin and terminate with the parent phases as described in TS 2.If the PE call occurs during yellow or red displays between parent phases,the overlap phase must display a minimum of 3 sec.of yellow and a minimum of 1 sec.of red clearance. Don't Walk must be displayed throughout the PE sequence unless a limited cycle is run. During a limited cycle(interval 6)the pedestrian heads may be programmed to be dark. Preempt routines must have priority over all controller functions. The controller must be programmable to allow multiple track clearance phases either within a single PE sequence or by mapping multiple PEs together in all modes of operation including 3-phase and 4-phase diamond modes. Closed-Loop Operation and Monitoring Software(CLS) The controller software must either be capable of implementing the NTCIP or be downward compatible with CLS masters supplied by the same manufacturer since January 1992 and provide all necessary components to upgrade to NTCIP,as specified by the plans. Short-haul FSK modems,necessary to operate the controller as a closed-loop-system secondary,must be provided internal to the timer All necessary cables and communication ports needed for operation in a closed-loop-system cabinet must be provided.The modems must meet TS 2 environmental requirements for traffic signal equipment. Window based CLS software must be provided(with a minimum of 5 licensed users per copy),according to the plans or the Invitation to Bid,that allows the monitoring,setup,and programming of all controller unit timing entries,functions,and features.These functions and features must include but not be limited to the following: • monitoring signal indications,detectors,alarms,and time-base functions • controller-database error checking • coordination parameters • remote resetting of coordination errors • toggle-special function outputs from the controller Texas Department of Transportation 24 08/2004 Departmental Material Spec cations DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly • ability to receive reports and alarms generated from the controller • setting up the dial-up modem for the traffic-signal controller needed to accomplish the remote operation through the controller or the PC software. The setup strings for Hayes-compatible modems(including Hayes, US Robotics,and Computer Peripherals modems as a minimum)must be provided. All controller-keyboard capabilities must also be available remotely through the computer interface through a telephone modem connection.The software must not require that the controller unit be connected while making entries until the actual download-upload process. Personal data assistants(i.e.,Palm Pilot®TM,IPAC's®TM,etc.)must also be provided according to the plans or the Invitation to Bid. All necessary cables and hardware to upload and download intersection-timing programs must be provided. A cable must be supplied to direct-connect the controller to a PC in order to upload and download data as well as monitor the controller operation. The controller must have a minimum of 8 detector inputs per intersection for use with closed-loop-system operation.The system must report volume and occupancy counts based on a user-selectable time period for each detector. Storage of this data may take place at either the local controller or on-street master.Allowances in the software must be made for a minimum of 8 system detectors at any local controller,in addition to any local detectors. NTCIP Compliance The controller software must comply with the referenced NTCIP Standards when installed. The software must comply with the versions of the relevant NTCIP standards that are current at the date of this document or a later version. The software must comply with NEMA Standard Publication TS 3.2-1996(TS 3.2),"The Simple Transportation Management Framework,"and must meet the requirements for Conformance Level 2.The software must comply with NEMA Standard Publication TS 3.3- 1996(TS 3.3), "The Class 13 Profile,"and must include both an EIA/TIA 232-E and an FSK modem interface for NTCIP-based communications. The software must implement all mandatory objects of all mandatory conformance groups as defined in"Global Object Definitions,"NEMA Standard Publication NTCIP 1201 1996 (TS 3.4): • Configuration Conformance Group and Actuated Signal Controller Object Definitions, NEMA Standard Publication NTCIP 1202.1996(TS 3.5) • Phase Conformance Group • Detector Conformance Group. Texas Department of Transportation 25 08/2004 Departmental Material Specifications DMS-11170, Fully Actuate4 Solid State Traffic Signal Controller Assembly The software must implement all mandatory objects of all optional conformance groups as defined in"Global Object Definitions,"NTCIP 1201 1996: • Database Management Conformance Group • Time Management Conformance Group • Time Base Event Schedule Conformance Group • Report Conformance Group • STMF Conformance Group • PMPP Conformance Group and Actuated Signal Controller Object Definitions,NTCIP 1202: 1996. • Volume Occupancy Report Conformance Group ♦ Unit Conformance Group ♦ Special Function Conformance Group ♦ Coordination Conformance Group • Time Base Conformance Group • Preempt Conformance Group • Ring Conformance Group • Channel Conformance Group • Overlap Conformance Group • TS 2 Port 1 Conformance Group. The software must also implement the following optional objects as defined in the"Global Object Definitions,"NTCIP 1201 1996: • globalSetlDParameter • dbMakelD • eventLogOID • eventConfigAction and • eventClassDescription. The software must also implement the followmg optional objects as defined in the "Actuated Signal Controller Object Definitions,"NTCIP 1202:1996: • unitRedRevert ♦ phaseDynamicMaxLimit • phaseDynamicMaxStep • phaseControlGroupTable Texas Department of Transportation 26 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated,Solid State Traffic Signal Controller Assembly • ringControlGroupForceOff • vehicleDetectorQueueLimit • vehicleDetectorFailTime ♦• vehicleDetectorReportedAlarms • aiarmGroupTable • specialFunctionOutputTable • preemptMinimumGreen • preemptMinimumWalk • preemptEnterPedClear • preemptState • preemptControlTable • ringControlGroupMax2 and • ringControlGroupMaxlnhibit. All objects required by these procurement Specifications must support all values within their standardized ranges,unless otherwise approved by the Project Engineer.A size,range,or enumerated listing indicated in the object's SYNTAX field or through descriptive text in the object's DESCRIPTION field of the relevant standard defines the`standardized range.'The following table provides the current listing of known variances for this project: Object Range Values for.Actuated Signal Controllers Object Minimum Project Requirements NTC1 P 1201:1996: moduleType Value 3 dbCreateTransaction All Values dbErrorType All Values globalDaylightSaving Values 2&3 maxTimeBaseScheduleEntries 255 maxDayPlans 15 maxDayPlanEvents 10 maxEventLogConfigs 255 eventConfigMode Values 2 thru 5 eventConfigAction Values 2&3 maxEventLogSize 255 maxEventClasses 7 maxGroupAddress 2 NTCIP 1202:1996: maxPhases 16 phaseStartup Values 2 thru 6 phaseOptions All Values Texas Department of Transportation 27 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated;Solid State Traffic Signal Controller Assembly Object Range Values for Actuated Signal Controllers Object Minimum Project Requirements maxPhaseGroups 2 maxVehieleDetectors 32 vehicieDetectorOptions All Values maxPedestrianDetectors .8 unitAutoPedestrianClear All Values unitControlStatus All Values unitFlashStatus .A11 Values unitControl All Values maxAlarmGroups 1 maxSpecialFunctionOutputs 8 coordCorrectionMode Values 2 thru 4 coordMaximumMode Values 2 thru 4 coordForceMode Values 2&3 maxPatterns 48 pattemTableType Either 2 or 3 maxSplits. 16 splitMode Values 2 thru 7 localFreeStatus Values 2 thru 11 maxTimebaseASCActions 255 maxPreempts 6 preemptControl All Values preemptState Values 2 thru 9 maxRings 4 maxSequences .16 maxChannels 16 channelControlType Values 2 thru 4 channelFlash All Values channelDim All Values maxChannelStatusGroups 16 maxOverlaps 8 overlapType Values 2&3 maxOverlapStatusGroups 8 maxPortlAddresses 255 portl Status Values 2&3 The controller must be able to implement all NTCIP messages called for in this Specification without any additional vendor-specific proprietary statements.. Texas Department of Transportation 28 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated,Solid State Traffic Signal Controller Assembly The software must be supplied with full documentation,including 3.5-in.floppy disks or a CD-ROM containing ASCII versions of the relevant official NEMA standard MIB modules referenced by the device functionality These must be in ASN.1 format.In addition,if the device does not support the full range of any given object within a NEMA standard MIS module,supply a manufacturer-specific version of the official NEMA standard MIB module with the supported range indicated in ASN.1 format in the SYNTAX field of the OBJECT- TYPE macro.The filename of this file must be the same as the standard MIB filename with ".man"as the extension. The software documentation must also include 3.5-in. floppy disks or a CD-ROM containing ASCII versions of all manufacturer-specific objects supported by the device in ASN.1 format and in a manufacturer-specific MIB with accurate and meaningful DESCRIPTION fields and supported ranges indicated in the SYNTAX field of the OBJECT-TYPE macros. The manufacturer may not place any restrictions on the dissemination of this documentation within the Department. The manufacturer must provide a copy of the following table completed to describe the operation of their controller including which objects are used and the procedures performed with these objects to implement the functions listed using NTCIP Controller Operation Function Objects Procedures to Implementation Example:Function X Object T Get object T then send objects Y Object Y and Z if T>0. Object Z Change split time in an active coordination plan Change ring structure Change Min Green in an active coordination plan Change alternate sequence in an active coordination plan Malfunction Management Unit(MMU) This Specification sets forth the minimum requirements for a shelf-mountable, 16-channel, solid-state MMU The MMU must meet,as a minimum,Section 4 of the NEMA Standards Publication TS 2-1998.Where differences occur,this Specification governs. No circuit cuts are allowed on circuit boards in any of the equipment supplied.Any wire jumpers included on circuit boards must be placed in plated through-holes that are specifically designed to contain them.Jumpers that are tack soldered to circuit traces or that are added to correct board layout errors are not acceptable. Texas Department of Transportation 29 08%2004 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly All ICs with.16 or more pins must be mounted in machine-tooled sockets.To eliminate solder wicking,all sockets must have 2-piece,machined contacts and closed-end construction.The outer sleeve must be brass with tin or gold plating and must be tapered to allow easy IC insertion.The inner contact must be beryllium-copper sub-plated with nickel and plated with gold.All sockets must have thermoplastic bodies meeting UL specification 94V-0.Other high quality sockets may be acceptable but must have prior approval of the TRF Signal Operations Engineer. Surface-mount devices will be allowed.Proposals for use of sockets meeting alternate Specifications must be submitted in writing with the bids.Zero- insertion-force sockets will not be allowed. The design must allow for removal or replacement of a circuit board without unplugging or removing other circuit boards. The unit must be designed so that 1 side of each board can be completely accessible for troubleshooting and testing the unit while it is still operating.This may be accomplished with extender boards or cables.This need apply to only 1 circuit board at a time. If extender boards are required to meet the above requirement,provide 1 set for every 10 MMUs ordered or portion thereof with the order. No more than 2 circuit boards may be attached to each other to constitute a circuit assembly Attaching hardware must use captive nuts or other acceptable method to secure the boards together Alternate methods may be submitted in writing with the bids.The boards must be designed so that the Department can test and operate the controller unit with the boards separated. If this Specification is used to support the purchase of a complete controller assembly,the unused red circuits must be connected to the AC line in the controller cabinet. Preprogram the MMU in accordance with the following table: MMU Pre-Programming Requirements Channel Load Switch Phase Channel 1 Load Switch 1 Phase 1 Vehicle Channel 2 Load Switch 2 Phase 2 Vehicle Channel 3 Load Switch 3 Phase 3 Vehicle Channel 4 Load Switch 4 Phase 4 Vehicle Channel 5 Load Switch 5 Phase 5 Vehicle _ Channel 6 Load Switch 6 Phase 6 Vehicle Channel 7 Load Switch 7 Phase 7 Vehicle Channel 8 Load Switch 8 Phase 8 Vehicle Each MMU must have a unique serial number permanently and neatly displayed on the face of the unit.If this serial number is located elsewhere on the unit,affix an additional temporary label,neatly printed or typed,to the MMU face. Texas Department of Transportation 30 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly TS 2 Cabinet Assembly This Specification describes the minimum acceptable requirements for a TS 2 cabinet assembly to house a NEMA TS 2 Type 1,solid-state,full-actuated controller unit.The assembly must include the cabinet,flasher,card rack or racks,an MMU,an external power supply,and 6 flash-transfer relays.For cabinet assemblies of configuration 4(16 position), the assembly must include 16 load switches;and for cabinet assemblies of configuration 3 (12 position),the assembly must include 12 load switches.All cabinets must include appropriate mounting hardware. Cabinet Design Requirements The cabinet must be constructed using unpainted sheet aluminum with a minimum thickness of 3.2 mm.No wood,wood-fiber products,or other flammable material may be used in the cabinet.All welds must be neat and of uniform consistency The size of the cabinet must be size 5 or size 6 as defined by TS 2,Clause 7.3,of the NEMA Standard Publication TS 2- 1998,as specified by the plans.The load bay must be configuration 3 (12 position)or configuration 4(16 position)as defined by TS 2,Clause 5.3, as specified by the plans.Provide the cabinet option shown on the plans with features and configuration in accordance with the following table: Cabinet Options and Configurations Cabinet Options Size of Cabinet Back Panel Size of Load Bay Configuration 1 Pole Mount TS 2 Size 5 3 12 position 2 Base Mount TS 2 Size 5 3 12 position 3 Base Mount _ TS 2 Size 6 3 12 position 4 Base Mount TS 2 Size 6 4 , • 16 position Two aluminum lifting eyes or ears must be attached to the cabinet to permit lifting with a sling.Each of these eyes or ears must be attached with a single carriage bolt or dual carriage bolts.The corners of each eye or ear must be rounded and in the down position when shipped. Vertical shelf support channels must be provided to permit adjustment of shelf location in the field.The channels must have a single continuous slot to allow shelves to be placed at any height within the cabinet.Channels with fixed notches or holes are not acceptable. Each cabinet must be equipped with an extra set of unistrut channels or a keyhole panel on either side of the front section of the cabinet to permit the Department to mount additional equipment as necessary Texas Department of Transportation 31 08/2004 Departmental Material Specifications DMS-11170;Fully Actuated; Solid State Traffic Signal Controller Assembly Shelves must be at least 330 mm deep and be located in the cabinet to provide a 12.5 mm clearance between the back of the shelf and the back of the cabinet.Provide a 38-mm drawer in the cabinet,mounted directly beneath the controller support shelf.The drawer must have a hinged top cover and be capable of storing documents and miscellaneous equipment.This drawer must support to 22.5 kg in weight when fully extended.The drawer must open and close smoothly Drawer dimensions must make maximum use of available depth offered by the controller shelf.The`drawer width must be at least 600 mm. Provide 2 shelves in the cabinet with a minimum height of 305 mm.There must be sufficient shelf space to accommodate a controller unit 330 mm high,an MMU,one 8-position card rack,and an external power supply.Provide an additional space at least 305 mm high,325 mm wide,and 305 mm deep.The controller unit,MMU,card racks,and power supply must be placed on the shelves in such a manner that ventilation is sufficiently provided to all components.Provide labels showing the proper placement of each component along the shelves to ensure proper placement. The cabinet must be vented and cooled by 2 thermostatically controlled fans.The fans must be a commercially available model with a capacity of at least 2.7 m3/min.The thermostats must be adjustable with a range of 20°C to 43°C.Provide a press-to-test switch for testing the operation of the fans. Provide the cabinet with a unique 5-digit serial number stamped directly on the cabinet or engraved on a metal or metalized Mylar plate epoxied or riveted with aluminum rivets to the cabinet.The digits must be at least 5 mm in height and located on the upper right sidewall of the cabinet near the front. Cabinet Door Provide the cabinet with 1 door in front that will provide access to the cabinet.The door must have 3 hinges with nonremovable stainless-steel pins,or a full-length piano hinge with stainless-steel pins spot welded at the top of the hinge.The hinges must be mounted so that it is not possible to remove them from the door or cabinet without first opening the door The bottom of the door opening must extend at least to the bottom level of the back panel. The door and hinges must be braced to withstand a 74 kg per vertical meter of door-height load applied to the outer edge of the door standing open.There must be no permanent deformation or impairment of any of the door or the cabinet body when the load is removed. Texas Department of Transportation 32 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly The cabinet door must be fitted with a Number-2 Corbin lock and a cast-aluminum or chrome-plated steel handle with a 16-nun(minimum)diameter shaft(or equivalent cross- sectional area for a square shaft)and a 3-point latch.The lock and latch design must be such that the handle cannot be released until the lock is released.Provide one key for each cabinet.Provide a gasket to act as a permanent dust-and weather-resistant seal at the controller cabinet door facing.The gasket material must be of a nonabsorbent material and must maintain its resiliency after long-term exposure to the outdoor environment.The gasket must have a minimum thickness of 6.25 mm.The gasket must be located in a channel provided on the cabinet or on the door An"L"bracket is acceptable in lieu of this channel if the gasket is fitted snugly against the bracket to insure a uniform dust-and weather-resistant seal around the entire door facing.Any other method is subject to written departmental approval during inspection of an order. A locking,auxiliary police door must be provided in the door of the cabinet to provide access to a panel that must contain a signal-shutdown switch,a signal-flash switch,a manual-automatic switch,and a manual-advance,push-button switch on a 6-foot,retractable cord.Manual control of the controller unit from the police door must override any external control(external logic,etc.)in effect when the manual-automatic switch is in the manual position.Each actuation of the manual-advance push-button switch must advance the controller to the next interval.Manual control must not override any calls for PE.The police door must be gasketed to prevent entry of moisture or dust and the lock must be provided with 1 brass key Fit the intake for the vent system with a permanent air filter The minimum filter dimensions must be 406.4 mm wide by 304.8 mm high by 25 mm thick.The filter must be securely mounted so that any air entering the cabinet passes through the filter.The cabinet opening for intake of air must be large enough to use the entire filter.The air-intake and exhaust vent must be screened to prevent entry of insects.The screen must have openings no larger than 8.1 mm2 The total free-air opening of the exhaust vent must be large enough to prevent excessive backpressure on the fan. Wiring All wiring within the cabinet must be neat and routed such that opening and closing the door or raising and lowering the back panel will not twist or crimp the wiring.All wiring harnesses must be braided,sheathed in nylon-mesh sleeving,or made of PVC or polyethylene-insulated jacketed cable.Wiring leading to the cabinet door must be sheathed in nylon-mesh sleeving or be PVC jacketed cable only All SDLC cabling must be Belden #7203A or approved equivalent. Texas Department of Transportation 33 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated,Solid State Traffic Signal Controller Assembly Meet the following wire-size requirements: • All conductors between the main-power circuit breakers and the signal-power bus must be a minimum size 10 AWG stranded copper.All conductors carrying individual signal- lamp current must be a minimum size 16 AWG stranded copper.All AC service lines must be of sufficient size to carry the maximum current of the circuit or circuits they are provided for.Minimum cabinet conductor wire size must be 22 AWG stranded copper. All wiring and insulation must be rated for 600 V or greater ♦ Conductors for AC common must be white.Conductors for equipment grounding must be green.All other conductors must be a color different from the foregoing. Provide a barrier terminal block with a minimum of 3 compression-fitting terminals designed to accept up to a#4 AWG stranded wire for connection of the AC power lines.The block must be rated at 50 amperes. All terminals must be permanently identified in accordance with the cabinet wiring diagram. Where through-panel solder lugs or other suitable connectors are used,both sides of the panel must have the terminals properly identified.Identification must be permanently attached and as close to the terminal strip as possible and must not be affixed to any part that is easily removable from the terminal block panel. Meet the following additional identification requirements: • At each terminal point in the cabinet,each controller input and output function must be distinctly identified with both a number and the function designation and with no obstructions to visibility The same identification must be used consistently on the cabinet wiring diagrams. • Each load-switch socket must be identified by phase number,overlap number,and pedestrian phase number as applicable.No cabinet equipment,including the load switches themselves,may obstruct these identifications. • Each flash-transfer base and power-relay base must be properly identified with no obstructions to visibility ♦ Each harness within the cabinet must be distinctly identified by function on the connector end. • The flasher socket must be distinctly identified with no obstruction to visibility • All other sockets needed within the cabinet to fulfill the minimum requirements of the plans or the Invitation to Bid or attachments thereof must be distinctly identified. The controller unit harness(A plug)must be long enough to reach any point 400 min above the timer shelf.The MMU harness and any required auxiliary harness must reach 600 mm from the MMU shelf. Texas Department of Transportation 34 08/2004 Departmental Material Specifications DMS 11170,Fully Actuated,Solid State Traffic Signal Controller Assembly Provide an unused,spare terminal block having 10 terminals.This block must be double-8- 32x5/16-in.,binder-head screw design with shorting bars.These terminal strips must be located on the lower third of either side of the cabinet. Provide copper ground buses for both the power-supply neutral(common)and chassis ground.Each bus bar must provide a minimum of 10 unused terminals with 8-32x5/16-in.or larger screws.The AC neutral and chassis ground buses must be connected together (jumpered)with a minimum#10 AWG wire. Two 20-ampere and one 50-ampere thermal-type circuit breakers must be mounted and wired in the cabinet.One 20-ampere breaker must protect the base light,trouble light, ground-fault-circuit-interruption(GFCI)receptacle,modem-duplex receptacle,and fans. The other 20-ampere breaker must be for the 2-circuit flasher The 50-ampere breaker must protect the signal load circuits,controller circuits,MMU,and card-rack-detector power supply The breakers must be Square"D,"QUO-150 Series or approved equivalent. The circuit breakers must be equipped with solderless connectors and installed on the right side wall(facing the cabinet)or lower-right side of the back panel inside the cabinet.The breakers must be easily accessible.The breakers must be positioned so that the rating markings are visible. A GFCI type duplex receptacle must be mounted and wired in the lower-right sidewall of the cabinet.An additional duplex receptacle(for use with communications modems)must be mounted and wired in the upper-left side of the cabinet behind the PE-interconnect panel. These receptacles must be wired on the load side of the 20-amp circuit breaker. The above breakers are in addition to any auxiliary fuses that may be furnished with the controller to protect component parts,such as transformers,etc. The cabinet must include a pluggable surge-protection unit on the AC service input that meets or exceeds the following requirement: EDCO SHA-1250 or equivalent using 12-pin and 2-guide-pin Beau connectors.The surge arrestor must be a multi-stage,series,hybrid- type,power-line surge device.The surge arrestor must be installed between the applied line voltage and earth ground.The unit must have 2 LED indicators for operational display status.The surge arrestor must be capable of reducing the effect of lightning transient voltages applied to the AC line and provide filtering conforming to 50 kHz with a minimum insertion loss of 50 db.The arrestor must conform to the following: • Peak surge current for an 8x20 microsecond waveform: 20,000 A for 20 occurrences • Clamp voltage at 20,000 A:280 V maximum • Maximum continuous operating current at 120 V/60 Hz: 15 A • Series inductance:AC line/AC neutral—greater than 20 microhenries typical • Response time: (<a nanosecond)Voltage never exceeds 280V during surge • Temperature range:-40°C to+85°C Texas Department of Transportation 35 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated; Solid State Traffic Signal Controller Assembly • Spike suppression for±700-V spike:±40-V deviation from sine wave all phase angles between 0°and 180° • Terminals as follows: • main line(AC line first stage terminal) • main neutral(AC neutral input terminal) • equipment line in(AC line second stage input terminal, 10A) • equipment line out(AC line second stage output terminal, 1 OA) • equipment neutral out(neutral terminal to protected equipment)and • ground(GND)(earth connection). • Arrestor encapsulation: flame-retardant material. • Equipment line out that provides power to the controller The suppresser ground connection must be connected to the cabinet by a short,copper ground strap.The strap must be bonded to the cabinet. The suppresser must be connected to the line filter as recommended by the manufacturer Number 10 AWG or larger wire must be used for connections to the suppresser,line filter, and load switch bus. A fluorescent light with switch and rapid-start ballast must be installed in the cabinet.This light must turn on when the cabinet door is opened,and turn off when the cabinet door is ' closed.An MOV or other such transient suppression device must be placed across the AC power input to the light. A radio-frequency-interference(RFI)suppresser must be provided and installed on the load side of the signal circuit breaker and must be protected by the surge protector This filter must be rated at 50 amperes and must provide a minimum attenuation of 50 db over the frequency range of 200 kHz to 75 MHz. Transient suppression devices must be placed on the coil side of all relays in the cabinet.DC relay coils must have,as a minimum,a reversed-biased diode across the coil.AC relays must have MOVs or equivalent suppression across their coils.RC networks are acceptable. One suppression device must be supplied for each relay Except where soldered,provide all wires with lugs or other approved terminal fittings for attachment to binding posts. Insulation parts and wire insulation must be insulated for a minimum of 600 V The outgoing traffic control signal circuits must be of the same polarity as the line side of the power source. Texas Department of Transportation 36 08/2004 Departmental Material Specifications DMS-11170;Fully Actuated; Solid State Traffic Signal Controller Assembly A switch must be provided on the inside face of the cabinet door and labeled"TEST NORMAL."When the switch is in the NORMAL position,the call for flashing operation must remove the power from the controller unit.When the switch is in the TEST position, the call for flashing operation must permit the controller unit to continue to run so that its operation can be observed. A switch must be provided near the"TEST NORMAL"switch to cause the controller unit and any auxiliary equipment to stop timing.This switch must be labeled"STOP TIMING." The cabinet must be wired so that activation of the MMU will cause the controller unit and any auxiliary equipment to stop timing. Conflict and manual flash must be wired for all red. The cabinet must be designed and equipped with enough transfer relays for the Department to change any main-street indications(movements 2,6, 1,or 5)to yellow for either the conflict or manual-flash operation or both.Such changes must be feasible on the face of the back panel or a side panel using only simple tools. Transfer relays must be the plug-in type manufactured by Midtex(Part No. 136 62T3A1)or AEMCO(Part No. 136 4992),or equivalent.The relays must have contacts a minimum of 3/8 in.in diameter and must be rated at a minimum of 30 amps 102/240 VAC,20 amps 28 VDC. 1 The red enable and remote reset from the MMU must be terminated on the face of the back panel. A 75-amp,solid-state relay must be wired between the RFI filter output and the load-switch power bus.The relay must be controlled by the signal-shutdown switch and the flash switch. The relay must be mounted to a heat sink designed to allow maximum current flow at 74°C without damaging the relay All exposed AC wiring points,including the RFI filter,surge suppresser,and solid-state relay must be covered with a clear,nonconductive plastic cover to prevent accidental contact.Unless otherwise noted in this Specification,wiring at terminal strips is exempt from this requirement. The load-switch outputs must be brought out through posted 10-32x 5/16-in.binder-head screw terminals.Field wiring for the signal heads must be connected at this terminal strip. Detector Panel and Card Rack The cabinet must have a loop-detector panel mounted on the left side of the cabinet.This panel must provide for all connections between loops at the street and the detector amplifiers as described in this segment. Texas Department of Transportation 37 08/2004 Departmental Material Specifications cations DMS-11170,Fully Actuated, Solid.State Traffic Signal Controller Assembly Detector Card Rack The card rack for cabinet configurations 1,2,and 3(12-position back panel)must be TS 2 detector rack configuration 2 and must accommodate up to eight 2-channel or four 4-channel TS 2 detector units.Two card racks, 1 TS 2 detector rack configuration 1 and 1 TS 2 detector rack configuration 2,must be provided for cabinet configuration for(16-position back panel)and must accommodate up to twelve 2-channel or six 4-channel TS 2 detector units. The detector card rack must have a rigid frame,be fabricated from aluminum,and have slots set in a modular fashion so that the PCB edge connectors plug into the rear while sliding between top and bottom card guides for each module.Mounting flanges must be provided and be turned outward for ease of access.The detector card rack must be bolted to a cabinet shelf.It must be possible to unbolt the rack using simple tools. All wiring to the rack must be labeled and must be neatly run to other parts of the cabinet and to the detector-termination panel.All loop inputs must be wired with shielded,twisted- pair leads(Beldon 9451,2 conductor,22 AWG with 24-AWG drain wire,shielded cable or approved equivalent)to improve signal isolation.Connect all grounds within the twisted- pair leads at the detector terminal panel. Number the slots from 1 to 8 left to right when viewed from the front of the rack.Provide a flange on the top and the bottom of the rack to label each individual channel. ' The detector DC supply must be bussed to a common point and wired to the intersection detector panel. The chassis ground must be bussed to a common point and wired to the detector panel. The logic ground must be bussed to a common point and wired to the detector panel. The data address for the detector channels must be according to TS 2. Detector Panel The detector panel must provide all connections between the detector loops and the detector amplifiers. Construct the panel of 0.125 in(3.2-mm)aluminum. The panel must contain a 3 in. (76-mm),horizontal slot in each corner to accommodate 0.25 in.(6.3 min)mounting bolts. All inputs from the loops must be brought through posted 10-32x5/16-in.binder-screw terminals or 8-32x5/16-in.binder-screw terminals. Texas Department of Transportation 38 08/2004 Departmental Material Specifications DMS-11170,Fully Actuated,Solid State Traffic Signal Controller Assembly Each loop pair must be protected by lightning-surge suppressers pre-approved by the Departments'TRF Signal Operations Engineer for use on loop-detector inputs.Mount the suppressers either on the front or behind the panel. The detector panel for cabinet configurations 1,2,and 3 (12 position)must provide the following connection points as a minimum for 16 detectors: Detector Panel Connection Points (for cabinet configurations 1,2,and 3) Connection point No.of Connection Points External 24-V Power Supply 1 Loop Inputs 32,2 for each detector Logic Ground 1 Spares 6 Chassis Grotmd Bus 1 bus The detector panel for cabinet configuration 4(16-position)must provide the following connection points as a minimum for 24 detectors: Detector Panel Connection Points (for cabinet configuration 4) Connection point No.of Connection Points External 24-V Power Supply 1 Loop Inputs 48,2 for each detector } Logic Ground 1 'Spares 0 Chassis Ground Bus 1 bus Toggle switches must be provided to permit the user to input a vehicle or pedestrian call to the control unit.Provide switches as follows: • 16 vehicle and 8 pedestrian switches on 12-position cabinets • 24 vehicle and 8 pedestrian switches on 16-position cabinets. PE/Communication Panel A PE/communication panel must be provided that contains all interface circuits and wiring for PE and communication functions.The panel must be located on the left side of the cabinet interior Three input relay circuits,with 120-VAC coil and contacts rated for the application,must be provided on the PE panel.These circuits must be used to isolate the incoming PE commands from the controller-unit logic circuitry The circuits must be programmable to operate with either a normally open or normally closed relay contact by jumpers on a terminal strip.A bather strip protected from accidental contact by service personnel must be supplied to connect the external input.It must be possible to use either a neutral or hot 120-VAC input. Texas Department of Transportation 39 08/2004 Departmental Material Specifications. DMS-11170,Fully Actuated, Solid State Traffic Signal Controller Assembly Relays used must be plug-in Potter Brumfield K1OP series,Magnecraft W 78 series,or interchangeable equivalent. Mount the relays in relay sockets. Adequate protection of the input relay circuits and the preemptor circuitry must be provided to eliminate damage or false PE commands caused by line transients or lightning surges.The devices must have a minimum rating of 20 joules. Three momentary test switches, 1 for each PE circuit,must be provided on the PE panel. The operator must not be exposed to hazardous voltages during operation of the test switches. Provide all necessary interconnection cables and mounting hardware. Provide a switch on the PE/communication panel that releases the local controller to operate in an isolated,full-actuated manner when necessary for maintenance purposes.The switch positions must be labeled"SYSTEM" and"FREE." Also provide terminal connections for 2 twisted-pair communication lines with a coordinated,4-stage electrical protection,including primary overvoltage protection, resettable overcurrent protection,secondary clamping-voltage protection,and fast transient filtering.The secondary overvoltage stage must allow peak voltages of no more than 250 V The fast transient filtering stage must provide no less than 40 dB per decade of attenuation to transients above the required pass band.The 4-stage protection must be provided in an integrated closure with input-output terminations and ground connection. Power Supply The power supply must be a shelf mounted,enclosed,24 VDC power supply in accordance with clause 5.3.5 of the NEMA Standards Publication TS 2-1998. Furnish and install 1 power-supply cable per power supply in each cabinet.Terminate the wires to bus bars,terminals on the front of the back panel,detector panels,or connector as appropriate.The connections must be with forked spade lugs or otherwise as needed.Cut each individual wire to the length required to reach the point at which it is to be connected. Electrical requirements for the power supply must be in accordance with clause 5.3.5 of the NEMA Standards Publication TS 2-1998 as stated above,except that the minimum-average- continuous-current capability must be as shown below with DC voltages having less than 0.5 V peak-to-peak ripple: Minimum-Average-Continuous- Current Capability DC Voltage Peak-to-Peak Ripple +12 VDC 5.0 amps +24 VDC 2.0 amps 12 VAC 0.250 amps Texas Department of Transportation 40 08/2004 Departmental Material Specifications DMS-11170, Fully Actuated, Solid State Traffic Signal Controller Assembly Two-Circuit Solid-State Flasher The solid state,2-circuit flasher must meet the electrical and physical characteristics described in clause 6.3 of the NEMA Standards Publication TS 2 1998.The flasher must be Type III(dual-circuit rated at 15 amps per circuit)unit and so constructed that each component may be readily replaced if needed. The 2-circuit flasher must be of solid-state design and contain no electro-mechanical devices. Load Switch The solid-state load switches must meet the requirements set forth in clause 6.2 of the NEMA Standards Publication TS 2 1998,and must be"triple signal load switch"type. Provide an indicator light for each circuit in each load switch.The indicator light must be on when a"Low Voltage Active"input to the load switch is present. Documentation Provide each cabinet with the following documentation: • three complete,accurate,and fully legible diagrams and 1 schematic for every electronic device(This must include but not be limited to cabinet-wiring,back panel,detector- panel,power-panel,PE-panel,flasher-circuit,load-switch,card-rack-power-supply,bus- interface-unit,and power-supply diagrams.) • a complete parts list including names of vendors for parts not identified by universal part numbers such as JEDEC,RETMA,or EIA and • manufacturer's specifications for cooling fans including the CFM rating of fans. Provide each controller unit with the following documentation: • one service manual per unit that includes description of controller unit,description of its operation,and basic maintenance and troubleshooting information • two complete,accurate,and readable schematic diagrams for all circuitry in the controller unit(one set of these diagrams may be included in the service manual) • a complete parts list including names of vendors for parts not identified by universal part numbers such as JEDEC,RETMA,or EIA(this may be included in the service manual); and • a pictonal-of-components layout for each circuit board or individual component identification permanently printed on each circuit board. (Regardless of which of the above is provided, each electronic component on the board must be clearly identified or labeled.This may be included in the service manual.) Texas Department of Transportation 41 0812004 Departmental Material Specifications DMS-11170,Fully Actuated, Solid State _ Traffic Signal Controller Assembly Provide each MMU with 1 each of the following documentation: • a complete and accurate schematic diagram • a complete parts list including names of vendors for parts not identified by universal part numbers such as JEDEC,RETMA,or EIA • a pictorial-of-components layout on the circuit boards and ♦ one service manual per unit that includes description of MMU unit,description of its operation and basic maintenance,and troubleshooting information. Bidders must be prepared to furnish NEMA certification for the complete cabinet assembly from an independent laboratory Texas Department of Transportation 42 08/2004 CITY OF PEARLAND CITY OF HOUSTON STANDARD SPECIFICATION CITY OF HOUSTON STANDARD SPECIFICATIONS 12/2008 CITY OF PEARLAND EMERGENCY RESPONSE MANAGEMENT SYSTEM(ERMS). SECTION 16724 EMERGENCY RESPONSE MANAGEMENT SYSTEM(ERMS) INTERSECTION COMPONENTS PART 1 GENERAL 1.01 SECTION INCLUDES The system employs optical communication to identify the presence of designated emergency vehicles and causes the traffic signal controller to advance to and/or hold a desired traffic signal display selected from phases normally available. The matched set of components which make up the system will cause the existing traffic controller to be manipulated upon recognition of the signal from the vehicle. This communication is effective to the optical detectors at or near the intersection over a line-of-sight path of up to 1800 feet. The system requires no attention of the vehicle operator other than a simple emitter "ON" switch located in the vehicle which is to remain "ON"until the end of the emergency run. The system shall operate on a first-come, first-served basis. The system is capable of overriding lower priority systems of similar nature while yielding priority to activity such as railroad, drawbridge, etc. The system shall interface with existing traffic signal controllers without compromising normal operation or existing safety provisions. The Emergency Response Management System(ERMS)consists of optical emitter assemblies, optical detectors, optical detector cable, phase selectors, preempt module and card rack. The ERMS Intersection Components are the optical detectors, optical detector cable, phase selectors, preempt module and card rack. Emitter assemblies will be supplied by the Contractor only when specifically called out on the plans. 1.02 SILENCE OF SPECIFICATIONS The apparent silence of these specifications as to any detail, or the apparent omission from them of a detailed description concerning any point, shall be regarded as meaning that only the best commercial practice is to prevail and that only material and workmanship of the finest quality are to be used. All interpretations of these specifications shall be made on the basis of this statement. The bidder shall be an established supplier of the items bid. 1.04 UNIT PRICES A. Measurement This 'item will be measured by each optical detector and or direction of detection complete in place. Measurement shall be made for each unit furnished by the City and installed by the Contractor and for each unit furnished and installed by the Contractor 16724-1 09/02/04 CITY OF PEARLAND. EMERGENCY RESPONSE MANAGEMENT SYSTEM(ERMS) B. Payment The work performed and materials furnished in accordance with this item and measured as provided under "Measurement" will be paid for at the unit price bid for "Emergency Response Detectors" This price shall be full compensation for installing and testing the detectors; and for all labor, tools, equipment and incidentals necessary to complete the work. PART 2 PRODUCTS 2.01 MATERIALS The items furnished and installed under this contract shall be new, unused of the latest product in production to commercial trade, and shall be of the highest quality as to materials used and workmanship. Manufacturer(s) furnishing these items shall be experienced in design and construction of such items and shall furnish evidence of having supplied similar items that have been in successful operation. The bidder shall be an established supplier of the items bid. 2.02 MATCHED SYSTEM COMPONENTS The Pearland ERMS is comprised of four basic matched components. To ensure system integrity, operation and compatibility, the four basic components (optical emitter, optical detector, detector cable,phase selector) shall be from the same manufacturer The bidder shall supply and install the optical detector(s),detector cable,and phase selector for each intersection called for on the plans. The bidder of the Emergency Response Management System equipment shall provide with the bid written certification from the manufacturer that the system components were designed, manufactured and tested as a system of matched components and will meet or exceed the requirements of this specification and work with City of Pearland optical emitters. 2.03 SYSTEM OPERATION A. Priority control phase selection shall be activated by an optically transmitted signal of 14.035 HZ or 9.639 HZ,or upon the activation of a test switch. B. The traffic controller shall receive inputs from the preempt module upon activation of the appropriate signal from the phase selector C. The system shall provide power for up to three optical detectors for each priority channel. The system shall maintain continuous communication between the optical emitter equipped vehicle and the traffic controller D The system shall allow the traffic signal controller to resume normal timing operation after the optical signals cease for an appropriate period. 16724-2 09/02/04 CITY OF PEARLAND EMERGENCY RESPONSE MANAGEMENT SYSTEM(ERMS) E. The system shall not attempt controller manipulation nor retain priority vehicle calls during periods of"intersection flash"or"railroad preempt"operations. 2.04 SYSTEM COMPONENT SPECIFICATIONS A. Optical Emitter Assembly 1 The assembly shall include an optical energy emitting unit for mounting to the exterior of the vehicle,an emitter control switch for mounting to the interior dash or instrument panel,and all necessary wiring and hardware for a typical installation. 2. The optical emitter assembly shall operate over an ambient temperature range of-30 degrees F(-34 degrees C)to up to 140 degrees F(+60 degrees C). 3 The optical energy-emitting unit shall contain an internal regulated power supply to convert 12 VDC(positive or negative ground)vehicle battery power to high voltage required for the flashtube and meet the following electrical requirements: a. Operational at 10 volts DC to 15 volts DC, b. Have internal protection for a sustained input voltage of up to 25 volts DC, 1 , c. Deliver sufficient optical energy to activate the optical detector from a distance of 1800 feet,and d. Consume no more than 40 watts. 4 The optical energy-emitting unit shall weigh not more than 4.5 pounds. 5 The optical energy-emitting unit shall not exceed the following physical dimensions: a. Length-5.25 inches, b. Width-7.0 inches,and c. Height-6.63 inches. 6. The optical energy emitting unit shall be capable of producing precisely timed pulses of high intensity light in response to a low voltage trigger signal from the crystal controlled emitter control switch. 16724-3 09/02/04 CITY OF PEARLAND EMERGENCY RESPONSE.MANAGEMENT SYSTEM(ERMS). 7 The optical energy-emitting unit shall be controlled by a single ON/OFF switch, which requires no warm-up, setting, or adjustments by the vehicle operator An indicator located adjacent to the ON/OFF switch shall identify that the crystal controlled timing circuitry is energized. 8. The emitter control switch shall produce crystal controlled low voltage trigger pulses to the optical energy-emitting unit. For high priority/Class II applications, the frequency of the trigger pulses shall be 14.035 +/-0.255 HZ. For low priority/Class I applications, the frequency of the trigger pulses shall be 9.639 +/- 0.119 HZ. B. Optical Detector 1 The optical detector shall be a lightweight, weatherproof device capable of sensing and transforming pulsed optical energy into electrical signals for use by the phase selection equipment. 2. The unit shall be high impact polycarbonate construction with stainless steel and/or brass hardware. 3 The unit shall be designed for mounting at or near an intersection on a mast arm, pedestal,pipe,or span wire. 4 The unit shall accept optical signals from one or two directions and provide a single electrical output signal. 5 The unit shall include a design feature to allow aiming of the two optical sensing inputs for skewed approaches or slight curves. 6. The unit shall have a built-in terminal strip to simplify wiring connections. 7 The unit shall receive power from the phase selector and have internal voltage regulation to be operational from 16 to 40 volts. 8. The unit must be responsive to the optical emitter at a distance of 1800 feet. 9 The unit must deliver the necessary electrical signal to the phase selector via up to 1000 feet. 10. The unit shall employ a replaceable circuit board assembly and photocells to facilitate repair C. Optical Detector Cable 16724-4 09/02/04 CITY OF PEARLAND EMERGENCY RESPONSE MANAGEMENT SYSTEM(ERMS). { 1 The cable must guarantee delivery of the necessary quality signal from the optical detector to the phase selector over a non-spliced distance of 1000 feet. 2. The cable must guarantee sufficient power to the optical detector over a non-spliced distance of 1000 feet. 3 The cable must be of durable construction to satisfy the following installation methods: a. Direct burial, b. Conduit and mast arm pull,and c. Exposed overhead,supported by messenger wire. 4 The weight shall not exceed.04 lbs/ft. 5 The outside diameter shall not exceed 0.3 inches. 6. The insulation rating shall be 600 volts minimum. 7 The temperature rating shall be 80 degrees C minimum. 8. The cable shall have three conductors of AWG #20 (7x28) stranded, individually tinned copper,color-coded insulation as follows: a. Orange for delivery of optical detector power, b. Blue for optical detector power return,and c. Yellow for optical detector signal. 9 The conductors shall be shielded with aluminized polyester and have an AWG#20 (7x28) stranded and individually tinned drain wire to provide signal integrity and transient protection. 10. The shield wrapping shall have a 20%overlap to ensure integrity following conduit and mast arm pulls. D Phase Selector 1 All phase selectors shall be digitally controlled and be capable of providing high and low priority operations. 16724-5 09/02/04 CITY OF PEARLAND EMERGENCY RESPONSE MANAGEMENT SYSTEM(ERMS): 2. The unit shall be a plug-in, two-channel, dual priority device intended to be installed directly into a card rack wired into the traffic signal cabinet. 3 The unit shall be powered from 115 volts, 60 HZ mains and contain an internal, regulated power supply to support optical detectors. 4 The unit shall be capable of recognizing the following pulse rates as delivered by the optical detectors: a. 9.639 HZ+/- 119 HZ as low priority(Class I),and) b. 14.035 HZ+/-.255 HZ as high priority(Class II). 5 The primary optical detector inputs and power outputs shall be on the card edge. Two additional detector inputs, per channel, shall be provided via a front panel connector 6. One opto-isolated NPN output per channel shall be delivered to the appropriate channel pin on the card edge connector as follows: a. 6.25 HZ+/-.02 HZ 50%on duty square wave in response to a Class I call,and b. A"Steady On"in response to a Class II call. 7 The unit shall utilize crystal control timing and optical pulse rate recognition circuitry to assure: a. Accurate optical signal recognition for dual priority, b. Synchronous logic, c. Precise output pulse,and d. Accurate call dropout time. 8. The unit shall have six recessed range controls per channel, three for low priority and three for high priority,to adjust optical sensitivity(emitter range). 9 The unit shall have a solid state'Power On"indicator 10. The unit shall have a "Class I"and "Class II" solid-state indicator for each channel, which performs as follows: a. Flash during call validation,and 16724-6 09/02/04 ' 4 CITY OF PEARLAND EMERGENCY RESPONSE MANAGEMENT SYSTEM(ERMS) b. Be steady-on during valid call and test switch operations. 11 The unit shall have a test switch for each channel to deliver Class I or Class II signal pulse rates to verify proper function at both optical emitter flash rates, first-come, first-served operation,and Class II override capability. 12. The unit shall have a selectable call dropout time of 5 seconds or 10 seconds. 13. The unit shall properly identify a high priority (Class II) demand with any combination of up to 10 high and low priority emitter signals being received simultaneously and asynchronously on either channel. 14 The unit shall not exceed the following physical dimensions: a. Length(including handle)-7.91 inches, b. Width- 1 11 inches,and c. Height-4.50 inches._ E. Traffic Controller Preemption Module 1 A traffic controller preemption module shall be supplied in addition to the four basic matched components. This module shall interface between the phase selector(s) and the traffic signal controller to provide dual priority preempt operation. 2. The preempt module shall be a plug-in, microprocessor controlled, 4 input, 13 output,dual priority device. 3 The preempt module shall recognize steady-on (high priority) over-pulsing (low priority) inputs from the phase selector and assign control on first-come, first-serve and,high priority over low priority basis. 4 The preempt module shall recognize input signals from one or two dual priority phase selectors for up to four separate channels of emergency vehicle preemption. 5 The preempt module shall have a delay timer adjustable from 0 to 15 seconds in one second increments. The delay timer, when properly set, will guarantee a minimum green time for the phase or phases being served prior to initiating the preempt operation. 16724-7 09/02/04 9 .ti CITY OF PEARLAIVD EMERGENCY RESPONSE MANAGEMENT SYSTEM(ERMS): 6. The preempt module shall use the standard input functions available on any NEMA type traffic signal controller and shall not cause the controller to abbreviate its programmed yellow or all red clearance times. 7 When the phase selector deactivates its output, the preempt module shall place vehicle calls on all phases of the traffic signal controller and then allow the controller to resume its regular phase sequence. 8. The preempt module shall provide a separate output for "coordination free" to release the traffic signal controller from coordination control during the operation of the Emergency Response Management System. 9 The preempt module shall have a separate input that when active shall cause the preempt module to turn off all outputs to allow for railroad or drawbridge operation. F Card Rack 1 The card rack shall be a shelf-mounted device designed to accommodate two-phase selectors and a preempt module. 2. The rack shall be constructed of 5052 aluminum of.062" thickness and shall not exceed 7.38"W x 4 71"H x 7.13"L. /All of the aluminum components consisting of the sides,top,bottom,and front panel shall be clear anodized. 3 The optical detector cable shall terminate on two terminal strips, 4-position, feed- through solder type. The color code and function of each wire shall be clearly silk- screened adjacent to each terminal. 4 — The front panel of the card rack shall be hinged to provide easy access to the inside of the rack. Machine screws shall be used to secure the front panel when in the closed position. 5 The card rack shall be( equipped with a quick disconnect type connector and 6'harness,wired to accommodate the installation of the card rack in a traffic signal cabinet. PART 3 EXECUTION 3.01 GUARANTEE A minimum guarantee for both materials and workmanship shall be provided by the Contractor for the products bid as specified. The guarantee (warranty)period shall begin the day the City officially accepts the item. Any guarantee work is to be completed within 15 days after receipt of notice of material deficiencies. 16724-8 09/02/04 CITY OF PEARLAND EMERGENCY RESPONSE MANAGEMENT SYSTEM(ERMS). A. Warranties and Guarantees 1 Any and all equipment furnished shall be covered by manufacturer's guarantee or warranty for a period of twelve (12) months commencing on final acceptance date with respect to parts,workmanship,and performance of the product. 2. The Contractor shall bear all expenses connected with the,return of any equipment which the City deems necessary to return to the Contractor for proper adjustment or repairs during the guarantee period. END OF SPECIFICATION 16724-9 09/02/04 CITY OF PEARLAND APPENDIX A APPENDIX A STORM WATER POLLUTION PREVENTION PLAN 12/2008 j CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN STORM WATER POLLUTION PREVENTION PLAN 04/2003 SWPPP-1 I , CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN STORM WATER POLLUTION PREVENTION PLAN This storm water pollution plan is prepared in accordance with the NPDES General Permit for Storm Water Discharges from Construction Sites. A copy of this page shall be posted at the project site in addition to the Notice of Intent: PROJECT DESCRIPTION Magnolia Road Expansion From. Veterans Drive To Pearland Parkway (Project Name) Topography is relatively flat with a down slope in an easterly direction. The Magnolia Road improvements are to install a water line between Veterans Drive and Pearland Parkway, widen the roadway from 2-lanes to 4-lanes with medians and a center turn lane,storm sewers,detention facilities, retaining walls, lighting, signing, signals landscaping,and the addition of a bridge over the Burlington Northern Santa Fe Railroad. Existing drainage is roadside ditches that tie into the existing storm water drainage system. Project Name and Location Name: Magnolia Road Expansion From Veterans Drive to Pearland Parkway Location: Latitude: 29°34'57" Longitude: 95°16'35" Brazoria County,Texas Owner Name and Address The City of Pearland 3519 Liberty Drive,3rd Floor Pearland,Texas 77581 Magnolia Road Expansion From -PPP PLAN Veterans Drive to Pearland Parkway (Project Name) 04/2003 SWPPP-2 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 1 SITE DESCRIPTION: A. Description of Construction Activity Construction will consist of a 12"diameter water line,grading, drainage, retaining walls, lime treated subgrade, concrete pavement, pavement markings, lighting, signing, signals, landscaping and the addition of a bridge over the Burlington Northern Santa Fe Railroad. B. Sequence of Major Activities The project is expected to take approximately 19 months, depending on weather conditions. The stabilized construction access, staging, field office, and parking will be constructed first. 1 'Proposed water lines and existing utilities will be located at the site 2. Excavate and install proposed water line 3 Excavate outfall to Mary's Creek and the Independence Park Detention Facility 4 Construct drainage pipes coming into the ponds 5 Construct the southside(eastbound)portion of Magnolia Road from the beginning of the project to station 34+41 with a leaveout at existing Veterans Drive 6. Construct the driveways along the eastbound lanes in substages 7 Construct the northbound portion of Veterans Drive on the southside of Magnolia Road 8. Construct the southbound portion of Veterans Drive on the southside of Magnolia Road 9 Construct the westbound lanes and median of Magnolia Road from Veterans Drive to station 35+60 10 Construct the driveways along the westbound lanes in substages 11 Construct the northbound portion of Veterans Drive north of Magnolia Road 12.Construct the southbound portion of Veterans Drive on the northside of Magnolia Road 13 Construct temporary pavement on the southside of existing Magnolia Road from station 47+25 to station 55+00 as shown on the plans 14 Construct the northside(westbound)portion of Magnolia Road from station 47+85 to SH 35 15 Construct all portions of the driveway access road 16.Construct the driveways along the westbound lane in substages 17 Construct the entire roadway and the bridge over the railroad from station 35+60 to station 47+85 18.Construct the eastbound lanes and median from station 47+85 to SH 35 19 Construct the driveways along the eastbound lanes in substages 20.Construct any medians that were left unfmislied from previous phases due to maintaining driveway access 04/2003 SWPPP-3 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 21 Finish all permanent striping 22.Place irrigation and sodding C. Estimated Total Site.Disturbed Area. The total project site,as well as the disturbed area, is 26.7 acres. The disturbed portion of this project includes existing vegetation that will be seeded to match that of original condition and sodded areas to be restored in kind. D. Runoff Coefficient: 1) The runoff coefficient "C"prior to beginning construction of the proposed project is approximately 0.29 See calculations below Runoff Coefficient Description Percentage of Land 0.95 Concrete/Asphalt 50% 0.25 Flat,Pasture 95% 50%(0.95)+95%(0.25)=0.29 2) There will be a net export of excavated soils from the site,due to upgrading below natural ground. Since the topography will not be altered, the runoff coefficient will remain the same. E. Site Map: Construction Plans. F Name of Receiving Water and Extent of Wetlands. The site between Veterans Drive and SH 35 drains to Mary's Creek and the site between SH 35 and Pearland Parkway drains to Independence Park Detention Facility There are no wetlands on this project. 2. EROSION AND SEDIMENTATION CONTROLS Major erosion and sediment controls used on this project. A. Stabilization Practices 1) Stabilized construction exits will be provided at major access points using crushed limestone. 2) The on-site staging and parking area will be stabilized using crushed limestone. 04/2003 SWPPP-4 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 3) At the completion of work, all disturbed areas that are not paved will be hydromuich seeded or sodded. 4) All disturbed areas which are to be free from construction activity for 21 days shall be stabilized with temporary seeding within 14 days of the end of the construction activity B. Structural Practices 1) Filter fabric fences shall be constructed along disturbed areas to collect sediment before runoff enters drainage swales or storm sewers. 2) Stabilized construction exit with crushed limestone will be established near the staging/parking area for trucks and equipment leaving the site. In the event wash water is used, the wash water will be routed to a sediment pit or trap prior to release into a drainage swale or storm sewer 3) Water pumped from trenches during dewatering operations will be discharged into a sediment pit or trap with eventual discharge into the drainage swales or storm sewer 4) Trench excavation spoils not immediately hauled off will be backfilled into the trenches in a continuous operation. Excavated material required for backfilling will be placed next to the trenches,but no closer than half the depth of the trench, for safety reasons. 5) The storm sewer inlets will have inlet protection barriers to collect sediment before runoff enters the inlets. C. Storm Water Management 1) The vegetated median strips and sodded landscaping strips along walkways will be used to the extent practicable for flow attenuation purposes. D Other Controls 1) Waste Materials - All waste materials will be collected and stored in the dumpsters meeting all local and state solid waste management regulations prior to removal from site. The trash and debris will be hauled to an approved landfill site and no construction debris will be buried on site. 2) A stabilized construction entrance/exit will be provided to help reduce vehicle tracking of sediments. 04/2003 SWPPP-S CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 3) Street sweeping will be done on a daily basis during the construction period on all paved street surfaces adjacent to the project site, and to the extent necessary to keep adjacent streets clean of construction debris and soils as per Technical Specification Section 01566,Source Controls for Erosion and Sedimentation. 4) The proposed project will be in compliance with applicable state and local waste disposal and sanitary sewer regulations. 5) Wash water/concrete truck wash water, if used, will be directed to a sediment pit or trap with eventual discharge into drainage swales or storm sewers. E. There is no approved state or local site plan requirement for storm water management or erosion and sediment control. 3 MAINTENANCE. A. Maintenance and repair for all stabilization, erosion and sediment control measures will be conducted within 24 hours of inspection report(see Paragraph 4 below). B. Sediment will be removed from behind the filter fabric fences when it becomes about 1/3 the height of device. C. Sediment will be removed from sediment traps or basin when storage capacity has been approximately 50%filled. D All temporary controls will be removed after the disturbed areas have been stabilized and a vegetative cover density of 70%is established. E. Any sediment in the storm sewer inlets will be removed. 4 INSPECTIONS. A. The Contractor will designate a qualified person or persons to perform the following inspections: 1) Disturbed areas and areas used for storage of materials that are exposed to precipitation will be inspected for evidence of, or the potential for, pollutants entering the drainage system. 2) Erosion and sediment control measures identified in the plan will be observed to ensure that they are operating correctly 3) Where discharge locations or points are accessible, they will be inspected to ascertain whether erosion control measures are effective in preventing significant impacts to receiving waters. 04/2003 SWPPP-6 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 4) Locations where vehicles enter or exit the site will be inspected for evidence of off-site sediment tracking. This inspection will be conducted by the responsible person at least once every 7 calendar days and within 24 hours after storm of 0.5 inch or greater. After a portion of the site is fmally stabilized, inspection will be conducted at least once every month. B. Based on the results of the inspection, the site description (Section 1) and control measures(Section 2)of the PPP will be revised as appropriate, but in no case later than.7 calendar days following the inspection. C. A report summarizing the scope of the inspection, names(s) and qualifications of personnel making the inspection,the date(s)of the inspection,major observations relating to the implementation of the storm water pollution plan, and actions taken in accordance with item "B" above will be made and retained as part of the storm water pollution prevention plan for at least three years from the date of the site is finally stabilized. The report will be signed in accordance with Part VI.G of the NPDES General Permit. Copies of the forms to be used for the Inspection and Maintenance report are included herein as a part of this PPP 5 NON-STORM WATER DISCHARGES A. All water discharged from fire hydrants and water lines will be discharged onto a impervious material (i.e., concrete pavement) and routed through an inlet protection barrier prior to entering storm sewer B. Excess water from vehicle cleaning areas will be routed to sediment pit or traps prior to entrance into storm sewer C. All excess water from dust control, temporary or permanent seeding, sodding, and landscaping will be routed to sediment traps or inlet protection barriers prior to routing into storm sewer 6. CONSTRUCTION SITE HOUSEKEEPING BEST MANAGEMENT PRACTICES (BMP'S): Spill Prevention The following are the material management practices that will be used to reduce the risk of spills or other accidental exposure of materials and substances to storm water runoff. 04/2003 SWPPP-7 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN Good Housekeeping The following good housekeeping practices will be followed on-site during the construction project. A. An effort will be made to store only enough product required to do the job. B All materials stored on-site will be stored in a neat, orderly manner in the appropriate containers and,if possible,under a roof or other enclosure. C. Products will be kept in their original containers with the original manufacturer's label. D Substances will not be mixed with one another unless recommended by the manufacturer E. Whenever possible,all of a product will be used up before disposing of the container F Manufacturers recommendations for proper use and disposal will be followed. G The site superintendent will inspect daily to ensure proper use and disposal of materials on-site. H. MI spills,regardless of size, will be cleaned-up expediently and within the regulations of state and local rules and regulations. I. Reportable quantity spills will be reported to the State of Texas and the EPA immediately J All materials used to clean-up spills of fuels, lubricants, solvents, fertilizers, herbicides, and other related items will be disposed of off-site in appropriate hazardous waste landfill. K. Separate areas to be used for equipment fueling, maintenance, and lubrication will be designated. Area will contain within a berm to prevent the flow of material to storm water L. On-site storage of raw or bulk material will be kept to a minimum. Any material which surrounded with a filter fabric fence. 7 CERTIFICATIONS Certification forms required to be executed by the Contractor as required in the General Permit are provided herein. The Contractor and the City of Pearland are listed as co-permittees for the General Permit and each will be required to execute a Notice of Intent(NOI)form. 04/2003 S Wppp-g 1 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN The Contractor shall complete and submit to the City of Pearland a Contractor/Sub-Contractor list of names and addresses which will identify the responsibilities for construction activity during the contract. Each sub-contractor's responsibility with regard to the Storm Water Pollution Prevention Plan will be identified. A copy of the names and address list is included herein. 8. TERMINATION OF COVERAGE: Upon completion of the construction and after site stabilization has met all requirements and storm water discharges authorized by permit are eliminated, the City of Pearland and Contractor shall submit a Notice of Termination(NOT). A copy of the NOT form is included herein. 04/2003 SWPPP-9 City of Pearland B2004-17 Magnolia Road Expansion from Veterans Drive to Pearland Parkway Storm Water Pollution Prevention Plan Inspection And Maintenance Report Inspector: Date: Since Last Rainfall: Amount of Last Rainfall IN. Stabilization Measures Date since Date of Stabilized Location Last Next Stabilized? With? Condition Disturbed Disturbance Page of City of Pearland B2004-17 Magnolia Road Expansion from Veterans Drive to Pearland Parkway Stabilization Required: Inspection Performed By: On Or Before: Page of I _ City of Pearland B2004-17" Magnolia Road Expansion from Veterans Drive to Pearland Parkway Storm Water Pollution Prevention Plan Inspection And Maintenance Report Structural Controls Reinforced Filter Fabric Barrier Bottom of Fabric Torn Posts Tipping, How Deep Is Location ' Fabric Still Or Sagging? Oyer? The Sediment? Buried? , I Page of City of Pearland B2004-17 Magnolia Road Expansion from Veterans Drive to Pearland Parkway Storm Water Pollution Prevention Plan Inspection And Maintenance Report Structural Controls Inlet Protection Barriers Location In Depth Of Condition Of Place/Condition? Sediment Inlet Page of City of Pearland B2004-17 Magnolia Road Expansion from Veterans Drive to Pearland Parkway Maintenance Required For Inlet Protection Barrier: Inspection Performed By: On Or Before: Page of City of Pearland B2004-17 Magnolia Road Expansion from Veterans Drive to Pearland Parkway Storm Water Pollution Prevention Plan Inspection And Maintenance Report Changes Required For the Pollution Prevention Plan: Inspection Performed By: On Or Before: Page of City of Pearland B2004-17 Magnolia Road Expansion from Veterans Drive to Pearland Parkway Reasons For Changes: • Inspection Performed By: On Or Before: Page of Notice of Intent (NOI)for Storm Water TCrl Qt N Office Use Only MOM Discharges Associated with Construction RN Activity under TPDES General Permit CN TCEQ (TXR1 50000) Sign up now for on line NOI at http://www.tceq.state.tx.us/permitting/steers/steers.html Get Instant Approval Did you know you can pay on line? Go to https://www6.tceq.state.tx.us/epay/ Select Fee Type:GENERAL PERMIT CONSTRUCTION STORM WATER DISCHARGE NOI APPLICATION Application Fee: You must pay the$100 Application Fee to TCEQ for the application to be considered complete. How did you pay this fee? Mailed:® .Check/Money Order No. Name Printed on Check: EPAY Voucher No. Is the Payment Voucher copy attached? ©Yes r- � �• x+ 5 C xe R : ` y r�.;z7l �'' `xr."�,'�.-+'+ . �f x . � .n � xriox Att8m: ilrebCOeuriadiiraatif'zmS 9& Vera:4-fe x * b s:•',t}' " �• *p: MA.. WnWeaf .:._. i ifs^ ;+:es i «r�-.;-ix ;.?ZN''a�-�' ;-rW.�,,.„}. scr a'3"'"_ .." .S.. ��t��''r.�,t�,* "_:� �e.+��� M.'; �.Jr '�::Y.3•., e �.'sr �s �t�"��� u�� y#1 � �"s i �sr'������'S�7..,�s"�ik��fifi"��,t�.�3:� '��v�," s�'c�� 1. If the applicant is currently a customer with TCEQ,what is the Customer Number(CN)issued to this entity? CN 2. What is the full Legal Name of the applicant?' (The legal name must be spelled exactly as filed with the Texas Secretary of State,County,or in the legal document forming the entity.) 3. What is the applicant's mailing address as recognized by the US Postal Service? Address: Suite No./Bldg.No/Mail Code: City• State: ZIP Code: L Country Mailing Information(if outside USA). Country Code: Postal Code: 4. Phone No. ( ' ) Extension: 5. Fax No. ( ) E-mail Address: 6. Indicate the type of Customer: ®Individual ®Sole Proprietorship-D.B.A. ®Limited Partnership ®Corporation ❑Federal Government ®General Partnership ®State Government ®County Government ❑City Government ®Other: 7 Independent Operator. Q Yes ®No (If governmental entity,subsidiary,or part of a larger corporation,check"No".) 8. Number of Employees: J 0-20; 1:121-100; 0 101-250; 0 251-500;or ®501 or higher 9. Customer Business Tax and Filing Numbers (This item is not applicable to Individuals,Government,GP or Sole Proprietor.) REQUIRED for Corporations and Limited Partnerships State Franchise Tax ID Number. Federal Tax ID: TX SOS Charter(filing)Number. DUNS Number(if known): The Operator is responsible for paying the annual fee.The annual fee will be assessed to permits active on September 1 of each year. TCEQ will send a bill to the address provided in this section. The Operator is responsible for terminating the permit when it is no longer needed. Is the billing address same as the Operator Address? ®Yes,go to Section C. ©No;fill out Section B 1. Billing Mailing Address: Suite No/Bldg.No/Mail Code: City' State: ZIP Code: 2. Country Mailing Information(if outside USA). Territory. Country Code: Postal Code: 3. Billing Contact(Attn or C/O): 4. Phone No. ( ) Extension: 5. Fax No. ( ) E-mail Address: TCEQ-20022(12/01/2006) Page 1 r , '' 3' . pYhf y. y.. CiFlf-IA ,Jr""c t,' *.c� _ a` 'rid' Ar rv, �, ��m ^� m,:. ....,. ,' � If TCEQ needs additional information regarding this application,who should be contacted? 1. Name: Title: Company- 2. Phone No. ( ) Extension: 3. Fax No. E-mail Address: I. TCEQ Issued RE Reference Number(RN)(if available): 2. Name of Project or Site(the name as known by the community where this facility/project is located): (example:phase and name of subdivision or name of project that's unique to the site) 3. Physical Address of Project or Site: (enter in spaces below) Street Number: I Street Name: City- .ZIP Code: I County(Counties if>1): , 4. If no physical address(Street Number&Street Name),provide a written location access description to the site: (Ex. phase 1 of Woodland subdivision located 2 miles west from intersection of Hwy 290&11135 accessible on Hwy 290 South) 5. Latitude: N I Longitude: W 6. What is the primary business of this entity? In your own words,briefly describe the primary business of the Regulated Entity- (Do not repeat the SIC and NAICS code) 7. What is the mailing address and contact information for the regulated entity? Is the RE mailing address the same as the Operator? ®Yes,address is the same as Operator ®No,provide the address Street Number: I Street Name: City State: ZIP Code: ka ,it etra�# a� Ta wwN` ,5.z adw k it arI -.. �.'� .n..a tt � ?7. �i t 11411 1. I certify that the project/site is not located on Indian Country Lands? • Yes ®No If No,you must obtain authorization through EPA,Region VI. 2. Is this NOT being submitted due to a change in Operator? ®Yes ®No 3. What is the Standard Industrial Classification(SIC)code(see instructions for common codes): Primary- Secondary. 4. What is the total number of acres disturbed? Is the project site part of a larger common plan of development or sale? ©Yes No If Yes,the total number of acres disturbed can be less than 5 acres. If No,the total number of acres disturbed must be 5 or more. If the total number of acres disturbed is less than 5 then the project site does not qualify for coverage through this Notice of Intent Coverage will be denied. See the requirements in the general permit for small construction sites. 5. Discharge Information a What is the name of the first water body to receive the stone water runoff or potential runoff from the site? b. What is the segment number(s)of the classified water body(s)that the discharge or potential discharge will eventually reach? c. Is the discharge into an MS4? [3 Yes ®No If Yes,what is the name of the MS4 Operator? Note: The general permit requires you to send a copy of the NOI to the MS4 Operator. 6. Is the discharge or potential discharge within the Recharge Zone,Contributing Zone,or Contributing Zone within the Transition Zone of the Edwards Aquifer? ®Yes ®No If the answer is Yes,please note that a copy of the agency approved Plan required by the Edwards Aquifer Rule(30 TAC Chapter 213)must be included in the Storm Water Pollution Prevention Plan. TCEQ-20022(12/01/2006) Page 2 . 4 . '$ z e ts'` "'' '' " ,c"�- "i�'"..v a ,.^ w �r as s q , ^" ; �� -.. {�k� +t r`^ 'tc �# '+ `s�a� L'z"- �>,�"'k s -;`,� kro�?..-�, � k ., �� p ✓t' , � ySyat js`� {� '` y*h� � r .s 3.+iify$ Wc' �tF } ra''� �L ..--.. ,.a i���£�Y.c��.�Tn.6 ��''�'.�Nsx3��, .... ,�.:+.-.mlb� f�k„� `, Check"Yes"to the certifications below. Failure to indicate"Yes"to ALL items may result in denial of coverage under the general permit. I certify that I have obtained a copy and understand the terms and conditions of the general permit TX150000. Q Yes I certify that the activities at this site qualify for coverage under the general permit TX150000. 0 Yes I understand that a Notice of Termination(NOT)must be submitted when this authorization is no longer needed. ®Yes I understand that permits active on September 1st of each year will be assessed an Annual Water Quality Fee. ®.Yes I certify that a Storm Water Pollution Prevention Plan(SWP3)has been prepared and implemented as required by the general permit. ®Yes M r L,t ,1 q l ", -;ram a ' 3 i .s a q 7z :c I, Typed or printed name (Required) Title(Required) certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true, accurate,and complete. I am aware there are significant penalties for submitting false information,including the possibility of fine and imprisonment for knowing violations. I further certify that I am authorized under 30 Texas Administrative Code§305.44 to sign and submit this document,and can provide documentation in proof of such authorization upon request. Signature: r Date: (Use blue ink) • TCEQ-20022(12/01/2006) Page 3 j J ! Did you complete everything? Use this checklist to be sure! Are you ready to mail your form to TCEQ? Go to the GeneraInformation Section of the Instructions for mailing addresses. Customer GP Notice of Intent Checklist TXR150000 d This checklist is for use by the operator to ensure a complete application. Missing information may result in denial of coverage under the general permit.(See NOI Process description in the Instructions) 0 Application Fee was sent to TCEQ's Cashiers's Office and the check information is listed,or the EPAY payment voucher is attached. OPERATOR INFORMATION-Confirm each item is complete: d � 0 Customer Number(CN)issued by TCEQ Central Registry 0 Legal Name as filed to do business in Texas (Call TX SOS 512/463-5555) 0 Operator Mailing Address is complete&verifiable with USPS. www.usps.com ,0 Phone Numbers/E-mail Address 0 Type of Operator(Entity Type) 0 Independent Operator 0 Number of Employees For Corporations or Limited Partnerships—Tax ID and SOS Filing numbers Billing Address is complete&verifiable with USPS. www.usps.com REGULATED ENTITY(RE)INFORMATION ON PROJECT OR SITE-Confirm each item is complete: O Regulated Entity Reference Number(RN) (if site is already regulated by TCEQ) 0 Site/Project Neme/Regulated Entity 0 Site/Project(RE)Physical Address Please do not use a rural route or post office box for a site location ® -Latitude and Longitude www.tceq,state.tx.us/gis/drgview.html or www.terraserver.microsoft.com/advfind.aspx, 0 Business description ® Site Mailing Address(checked same as operator or complete&verifiable with USPS. www,usns 5om) GENERAL CHARACTERISTICS-Confirm each item is complete: 0 Indian Country Lands—the facility is not on Indian Country Lands 0 Change in Operator 0 Standard Industrial Classification(SIC)code www.osha.gov/oshstats/sicser.html j 0 Acres Disturbed is provided and qualifies for coverage through a NOI. 0 Discharge Infomnation(receiving water body,segment no.and MS4 Operator) 0 Edwards Aquifer Rule CERTIFICATION 0 Certification statements have been checked indicating"Yes" ® Signature meets 30 Texas Administrative Code(MC)§305.44 and is original and has been provided for the Operator. TCEQ-20022 Checklist(12/01/2006) Page 1 Notice of Intent (NO1) for Storm Water Discharges Associated with Construction Activity under TPDES General Permit (TXR150000) General Information and Instructions GENERAL INFORMATION Where to Send the Notice of Intent(NOl)and other related forms: BY REGULAR U.S.MAIL BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Quality Texas Commission on Environmental Quality Storm Water Processing Center(MC228) Storm Water Processing Center(MC228) P.O.Box 13087 12100 Park 35 Circle Austin,TX 78711-3087 Austin,TX 78753 TCEQ Contact list: Application Processing Questions relating to the status and form requirements: 512/239-3700 or swpermit(a.tcea.state.tx.us Technical Questions relating to the general permit: 512/239-4671 or swgpatceq.state.tx.us Environmental Law Division: 512/239-0600 Records Management for obtaining copies of forms submitted to TCEQ: 512/239-0900 Information Services for obtaining reports from program data bases(as available): 512/239-DATA(3282) Financial Administration's Cashier's office: 512/239-0357 or 512/239-0187 Notice of Intent Process: When your NOI is received by the program,the form will be processed as follows: 1. Administrative Review: Each item on the form will be reviewed for a complete response.In addition,the operator's legal name must be verified with Texas Secretary of State as valid and active(if applicable). The address(s)on the form must be verified with the US Postal service as an address receiving regular mail delivery.Never give an overnight/express mailing address. 2. Notice of Deficiency. If an item is incomplete or not verifiable as indicated above,a notice of deficiency(NOD)will be mailed to the operator. The operator will have 30 days to respond to the NOD. The response will be reviewed for completeness. 3. Acknowledgment of Coverage: An Acknowledgment Certificate will be mailed to the operator. This certificate acknowledges coverage under the general permit. -or- Denial of Coverage: If the operator fails to respond to the NOD or the response is inadequate,coverage under the general permit may be denied. If coverage is denied,the operator will be notified. General Permit(Your Permit) Coverage under the general permit begins 48 hours after a completed NOI is postmarked for delivery to the TCEQ. You should have a copy of your general permit when submitting your application. You may view and print your permit for which you are seeking coverage,on the TCEQ web site www.tceq.state.tx.us General Permit Forms The Notice of Intent(NOI),Notice of Termination(NOT),and Notice of Change(NOC)with instructions are available in Adobe Acrobat PDF format on the TCEQ web site www.tceq.state.tx.us. Change in Operator An authorization under the general permit is not transferable. If the operator or owner of the regulated entity changes,the present per ittee must submit a Notice of Termination and the new operator must submit a Notice of Intent. The NOT and NOI must be submitted not later than 10 days prior to the change in Operator status. TCEQ Central Registry Core Data Form The Core Data Form has been incorporated into this form. Do not send a core data form to TCEQ. After final acknowledgment of coverage under the general permit,the program will assign a Customer Number(CN)and Regulated Entity Number(RN). For Construction Permits,a new RN will be assigned for each Notice of Intent filed with TCEQ,since construction project sites can overlap with other Customers. The RN assigned to your construction project will not be assigned to any other TCEQ authorization. TCEQ-20022 Instructions(12/01/2006) Page 1 You can find the information on the Central Registry web site at www4.tceq.state.tx,us/crpub/ You can search by the Regulated Entity(RN),Customer Number(CN)or Name(Permittee),or by your permit number under the search field labeled °Additional ID" Capitalize all letters in the permit number. The Customer(Permittee)is responsible for providing consistent information to the TCEQ;and for updating all CN and RN data for all authorizations as changes occur. For General Permits,a Notice of Change form must be submitted to the program area. Fees are associated with a General Permit The general permit refers to two different fees that apply to the operator submitting a Notice of Intent(NOI)and authorized under the General Permit Payment of the fees may be made by check or money order,payable to TCEQ,or through EPAY(electronic payment)through the web. Fees: 1. Application Fee: This fee is required to be paid at the time the NOI is submitted. Failure to submit payment at the time the application is filed will cause delays in acknowledgment or denial of coverage under the general permit •Mailed Payments: Payment must be mailed under separate cover at one of the addresses below using the attached Application Fee submittal form.(DO NOT SEND A COPY OF THE NOI WITH THE APPLICATION FEE SUBMITTAL FORM) BY REGULAR U.S.MAIL BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Quality Texas Commission on Environmental Quality Financial Administration Division Financial Administration Division Cashier's Office,MC-2l4 Cashier's Office,MC-214 P.O.Box 13088 12100 Park 35 Circle Austin,TX 78711-3088 Austin,TX 78753 •ePAY Electronic Payment: Go to https://www6.tceq.state.tx.us/epay/ When making the payment you must select Water Quality,then select the fee category"GENERAL PERMIT CONSTRUCTION STORM WATER DISCHARGE NOI APPLICATION" You must include a copy of the payment voucher with your NOI. Your NOI will not be considered complete without the payment voucher. 2. Annual Water Quality Fee: This fee is assessed to operators with an active authorization under the general permit on September 1 of each year. The operator will receive an invoice for payment of the annual fee in November of each year. The payment will be due 30 days from the invoice date. A 5% penalty will be assessed if the payment is received by TCEQ after the due date. Annual fee assessments cannot be waived as long as the authorization under the general permit is active on September 1. It's important for the operator to submit a Notice of Termination(NOT)when coverage under the general permit is no longer required.A NOT is effective on the postmarked date of mailing the form to TCEQ. It is recommended that the NOT be mailed using a method that documents the date mailed and received by TCEQ. •Mailed Payments: You must return your payment with the billing coupon provided with the billing statement. •ePAY Electronic Payment Go to httpsJ/www6.tceq.state.tx.us/epay/ You must enter your account number provided at the top portion of your billing statement. Payment methods include Mastercard,Visa,and electronic check payment(ACH). A transaction over$500 can only be made by ACH. INSTRUCTIONS FOR FILLING OUT THE NOI FORM S a 1.TCEQ Issued Customer Number(CN) TCEQ's Central Registry will assign each customer a number that begins with"CN,*followed by nine digits.This is not a permit number,registration number,or license number. • If this customer has not been assigned a Customer Reference Number,leave the space for the Customer Reference Number blank. • If this customer has already been assigned this number,enter the operator's Customer Reference Number in the space provided. 2. Legal Name Provide the legal name of the facility operator,as authorized to do business in Texas. The name must be provided exactly as filed with the Texas Secretary of State(SOS),or on other legal documents forming the entity,that is filed in the county where doing business. You may contact the SOS at 512/463-5555,for more information related to filing in Texas. If filed in the county where doing business,provide a copy of the legal documents showing the legal name. 3.Operator Mailing Address Provide a complete mailing address for receiving mail from the TCEQ. The address must be verifiable with the US Postal Service at www.usps.com.,for regular mail delivery(not overnight express mail). If you find that the address is not verifiable using the USPS web search,please indicate the address is used by the USPS for regular mail delivery TCEQ-20022 Instructions(12/01/2006) Page 2 4.Phone Number f This number should correspond to this customer's mailing address given earlier.Enter the area code and phone number here.Leave"Extension"blank if this customer's phone system lacks this feature. 5.Fax Number and E-mail Address This number and E-mail address should correspond to operator's mailing address provided earlier.(Optional Information) 6.Type of Entity Check only one box that identifies the type of entity Use the descriptions below to identify the appropriate entity type: Individual is a customer who has not established a business, but conducts an activity that needs to be regulated by the TCEQ. Sole Proprietorship—D.B.A.is a customer that is owned by only one person and has not been incorporated.This business may. • be under the person's name • have its own name("doing business as,"or d.b.a.) • have any number of employees Partnership is a customer that is established as a partnership as defined by the Texas Secretary of State's Office. Corporation is a customer that meets all of these conditions: • is a legally incorporated entity under the laws of any state or country • is recognized as a corporation by the Texas Secretary of State • has proper operating authority to operate in Texas. Government-Federal,state,county,or city government(as appropriate) the customer is either an agency of one of these levels of government or the governmental body itself. Other is Estate,Trust,etc. the customer does not fit one of the above descriptions.Enter a short description of the type of customer in the blank provided: 7 Independent Operator Check"No"if this customer is a subsidiary,part of a larger company, or is a governmental entity Otherwise,check"Yes." 8.Number of Employees Check one box to show the number of employees for this customer's entire company,at all locations.This is not necessarily the number of employees at the site named in the NOI. 9 State Franchise Tax ID Number ) Corporations and limited liability companies that operate in Texas are issued a franchise tax identification number.If this customer is a corporation or limited liability company,enter this number here. Federal Tax ID All businesses,except for some small sole proprietors,individuals,or general partnerships should have a federal taxpayer identification number(TIN). Enter this number here.Use no prefixes,dashes,or hyphens. Sole proprietors,individuals,or general partnerships do not need to provide a federal tax ID. TX SOS Charter(filing)Number Corporations and Limited Partnerships required to register with the Texas Secretary of State are issued a charter or filing number. You may obtain further information by calling SOS at 512/463-5555. DUNS Number Most businesses have a DUNS Data Universal Numbering S stem)number issued b Dun and Bradstreet Co .If this customer has one enter it here. Rl 6r `S !x ,t .4; �aaAwti,rov'T3'uY�+.at An annual fee is assessed to each operator holding an active authorization under the general permit on September 1 of each year. Provide the complete mailing address where the annual fee invoice should be mailed. Verify the address with the USPS.It must be an address for delivery of regular mail,not overnight express mail. Also,provide a phone number of the operator's representative responsible for payment of the invoice. Country Mailing Information If this address is outside the United States,enter the territory name,country code,and any non-ZIP mailing codes or other non-U.S.Postal Service features here.If this address is inside the United States,leave these spaces blank r N�" w� - •-� ^' *�. ySS w+,6�WY`er'W �. 5::`'F +Tam a...' *R c•s a. ...#_-42WO Provide the name,title and communication information of the .n that TCE can contact for additional information regarding this application. 1.Regulated Entity Reference Number(RN) This is a number issued by TCEQ's Central Registry to sites(a location where a regulated activity occurs)regulated by TCEQ. This is not a permit number,registration number,or license number. • If this Regulated Entity has not been assigned a Regulated Entity Number,leave this space blank. • If this customer has been assigned this number,enter the operator's Regulated Entity Number. 2.Site/Project Name/Regulated Entity Provide the name of the site as known by the public in the area where the site is located. The name you provide on this application will be used in the TCEQ Central Registry as the Regulated Entity A new regulated entity number is assigned by Central Registry for each new construction Notice of Intent since the area under control of the operator may not be contiguous within a project site. TCEQ-20022 Instructions(12/01/2006) Page 3 3.Site/Project(RE)Physical Address Enter the complete address of where the site is located. This address must be validated through US Postal Service or your local police(911 service)as a valid address. Please confirm this to be a complete and valid address. In some rural areas,new addresses are being assigned to replace rural mute addresses. Please do not use a rural route or post office box for a site location. If a site does not have an actual physical address that includes a street number and street name,enter NO ADDRESS for the street name. Then provide a complete written location access description. For example:"The site is located 2 miles west from intersection of Hwy 290&IH35,located on the southwest corner of the Hwy 290 South bound lane." This includes authorizations for construction projects such as highways and subdivision. Provide the city and ZIP code of the area where the facility is located. This is information is required to complete the processing of your form. 4.Latitude and Longitude Enter the latitude and longitude of the site in either degrees,minutes,and seconds or decimal form.For help obtaining the latitude and longitude,go to: www.tceq,state.tx.us/gis/Orgview.)ttml or www.tgrrasecver,microsgft com/advfiod.aspx,. 5.Description of Activity Regulated In your own words,briefly describe the primary business being conducted at the site. [A description specific to what you are doing that requires this authorization-Do not repeat the SIC Coders Provide a complete mailing address to be used by TCEQ for receiving mail at the site. In most cases,the address,is the same as the operator. If so, simply place a check mark in the box. If you provide a different address,please verify the address with USPS as instructed above for the operator address. OXOtrAtail 4.1 a.:� �0 "9 r�"4` '"�'"-`. i r'f3.K' €ts' =�'*�'.?�`t .1. Indian Country Lands If your site is located on Indian Country Lands,the TCEQ does not have authority to process your application. You must obtain authorization through EPA,Region VI;Dallas. Do not submit this form to TCEQ. Indian Country means(1)all land within the limits of any American Indian reservation under the jurisdiction of the U.S.government,notwithstanding the issuance of any patent,and including rights-of-way running throughout the reservation;(2)all dependent Indian•communities within the borders of the United States whether within the original or subsequently acquired territory thereof,and whether within or outside the limits of a State;and(3)all Indian allotments,the Indian titles which have not been extinguished,including rights-of-way running through the same. Indian Tribe means any Indian Tribe,band,nation,or community recognized by the Secretary of the Interior and exercising substantial governmental duties and powers. 2. Indicate if the NOI is being submitted due to a change in operator. 3. Standard Industrial Classification(SIC)code Provide the SIC code that best describes the construction activity being conducted at the site. Common SIC Codes related to construction activities include:1521 Construction of Single Family Homes;1522 Construction of Residential Bldgs. Other than Single Family Homes;1541 Construction of Industrial Bldgs.and Warehouses;1542 Construction of Non-residential Bldgs.other than Industrial Bldgs.and Warehouses;1611 Highway&Street Construction,except Highway Construction;1622 Bridge,Tunnel,&Elevated Highway Construction;1623 Water,Sewer,Pipeline&Communications,and Power Line Construction. For help with SIC codes,go to: www.osha.gov/oshstats/sicser.html 4. Estimated Area of Land Disturbed Provide the approximate number of acres that the construction site will disturb. Construction activities that disturb less than one acres,unless they are part of a larger common plan that disturbs more than one acre,do not require permit coverage. Construction activities that disturb between one and five acres,unless they are part of a common plan that disturbs five acres or more acres,do not require submission of an NOI. Therefore,the estimated area of land disturbed should not be less than five,unless the project is part of a larger common plan that disturbs five or more acres. "Disturb"means any clearing,grading,excavating,or other similar activities. If you have any questions about this item,please call the storm water technical staff at(512)239-4671. 5.Discharge Information a. The storm water may be discharged directly to a receiving stream or through a MS4*from your site.It eventually reaches a receiving water body such as a local stream or lake,possibly via a drainage ditch. You must provide the name of the water body that receives the discharge from the site(a local stream or lake). b. Identify the classified segment number.Go to the link to find the segment number of the classified water body where wastewater will flow http://www.tceq,state.tx.us/comvliance/monitoring/waterLgpality/data/wgm/viewer/viewer.html TCEQ-20022 Instructions(12/01/2006) Page 4 c. Identify the MS4*Operator name if the storm water discharge is into an MS4. - *MS4 is an acronym for Municipal separate storm sewer system. MS4 is defined as a separate storm sewer system owned or operated by a state, city,town,county,district,association,or other public body(created by or pursuant to state law)having jurisdiction over disposal of sewage,industrial wastes,storm water,or other wastes,including special districts under state law such as a sewer district,flood control or drainage district,or similar entity, or an Indian tribe or an authorized Indian tribal organization,that discharges to water in the state. For assistance,you may call the technical staff of the Water Quality Assessment&Standards Section at 512/239-4671. 6.Edwards Aquifer Rule See maps on the TCEQ website to determine if the site is located within the Recharge Zone,Contributing Zone,or Contributing Zone within the Transition Zone of the Edwards Aquifer at bttp://www.tceq.state.tx.uslcompliance/field_ops/eapD/viewer.html, If the discharge or potential discharge is within the Recharge Zone,Contributing Zone,or Contributing Zone within the Transition Zone of the Edwards Aquifer,a site specific authorization approved by the Executive Director under the Edwards Aquifer Protection Program(30 TAC Chapter 213)is required before construction can begin. The general permit requires the approved Contributing Zone Plan or Water Pollution Abatement Plan to be included as a part of the Storm Water Pollution Prevention Plan. The certification must be answered"Yes"for covers e under the eneral permit. Failure to indicate'Yes"to ALL of the certification items may result in denial of coverage under the general permit. The certification must bear'an original signature of a person meeting the signatory requirements specified under 30 Texas Administrative Code(TAC) §305.44. IF YOU ARE A CORPORATION: The regulation that controls who may sign an NOI or similar form is 30 Texas Administrative Code§305.44(aX1)(see below). According to this code provision,any corporate representative may sign an NOI or similar form so long as the authority to sign such a document has been delegated to that person in accordance with corporate procedures. By signing the NOI or similar form,you are certifying that such authority has been delegated to you. The TCEQ may request documentation evidencing such authority IF YOU ARE A MUNICIPALITY OR OTHER GOVERNMENT ENTITY- _ The regulation that controls who may sign an NOI or similar form is 30 Texas Administrative Code§305.44(aX3)(see below). According to this code provision,only a ranking elected official or principal executive officer may sign an NOI or similar form. Persons such as the City Mayor or County Commissioner will be considered ranking elected officials. In order to identify the principal executive officer of your government entity,it may be beneficial to consult your city charter,county or city ordinances,or the Texas statute(s)under which your government entity was formed.An NOI or similar document that is signed by a government official who is not a ranking elected official or principal executive officer does not conform to §305.44(aX3).The signatory requirement may not be delegated to a government representative other than those identified in the regulation.By signing the NOI or similar form,you are certifying that you are either a ranking elected official or principal executive officer as required by the administrative code. Documentation demonstrating your position as a ranking elected official or principal executive officer may be requested by the TCEQ. If you have any questions or need additional information concerning the signatory requirements discussed above,please contact the Texas Commission on Environmental Quality's Environmental Law Division at 512/239-0600. 30 Texas Administrative Code §305.44. Signatories to Applications. (a) All applications shall be signed as follows. (1) For a corporation,the application shall be signed by a responsible corporate officer. For purposes of this paragraph,a responsible corporate officer means a president,secretary, treasurer,or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation;or the manager of one or more manufacturing,production, or operating facilities employing more than 250 persons or having gross annual sales or expenditures exceeding $25 million (in second-quarter 1980 dollars),if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Corporate procedures governing authority to sign permit or post-closure order applications may provide for assignment or delegation to applicable corporate positions rather than to specific individuals. (2) For a partnership or sole proprietorship,the application shall be signed by a general partner or the proprietor,respectively. (3) For a municipality,state,federal,or other public agency,the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this paragraph,a principal executive officer of a federal agency includes the chief executive officer of the agency,or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency(e.g.,regional administrator of the EPA). TCEQ-20022 Instructions(12/01/2006) Page 5 Texas Commission on Environmental Quality General Permit Payment Submittal Form Use this form to submit your Application Fee only if you are mailing your payment. •Complete items 1 through 5 below. •Staple your check in the space provided at the bottom of this document. •Do not mail this form with your NOI form. •Do not mail this form to the same address as your NOL Mail this form and your check to: BY REGULAR U.S.MAIL BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Quality Texas Commission on Environmental Quality Financial Administration Division Financial Administration Division Cashier's Office,MC-214 Cashier's Office,MC-214 P.O.Box 13088 12100 Park 35 Circle Austin,TX 78711-3088 Austin,TX 78753 Fee Code:GPA General Permit:TXR150000 1. Check/Money Order No: 2. Amount of Check/Money Order: 3. Date of Check or Money Order: 4. Name on Check or Money Order: 5. NOI INFORMATION If the check is for more than one NOI,list each Project/Site(RE)Name and Physical Address exactly as provided on the NOL DO NOT SUBMIT A COPY OF THE NOI WITH THIS FORM AS IT COULD CAUSE DUPLICATE PERMIT ENTRIES. See Attached List of Sites (If more space is needed,you may attach a list.) ) Project/Site(RE)Name: Project/Site(RE)Physical Address: Staple Check In This Space TCEQ-20134 (4/13/2006) Page 1 Notice of Termination (NOT). TCEQ office use only Permit No. for Authorizations under RN. 1110100 ijarsAl TPDES General Permit TXR150000 CN: TCEQ ^..J"'IT" r ' ,•`� 73 , •!R� �^4P,t4� K+,R.�..•e;x ���r-• What is the permit number to be terminated? Processing will be dela ed without the ermit number. TXR15 1 What is the Customer Number(CN)issued to this entity? CN 2. What is the full Legal Name of the current permittee? This must be the current permittee of permit to be terminated. 3. What is the applicant's mailing address as recognized by the US Postal Service? Address: I Suite No./Bldg.NoJMail Code: City• I State: I ZIP Code: Country Mailing Information(if outside USA). Country Code: Postal Code: 4. Phone No.. ( ) Extension: 5. Fax No.. E-mail Address: 3x;• a' tr -h 4 4� .�....1a" 9�..�.« ,«,:4� .�".:.�c.Yi;�".�...::�.�.c"��E��'ks,;'�"i�.w� .s;`.�.e€.�'�.'.� „�.�,s�s�u�.,.'-"• � r��e."^a��t�" ,�t�.t;-r��,�".ct�.'`�.:iS.`���.�'�"',.,..,!���,..�"���r�,Zt�a�'•�'r�l 1 What is the TCEQ Issued RE Reference Number(RN)? RN 2. Name of Project or Site as currently permitted): i,(exarnple:phase and name of subdivision or name of project that's unique to the site) )3. Physical Address of Project or Site as currently permitted: (enter in spaces below) Street Number Street Name: City• ZIP Code: County(Counties if>1): 4 If no physical address(Street Number&Street Name),provide the written location access description to the site: N x,c� ar«s ty ,+." .-k+-,; �$ 7�Aa: h �F`^x '' '�i ' d 8��'�s Sr �� .�I '1�_���i!l� � � '��, t�il.e'fir h.•syx b� 'h�Js u � �� �sJ;,,p .�i� �iJ... s A +yv'� T ��2..✓wi � � ., '+Mi1'u.� +G �y.,F1".n"�, �. 5 v'a a.3` ,.+'�J a. Check the reason for termination: - ®Final stabilization has been achieved on all portions of the site that are the responsibility of the Operator and all silt fences and other temporary erosion controls have either been removed,or scheduled for removal as defined in the SWP3. ®Another permitted Operator has assumed control over all areas of the site that have not been finally stabilized,and temporary erosion controls that have been defined in the SWP3 have been transferred to the new Operator. ❑The activity is now authorized under an alternate TPDES permit. The activi never be an at this site that is re ated under the eneral 't. I, Typed or printed name Title certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true, accurate,and complete. I am aware there are significant penalties for submitting false information,including the possibility of fine and imprisonment for knowing violations. I further certify that I am authorized under 30 Texas Administrative Code§305.44 to sign and submit this document,and can provide documentation in proof of such authorization upon request. Signature: Date:_ (Use blue ink) TCEQ-20023(02/06/2007) Page 1 I ' Notice of Termination (NOT) for Authorizations under TPDES General Permit TXR150000 General Information and Instructions • GENERAL INFORMATION Where to Send the Notice of Intent(NOI): BY REGULAR U.S.MAIL BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Quality Texas Commission on Environmental Quality Storm Water Processing Center(MC228) Storm Water Processing Center(MC228) P.O.Box 13087 12100 Park 35 Circle Austin,TX 78711-3087 Austin,TX 78753 TCEQ Contact list: Application Processing Questions relating to the status and form requirements: 512/239-4671' Technical Questions relating to the general permit 512/239-4671 Environmental Law Division: 512/239-0600 Records Management for obtaining copies of forms submitted to TCEQ: 512/239-0900 Information Services for obtaining reports from program data bases(as available): 512/239-DATA(3282) Financial Administration's Cashier's office: 512/239-0357 or 512/239-0187 Notice of Termination Process: A Notice of Termination is effective on the date postmarked for delivery to TCEQ. When your NOT is received by the program,the form will be processed as follows: I. Administrative Review. The form will be reviewed to confirm the following. • the permit number is provided • the permit is active and has been approved • the entity terminating the permit is the current permittee • the site information matches the original permit record • the form has the required original signature with title and date 2. Notice of Deficiency: If an item is incomplete or not verifiable as indicated above,a phone call will be made to the applicant to clear the deficiency. A letter will not be sent to the pennittee if unable to process the form. 3. Confirmation of Termination: A Notice of Termination Confirmation letter will be mailed to the operator. General Permit(Your Permit) Coverage under the general permit begins 48 hours after a completed NOI Is postmarked for delivery to the TCEQ. You should have a copy of your general permit when submitting your application. You may view and print your permit for which you are seeking coverage,on the TCEQ web site www.tceq.state.tx.us General Permit Forms The Notice of Intent(NOI),Notice of Termination(NOT),and Notice of Change(NOC)with instructions are available in Adobe Acrobat PDF format on the TCEQ web site www.tceq.state.tx.us. Change in Operator An authorization under the general permit is not transferable. If the operator or owner of the regulated entity changes,the present permittee must submit a Notice of Termination and the new operator must submit a Notice of Intent. The NOT and NOI must be submitted not later than 10 days prior to the change in Operator status. TCEQ Central Registry Core Data Form The Core Data Form has been incorporated into this form. Do not send a core data form to TCEQ. After final acknowledgment of coverage under the general permit,the program will assign a Customer Number(CN)and Regulated Entity Number(RN). For Construction Permits,a new RN will be assigned for each Notice of Intent filed with TCEQ,since construction project sites can overlap with other Customers. The RN assigned to your construction project will not be assigned to any other TCEQ authorization. You can find the information on the Central Registry web site at httpsJ/www6.tceq.state.tx.us/epay/ You can search by the Regulated Entity(RN), Customer Number(CN)or Name(Permittee),or by your permit number under the search field labeled'Additional ID'Capitalize all letters in the permit number. TCEQ-20023 Instructions(02/06/2007) Page 1 The Customer(Permittee)is responsible for providing consistent information to the TCEQ,and for updating all CN and RN data for all authorzations as changes occur. For General Permits,a Notice of Change form must be submitted to the program area. Annual Water Quality Fee: This fee is assessed to operators with an active authorization under the general permit on September 1 of each year. The operator will receive an invoice for payment of the annual fee in November of each year. The payment will be due 30 days from the invoice date. A 5% penalty will be assessed if the payment is received by TCEQ after the due date. Annual fee assessments cannot be waived as long as the authorization under the general permit is active on September 1. It's important for the operator to submit a Notice of Termination(NOT)when coverage under the general permit is no longer required.A NOT is effective on the postmarked date of mailing the form to TCEQ. It is recommended that the NOT be mailed using a method that documents the date mailed and received by TCEQ. •Mailed Payments: You must return your payment with the billing coupon provided with the billing statement: •ePAY Electronic Payment: Go to https://www6.tceq.state.tx.us/epay/ You must enter your account number provided at the top portion of your billing statement. Paymentmethods include Mastercard,Visa,and electronic check payment(ACH). A transaction over$500 can only be made by ACH. INSTRUCTIONS FOR FILLING OUT THE NOT FORM 1.TCEQ Issued Customer Number(CN) 2. Legal Name of Operator The operator must be the same entity as previously submitted on the original Notice of Intent for the permit number provided. 3.Operator Mailing Address Provide a complete mailing address for receiving mail from the TCEQ. Update the address if different than previously submitted in the Notice of Intent or Notice of Change. 4.Phone Number,Fax Number,and E-mail Address Provide u. ated contact information. . _ �� :,- l �"`�'��a '�:#i't�"�€it�7a``N :,�'�-i'3' i-' aS1��`��'''k a�;� t3��� "�?��m� i'. `�e��.�O;Y#t�t��� '�''4�"�,`� ';�"- .:?1�.�k'�.^��#�.'�'��,t�� _''.4�r5`���y 1.Regulated Entity Reference Number(RN) j 2.Site/Project Name/Regulated Entity Provide the name of the site as previously submitted in the Notice of Intent for the permit number provided. 3.Site/Project(RE)Physical Address Provide the ph sical address or location access description as.reviously submitted for the permit number provided. 0 Indicate the reason for terminating the permit by checking one of the options. If the reason is not listed then provide an attachment that explains the reason for termination. Please read your general permit carefully to determine when to terminate your permit. Permits will not be reactivated after submitting a termination form. The termination is effective on the datepostmarked for deliv to TCEQ. � pJ ,. ram:;"aFt�`C,"'i 5 The certification must bear an original signature of a person meeting the signatory requirements specified under 30 Texas Administrative Code(TAC) §305.44. IF YOU ARE A CORPORATION: The regulation that controls who may sign an NOI or similar form is 30 Texas Administrative Code§305.44(ax1)(see below). According to this code provision,any corporate representative may sign an NOI or similar form so long as the authority to sign such a document has been delegated to that person in accordance with corporate procedures. By signing the NOI or similar form,you are certifying that such authority has been delegated to you. The TCEQ may request documentation evidencing such authority IF YOU ARE A MUNICIPALITY OR OTHER GOVERNMENT ENTITY The regulation that controls who may sign an NOI or similar form is 30 Texas Administrative Code§305.44(aX3)(see below). According to this code provision,only a ranking elected official or principal executive officer may sign an NOI or similar form. Persons such as the City Mayor or County Commissioner will be considered ranking elected officials. In order to identify the principal executive officer of your government entity,it may be beneficial to consult your city charter,county or city ordinances,or the Texas statute(s)under which your government entity was formed.An NOI or similar document that is signed by a government official who is not a ranking elected official or principal executive officer does not conform to TCEQ-20023 Instructions(02/06/2007) Page 2 §305.44(ax3).The signatory requirement may not be delegated to a government representative other than those identified in the regulation.By signing the NOT or similar form,you are certifying that you are either a ranking elected official or principal executive officer as required by the administrative code. Documentation demonstrating your position as a ranking elected official or principal executive officer may be requested by the TCEQ. If you have any questions or need additional information concerning the signatory requirements discussed above,please contact the Texas Commission on Environmental Quality's Environmental Law Division at 512/239-0600. 30 Texas Administrative Code §305.44. Signatories to Applications. (a) All applications shall be signed as follows. (1) For a corporation,the application shall be signed by a responsible corporate officer. For purposes of this paragraph,a responsible corporate officer means a president, secretary,treasurer;or vice-president of the corporation in charge of a principal business function,or any other person who performs similar policy or•decision-making functions for the corporation; or the manager of one or more manufacturing,production,or operating facilities employing more than 250 persons or having gross annual sales or expenditures exceeding$25 million(in second-quarter 1980 dollars),if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Corporate procedures governing authority to sign permit or post-closure order applications may provide for assignment or delegation to applicable corporate positions rather than to specific individuals. (2) For a partnership or sole proprietorship,the application shall be signed by a general partner or the proprietor,respectively (3) For a municipality,state,federal,or other public agency,the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this paragraph,a principal executive officer of a federal agency includes the chief executive officer of the agency,or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency(e.g.,regional administrator of the EPA). TCEQ-20023 Instructions(02/06/2007) Page 3 CITY OFPEARLAND APPENDIX B APPENDIX B CENTERPOINT SPECIFICATION OF CONDUIT SYSTEM FOR THROUGHFARE STREET LIGHT AND DESIGNATED HIGH DENSITY AREAS 12/2008 FILE COPY ?cot lmatstis4j - - SPECIFICATION FOR INSTALLATION OF CONDUIT SYSTEM FOR TIXROUGIIFARE STREET LIGHT AND DESIGNATED HIGH DENSITY AREAS HOUSTON LIGHTING & POWER COMPANY ENGINEERING DEPARTMENT P. O BOX 1700 HOUSTON, TEXAS 77251 REFERENCE DRAWINGS: REFERENCE SPECIFICATIONS. IIOUSTOtt LIGHTING&POWER COMANY HOUSTON.TEXAS 4 Z-23-99 Added conduit sun for high density arca t/-f4d kgrif WRITTEN 09.13.7) N.T 81;ardi 3 05-25-95 AdJed coardiination procedure. IKTN RKAM UN CHECKED 0943.90 JCD t RKM 2 OS-11-93 Added ankle 8- KTN ILKM UN APPROVED 09.1440 Robecr Boucher I 08-01-91 ^ Revised pull-box. KTN R.KM RFD SHEET 1 OF IG SHEETS NO. DATE ITEMS REVISED DV CH APP 037 I 371 0d3 PCP 1803F(39+1 CONTENTS ITEM NO. TITLE PAGE NO. 1.0 Scope 3 2.0 General 3 3.0 Material furnished by I-1L&P 4 4.0 Pull-box 5 5.0 ' Warning tape 5 6.0 Material furnished by the Customer 5 7.0 Conduits 6 8.0 Conduit install in bridge or elevated roadway 7 9.0 Conduit plugs 7 10.0 Liability 4 Small pull-box 9 Large pull-box 10 Typical street light conduit layout 11 Multiple conduit run street light foundation 12 Street light conduit from manhole 13 Typical terminal pole layout 14 Conduits installed in bridge or elevation roadway 15 Block-out for street light in concrete areas 16 silt-c�s RI?VISION NO.� PEIFI SCCATION NO. 1 r 371 08 SHEET 2 OF 16 f — vcFJeI3Et'?4) 1.0 scow This Specification covers Houston Lighting&Power Company requirements concerning the installation of pull-boxes and conduits for underground electrical service to street lights. Number,size and direction of conduits to be specified on layout at HL&P's discretion. Where there is a conflict between this specification and the HL&P project drawing,the drawing will take precedence. 2.0 GENERAL The following sub-articles state the general procedures to be followed for coordination of conduit system installation: 2.1 For City Of Houston(COH)Contractor installed conduit: COH Street Light Division shall approve proposed street light locations. COH shall forward proposed locations to HL&P HL&P shall design the conduit system and return design to COH for contracting. 2.2 For Metro Contractor installed conduit: Metro shall forward construction drawings to COH Street Light Division for proposed street light locations. COI-I shall submit their approved locations to HL&P. HL&P shall design the conduit system and return design to COH. (For conduit to be located in utility or side lot casements,HL&P will perform the work in conjunction with street light installation,with reimbursement from Metro). 2.3 IUL&P shall require,and note on drawings,when pull-boxes are required at the beginning and ending of each continuous conduit rug,in addition to those areas where pull-boxes are currently required for crossings or distance. 2.4 I•IL&P Street Light Engineering shall attend COI•l/Metro utility coordinating meeting prior to the start of construction. The proposed conduit installation(as well as potential conflicts with existing HL&P facilities)will be reviewed at that time. 2.5 In conjunction with the utility coordinating meeting,Contractor,HL&P representative,Metro Of applicable)and COH or other municipal representativc shall review proposed light locations in the field. 2.6 Contractor will notify HL&P Street Light Engineering,at least 2(two)working days in advance,of Contractor's schedule for conduit installation. HL&P Street Light Engineering will perform inspections throughout Contractor's installation. REVISION NO. 4 I SPECIFICATION NO 007 1 371 OS SHEET 3 OF 16 SHEETS it rca ewe(9441. 2.7 Contractor shall attempt to determine if existing underground utilities or any other obstructions would prohibit HL&P's installation of proposed new street lights. If such obstructions exist,Contractor may revise the proposed location of the light up to 5 feet in any direction within street right-of-way in order to avoid obstructions. For revised street light locations greater than 5 feet in any direction, Contractor must obtain prior approval as follows: For projects being performed for COH,Contractor shall notify the City Inspector, who will notify the COH's Public Works Department. Public Works will review the problem with the City's Street Light Division and HL&P for approval of any changes. (In the case of municipalities other than COH,Contractor shall notify City Inspector who shall notify.appropriate Department of City City shall consult with I-IL&P for approval of any changes) For projects being performed for Metro,Contractor must notify the Metro Inspector,who will in turn contact Metro's Utility Coordination Section. The Utility Coordination Section will review the problem with the CUl-1's Street Light Division(or other municipality if applicable)and HL&P for approval of any changes. 2.8 For ggy contractor-proposed changes to HL&P's conduit system design, Contractor must obtain prior approval from I•IL&P Contractor shall first notify City or Metro Inspector of requested changes,who will in turn notify COH Public Works,other municipality or Metro's Utility Coordination Section. COH Public Works,other municipality or Metro Utility Coordination will review the requested ' changes with HL&P for approval. 2.9 For proposed street lights on bridges or elevated roads,Contractor shall design and install foundations that meet the loading requirements of HL&I'Specification for Galvanized Street Light Standards 007-371-04 For information on pull-boxes and conduit,see Article 8.0. 3.0 MATERIAL FURNISHED I3Y AL&P HL&P shall only furnish the pull-boxes(see Article 4.0)and the warning tape(see Article 5.0). Pull-boxes will not be furnished for installation on bridges or elevated roads. 3 1 The Customers Contractor shall notify I-IL&P Street Light Engineering when pull-boxes and warning tape are required,three working days in advance of planned pickup. Pull-boxes and tape can be obtained Tuesday through 1-nday, excluding holidays,from the Street Light office at Magnolia Park Service Center located at 104 North Greenwood,Houston,Texas. REVISION NO. 4 SPECIFICATION NO. 007 371 03 SHEET 4 QI Ili s1IEETS r pc,wog 3.2 After Contractor's notification,HL&P will provide Contractor with a work order number for reference when picking up materials at Magnolia Park Service Center 4.0 PULL-130X The following sub-aticles state the general requirements for pull-boxes: 4.1 The pull-boxes shall be furnished by FIL&P and shall be installed by the Customer's Contractor as a part of the conduit system. 4:2 Pull-boxes shall be installed in accordance with sheet 9& 10 of this specification. The conduit layout will specify the type of pull-box to be installed. 4.3 At the point of entrance to the pull-box,the conduits shall always have a minimum ground cover as noted on pull-box drawing. Conduit shall nm up a maximum of 5 inches into the pull-box. The bends to be used with the pull-box shall have a minimum radius as shown on pull-box drawing. 5.0 WARNING TAPE 5.1 Warning tape shall be furnished by HL&P and installed by the Customer's Contractor(see sheet 11). 1 5.2 Warning tape shall be installed approximately 12 inches above the street light conduit. 6.0 MATE I4L FURNISHED BY THE CUSTOMER The Customer or Customer's Contractor shall furnish the conduits(see Article 7.0),the conduits and pull-boxes installed in bridges or elevated roadways(see Artical S.0), the conduit plugs(see Article 9.0),and all other materials not furnished by f•IL&P 7.0 CONDUIT The following sub-articles state the general requirements,unless specifically stated otherwise on the layout,for the number,size and installation of the conduit system from the pull-box to the street light or terminal pole. 71 Conduit shall be PVC Nema Tel Schedule 40 or Schedule 80,U.L.label,US trade size,and meet the standards of the National Electrical Code(NEC). Size to be determined by layout. REVISION NO. 4 SPECIFICATION NO. COT 371 1-0-18 SHEET' S Of 16 S11/78TS Per MOE ). --- - l4141J t-Aiif 7.2 A No. 14 Aluminium or Copperlwire rg_Id a fiber pull lint of at least 1200 pounds breaking strength shall be installed in the conduit. Pull line shall be installed in such a manner as to provide adequate access and be free to pull without hindrance. Pull line shall not be glued or permanently attached to conduit in any manner 7.3 The conduit runs shall be made"continuous"with all sections connected from beginning to end,including the conduit crossing the street. 7 4 The conduit shall be placed 3 feet behind curb unless sidewalk is to be installed. Where sidewalks exist,conduit shall be placed up to 6 inches behind the sidewalk (or in grassy area between the curb and the start of sidewalk,where 12 inches or more of grassy area exists). Even though sidewalks exist,HL&P will install street light approximately 3 feet back of curb. Contractor shall therefore provide a block-out area for the street light installation in sidewalk or other concrete area (see sheet 16). 7.5 The conduit shall have a minimum cover of 36 inches from final tirade except as noted on pull-box and manhole drawing,or where city,county or state regulators require a greater depth,and shall consist of PVC conduit. 7.6 For the burial of street light conduits crossing under driveways or sidewalks, schedule 40 PVC or better is required. When crossing under streets,the conduit shall be PVC conduit schedule 80. 7.7 For terminal pole source locations specified on the layout,the bend of the conduits at the terminal pole shall be 90 degrees,24 inch radius bend,schedule 40 PVC conduit. This bend shall be brought to the face of the pole and stubbed out approximately 12 inches above the final grade(see sheet I4). 7.8 For pad mounted transformer source locations specified on the layout,conduit shall be brought to within 1 foot of transformer pad,opposite the small notch"V" on the pad,stubbed out approximately 12 inches above the final grade. 7 9 For secondary pedestal source locations specified on the layout,conduit shall be brought to within 1 foot of pedestal and stubbed out approximately 12 inches above the final grade. 7 10 For manhole source location,the conduit shall enter the manhole a minimum of 12 inches from the inside ceiling or as specified on the layout. A ductbcll terminator will be installed in the manhole wall for conduit termination. HL&P shall be notified 48 hours poor to the actual coring of the manhole wall so that HL&P can verify the location in each manhole to be penetrated. HL&P will stand-by only during the actual coring. The contractor shall do the coring and - REVISION NO. 4 SPECIFICATION NO. 007 371 o f sH[Er 6 OF 16 SHEETS { WOE J, • installation of the ductbell terminator. The contractor shalt seal around the ductbcll terminator with packaged,dry,rapid hardening cementitious material conforming to ASTM C928-80 specifications,to ensure a water tight seal. 8.0 CONDUIT INSTALLED IN BRIDGE OR ELEVATED ROADWAY Customer or Customer's Contractor shall be responsible for designing,furnishing and installing the conduits and pull-boxes. The pull-boxes should be located to provide l3L&P personnel safe and reasonable access,without using ladders or other special equipment,for cable installation,inspection and maintenance. Where them are junction- boxes in addition to the pull-boxes,reasonable access shall also be provided. 8.1 The conduit shall be at least 2 inches,in diameter and meet all requirements of the latest National Electrical Code(NEC)and National Electrical Safety Code (NESC). 8.2 The conduits shall run to each street light location. The conduits shall be arranged to allow the source conductor to be pulled in and out of each street light location or Contractor shall provide junction-boxes on main conduit run at each street light location and run tap conduit to the street light location(see sheet 15 for examples of conduit runs). 8.3 A#14 Aluminium or Copper wire and a fiber pull line of at least 1200 pound breaking strength shall be installed in the conduit. Pull line shall be installed in such a manner as to provide adequate access and be free to pull without hindrance. Pull line shall not be glued or permanently attached to conduit in any manner 8.4 The pull-boxes used to pull the main circuit cable through the conduit system shall have a minimum opening of 15"x 15"x 12" 8.5 Junction boxes used as tap location shall meet all 'requirements of the latest NEC. 9.0 CONDUIT PLUGS Plugs shall be installed on the conduit terminator points at the time the conduits arc installed. REVISION NO. 4 L SPECIFICATION NO. ( - 1 007 371 OS sHE£r 7 OF 16 SIII ETS I0.0 LIABILITY 10 1 Upon completion of the conduit installation,the Customer(or Customer's Contractor)shalt forward to HL&P Street Light Engineering notification in writing from a City or County Inspector that the installation meets HL&P Specifications. In addition,Customer shall provide HL&P with as-built drawings (showing conduits,pull-boxes,blockout,etc.). 10.2 The Customer shall be responsible for either(1)correcting any violations of said Specifications and clearing any blockage or repairing any breaks within the street light conduits prior to street lights and circuit installation by HL&P,or(2) reimbursing HL&P for correcting violation. 10.3 Upon installation of street lights,with the exception of street lights on bridges or elevated roadways,HL&P shall furnish,install,own,and at all times have complete control over said street light service conduit system and shall be responsible for the location and maintenance thereof. Maintenance of conduit systems on bridges or elevated roadways will be the Customer's responsibility REVISION NO. 4 SPECIFICATION NO. l._ ( 371 UB 1 SHEET 8 OF 16 SHEETS STREET LIGHT CONDUIT STREET LIGHT (SEE NOTE 31 CONDUIT / 1 '-2" MAX. PULLBOX A COVER (BY HLWP CO. ) FINAL GRADE (SEE NOTE 11 LT ' lanagAr � o z H o 9 1/2" RADIUS 90° BEND SMALL PULL BOX Qi GRADE AT TIME OF INSTALLATION SHALL BE CONSIDERED DEVELOPER'S FINAL GRADE. 0 TIUS PULL—BOX CAN BE INSTALLED IN DRIVEWAYS AND PARKING LOTS BUT NOT IN STREET. 03 THE NUMBER, SIZE AND DIRECTION OF CONDUITS TO BE SPECIFIED ON NLLP CONDUIT LAYOUT. • REYIS ON ND7-1-4JsPECzF MAT ION No. [ 007 371 0rjs,EET 9 of 16 s1 CLCTS ..1 1.1., PULLBOX & COVER DEVELOPER'S (FURNISHED BY HAP AND FINAL GRADE INSTALLED BY CONTRACTOR ) 00\ r 3'-2 1/8" //// . : „ ,.. ... pr....4. 2 1-0" 4*1 r MIN. ► � o \$ $.:) N 'L ,r\ In �� ' . . ' Atfozer- ti c STREET LIGHT CONDUITS 24" RAO. Y 90° BEND 3'-2 1/8" 0 STREET LIGHT CONDUITS 0 `/ p if - = P i ° 'I M LARGE PULL BOX 0 GRADE AT TIME OF INSTALLATION SHALL BE CONSIDERED DEVELOPER'S FINAL GRADE. 0 WHEN INSTALLING PULL BOXES IN INCIDENTAL TRAFFIC LOAUING AREA, DEVELOPER'S FINAL GRADE REFERS TO THE SURFACE OF THE PAVEMENT, 03 THE NUMBER, SIZE AND DIRECTION OF CONDUITS TO BE SPECIFIED ON HLtP CONDUIT LAYOUT. 4 THIS PULL-BOX CAN BE INSTALLED IN DRIVEWAYS AND PARKING LOTS BUT NOT IN STREET. • rtutsrorr r17. 41SPECIFICIITION NO. 007 371 1 00 sacs 10 of 16 %la { t r .>\ /)\Y >\// . . j /. i �i i " /\ z x WARNING TAPE -- N TYPICAL STREET LIGHT CONDUIT LAYOUT Rev IS10rJ NO. — SPtCIFLCAi1di N0. 007 371 08 Srr¢ET 11 OF_16 $NESTS .S.L..�.LT Innn9 di, 1 1 '-6" TO 2'-0" 4 1/4" TO 6 1/2" E--F---1 I I I :0.7 .:17,1 0 'GRADE LINE is am : in, /A` i l l I I i ;i •k/‘ ;.I el 7\e/4 iu = i L' •;.z.v. CONDUITS AN!' .1 \ I I ?�� 11 ' IHI O MULTIPLE CONDUIT RUN IN STREET LIGHT FOUNDATION () GRADE AT TIME OF INSTALLATION SHALL BE CONSIDERED DEVELOPER'S FINAL GRADE. • 0 THE OUANTITY, SIZE AND DIRECTION OF CONDUITS TO BE SPECIFIED BY ENGINEERING DEPARTMENT Q SEE ACCOMPANING HL&P STANDARDS FOUNDATION FOR ACTUAL SIZE AND ANCHOR BOLT POSITION. Rev tston to. 4E-;—IcnhIou to. 1 007 371 OinseET 12 cF 16 5/ECU CITY OF PEARLAND APPENDIX C APPENDIX C GEOTEST ENGINEERING, INC. - GEOTECHNICAL INVESTIGATION - MAGNOLIA ROAD OVERPASS AT BURLINGTON NORTHERN SANTA FE RAILWAY 12/2008 GEOTECIINICAL INVESTIGATION MAGNOLIA ROAD OVERPASS AT.BURLINGTON NORTHERN SANTA FE RAILWAY CITY OF PEARLAND,TEXAS REPORT NO. 1140124201 Prepared for DANNENBAUM ENGINEERING CORPORATION Submitted by. GEOTEST ENGINEERING,INC. Houston,Texas Key Map No. 615 T k GEOTE ST ENGINEERING, INC..s, v?.tom. t,.. Gsotechnleal Engineers&Materials Testing `', -V-• 5600 Bintliff Drive Houston,Texas 77036 Telephone:(713)266-0588 Fax:(713)266-2977 Report No.1140124201 February 7,2003 Dannenbaum Engineering Corporation 3100 West Alabama Houston,Texas 77098 �� 1.�,A 15 is pie Attention: Mr.John R.Speed,P.E. p�� Project Manager CO ZOOS eo r�� Reference: GeotechnicaI Investigation "' � r ..+r, Magnolia Road Overpass at Burlington Northern ‘Se Santa Fe Railway I \,+ City of Pearland,Texas G l (F i. Ct.' Dear Mr.Speed: Submitted herein is a final report of the geotechnical investigation for the proposed overpass (4-lane bridge)along Magnolia Road over Burlington Northern Santa Fe Rail Road near S.H.35 This report presents the recommendations for the design of drilled shafts and driven full displacement piles for support of the proposed bridge, recommendations for the design of MSE retaining walls and ramp embankments,drainage easement and the associated underground storm sewer. This report supersedes all previously submitted reports and transmittals for the referenced project.The study was authorized by your letter of notification to proceed dated May 8,2002. We appreciate this opportunity to be of service to you. Please call us if you have any questions regarding this report,or if we can be of further assistance. 4 ZtUt Sincerely, .�P�, "� "rF' 4, GEOTEST ENGINE J'}] ►"• , I' +�.R{ ^"'"" NN..MM..NN.M...MS ' "%HNNY Y.N.MOK p M..........M.... N.,..0s Johnny Y .Mok,P.E. -0 /4"P Project Manager '9�R �oM u����� 88 • tea•- a'.• '1. ce ew., dr Kuo-Chi `Frank"L' P i'K': 'z' e* A Sr.Vice President E£=°�' .'.•`'N`."UN .0 l'�`= GS�O1 r! „Thfig FL\jm -. "",'-.:;�� Copies Submitted. (5) `� - ;..`:_PC2IREPORTS2w012a201.DOC ��, . TABLE OF CONTENTS Page EXECUTIVE SUMMARY at• •••• 1 1.0 INTRODUCTION 11 General 3 1.2 Project Description 3 1.3 Scope of Work 3 2.0 FIELD EXPLORATION 2.1 General 5 2.2 Sampling Methods ... 5 2.3 Photoionization detector(PID)Tests 6 2.4 Groundwater Observations 6 2.5 Borehole Completion. 7 3.0 LABORATORY TESTING 8 4.0 GENERAL SITE CONDITIONS 4.1 Site Geologic Conditions 9 4.2 Subsurface Conditions 10 4.2.1 Magnolia Road Bridge Overpass(Borings B-1 thru B-6) ... 10 4.2.2 Drainage Easement(Borings B-7 thru B-10) 11 4.3 Groundwater Conditions ... 11 5.0 BRIDGE FOUNDATION RECOMMENDATIONS 5 1 Recommended Foundation Types 12 52 Minimum Embedment Requirement ... 12 5.3 Axial Capacities of Drilled Shafts and Driven Piles 13 5.4 Group Effects 14 5.5 Settlement 14 5.6 Lateral Capacity 14 6.0 APPROACH RAMP EMBANKMENT RECOMMENDATIONS 6.1 General 16 6.2 Allowable Bearing Pressures ... 16 6.3 Overturning Stability 18 6.4 Sliding Stability 18 6.5 Global Stability 19 6.6 Embankment Settlement. ..... 20 7.0 DRAINAGE EASEMENT RECOMMENDATIONS 7.1 Slope Stability Analyses 22 7.2 Method of Analyses 22 7.3 Soil Parameters and Water Level 23 7.4 Loading Conditions ..... 24 7.5 Factors of Safety of the Proposed Slope. 24 7.6 Conclusions and Recommendations 24 7.7 Slope Protection. 25 8.0 STORM SEWER RECOMMENDATIONS 26 8.1 Trench Stability 26 8.2 Lateral Earth Pressure Diagrams 28 8.3 Hydrostatic Uplift Resistance 28 8.4 Excavation Dewatering 29 8.5 Bedding and Borkfill 29 9.0 CONSTRUCTION CONSIDERATIONS 9.1 Drilled Shaft Foundation Installation.. 30 9.2 Driven Pile Foundation Installation 30 9.3 MSE Retaining•Wall Construction 31 9.4 Embankment Fill Consideration. 31 9.5 Construction Inspection 32 10.0 PROVISIONS 33 ILLUSTRATIONS Figure Project Vicinity Map Plan of Borings 2.1 thru 2.5 Boring Log Profile 3.1 and 3.2 Symbols and Abbreviations used on Boring Log Profile.. 4 Skin Friction Design—Drilled Shaft Design(Accumulative Graphs) 5.1 thru.5.6 Skin Friction Design--Driven Pile Design(Accumulative Graphs) ... 6.1 thru 6.6 Point Bearing Design—Drilled Shaft Design 7.1 thru 7.6 Estimated Time Rate of Settlement For The West Side MSE Wall 8 Estimated Time Rate of Settlement For The East Side MSE Wall.... ..... 9 Trench Support Earth Pressure 10.1 and 10.2 Stability of Bottom for Braced Cut 11 Lateral Earth Pressure .. ... 12.1 and 12.2 Shaft Uplift Pressure and Resistance 13 TABLES Table Soil Parameters Used for Slope Stability Analyses of West Side MSE Wall... 1 Soil Parameters Used for Slope Stability Analyses of East Side MSE Wall ... 2 Geotechnical Design Parameters Summary—Open Cut Excavation... 3 APPENDIX A Logs of Borings ..... A-1 thru A-10 Symbols and Terms Used on Boring Logs. A-11 APPENDIX B Summary of Laboratory Test Results. .......... B-1 thru B-10 Grain Size Distribution Curves ... B-11 thru B-15 Consolidation Test Results ..... B-16 and B-17 APPENDIX C WinCore Soil Strength Analysis—Drilled Shaft Design.. C-1 thru C-6 WinCore Soil Strength Analysis—Piling Design C-7 thru C-12 7 � APPENDIX D Slope Stability Analyses Results for Drainage Easement ......... D-1 thru D-6 APPENDIX E Results.of MSE Wall Analyses ... E-1 thru E-6 EXECUTIVE SUMMARY Geotest Engineering, Inc. has completed a geotechnical investigation for Dannenbaum Engineering Corporation to explore subsurface conditions for the proposed overpass(4-lane bridge) along Magnolia Road over Burlington Northern Santa Fe Rail Road near State Highway 35 in the City ofPearland ofBrazoria County,Texas.The overpass is about 800-foot long with MSE walls to be installed on both sides of the bridge embankment. This project also consists of a proposed drainage easement of about 2600 feet long located to the north of the proposed bridge overpass as well as underground storm sewer along the service road. This report presents geotechnical recommendations for 1)design and constructions of drilled shafts and driven full displacement pile foundations to support the bridge structure, 2) design of MSE retaining walls and embankments, 3) design of drainage easement and 4) design of underground storm sewer along the service road. In addition to the above recommendations, information on subsurface conditions along the proposed bridge structure and drainage easement will also be presented.The principal findings of this investigation are summarized as below. 1. The fill material consisting of sandy clay,gravel and sand up to 1 foot was encountered in borings B-3 and B-6. Beneath the fill material or the natural ground surface the subsurface soil consists of stiff to hard gray,yellowish brown and reddish brown clay, sandy/silty clay interbedded with loose to medium dense gray and brown fine sand with silt and silty sand to a depth of 38 feet. Between the depths of 30 and 38 feet predominantly cohesionless soil consisting of dense to very dense gray andbrown silty fine sand and fine sand with silt was encountered on the proposed bridge area as indicated in borings B-2 and B-5 Very stiff to hard reddish brown,gray and yellowish brown clay and silty clay was encountered between the depths of 53 and 75 feet,the termination depth of deep borings. Subsurface soil conditions along the alignment of the drainage easement,as revealed by borings B-7, B-8, B-9 and B-10, were found to consist of stiff to very stiff clay to depths of 13 to 18 feet,underlain by stiff to very stiff silty clay that extends to the 1 terminal depth of 20 feet.Loose to medium dense silty fine sand was encountered in • borings B-8 and B-9 beneath the clay stratum to the terminal boring depth of 20 feet. Silty clay soil was encountered at depths 13 feet and 18 feet below the existing grade in borings B-7 and B-10,respectively Clay stratum was encountered laboring B-10 at 18 feet below grade. 2. Groundwater was encountered during drilling operations at depths ranging from 13 to 18 feet below the existing ground surface. The groundwater was observed at depths ranging from 2.9 to 10.2 feet below grade after completion of drilling. 3. The geotechnical recommendations for the design and construction of drilled shafts and driven full displacement pile foundations for support of the proposed overpass(4-lane bridge)are discussed in Section 5.0,`Bridge Foundation Recommendations" 4 The geotechnical recommendations for the design of MSE retaining walls and approach embankments are discussed in Section 6.0, "Approach Ramp Embankment Recommendations" 5. The geotechnical recommendations for the design of drainage easement are discussed in Section 7.0,"Drainage Easement Recommendations" 6. The geotechnical recommendations for the underground storm sewer are discussed in Section 8.0,"Storm Sewer Recommendations" 7. The drilled shaft foundation installation and driven pile foundation installation are discussed in Section 9 0,"Construction Considerations". 2 • 1.0 INTRODUCTION 1.1 General Geotest Engineering, Inc. has completed a geotechnical investigation for Dannenbaum Engineering Corporation to explore subsurface conditions for the proposed overpass(4-lane bridge) along Magnolia Road,drainage easement and underground storm sewer along the service road in the City of Pearland of Brazoria County,Texas. The project vicinity map is shown on Figure 1. 1.2 Project Description The proposed overpass along Magnolia Road over Burlington Northern Santa Fe Rail Road near S.H.35 with approach embankment/retaining wall is located in the City of Pearland ofBrazoria County,Texas.MSE wall will be installed on both sides of the bridge embankment. The length of the bridge is about 800 feet. The project also involves a proposed drainage easement of about 2600 feet long located to the north of the proposed bridge overpass and underground storm sewer along the service road. 1.3 Scope of Work The purposes of this study were to investigate subsurface conditions for the proposed new bridge along Magnolia Road over Burlington Northern Santa Fe Rail Road near S.H. 35 and to develop geotechnical reconunendations for the design of the bridge foundations and bridge approach embankments. Furthermore,the project also consists of the design of a proposed drainage easement of about 2600 feet long located to the north of the proposed bridge as well as underground storm sewer along the service road.The scope of this investigation was based on TxDOT requirements and information provided to us. Tasks performed as part of the scope of investigation included the following: 1 Drill ten (10) soil borings to depths ranging from 20 to 75 feet, to investigate the subsurface soil stratigraphy and obtain soil samples for laboratory testing. 3 2. Perform screen soil samples testing using a photoionization detector (Pp) for the presence of volatile compounds for borings B-1 through B-5. 3. Perform laboratory tests on recovered soil samples to measure their physical, shear strength,and consolidation characteristics. 4 Perform engineering analyses to develop design recommendations for the proposed bridge foundations. 5. Perform engineering analyses for the stability of the proposed MSB retaining wall design including settlement and slope stability analyses for the bridge approach embankments. 6. Perform engineering analyses to develop design recommendations for the proposed drainage easement and underground storm sewer. The following sections document the field exploration, laboratory program, general site conditions and our engineering analyses and recommendations. 4 2.0 FIELD EXPLORATION 2.1 General Subsurface conditions for the proposed overpass(4-lane bridge)along Magnolia Road over Burlington Northern Santa Fe Rail Road near S.H. 35 were investigated by drilling ten(10) soil borings,designated as B-1 through B-10.The depth of the drilled borings ranged from 20 to 75 feet. These borings were drilled in accordance with TxDOT requirements. All the borings were drilled with a marsh buggy mounted drilling rig. The approximate locations of borings are shown on Figures 2.1 thru 2.5 The survey information(Station no.,offset and ground surface elevation)of the drilled soil borings and plan of borings were provided by Dannanbaum Engineering Corporation. 2.2 Sampling Methods The soil samples of borings B-I through B-10 were obtained continuously in cohesive soils between the TxDOT Cone Penetrometer Tests. The TxDOT Cone Penetrometer Tests were performed at approximate 5-foot intervals throughout the depth of each boring with the exception of borings drilled along the proposed alignment of the drainage easement. Each sample was removed from the sampler in the field,carefully examined and logged by an experienced soils engineer or technician. Results of the tests are recorded as the number of blows for the first and second 6 inches of penetration at the respective test depths on the boring logs. Samples of cohesive soils were obtained a 3-inch diameter thin-walled tube sampler in general accordance with ASTM Method D 1587. Granular soils were sampled every 5 to 10 feet with a 2-inch split-barrel sampler in general accordance with ASTM Method D 1586. Each sample was removed from the sampler in the field by our soils technician,carefully examined,and classified according to the Unified Soil Classification System (USCS). Suitable portions of each sample were wrapped and sealed in the field and transported to Geotest's laboratory The shear strength of cohesive soil samples was estimated in the field using a calibrated hand penetrometer.Detail descriptions of the soils encountered,together with recorded blow counts from TxDOT Cone Penetrometer Tests are provided on the TxDOT WinCore logs presented on Figures A-1 through A 10 in Appendix A. A key to symbols and terms used on the boring logs is given on Figure A 11 in Appendix A. 5 I 2.3 Photoionization Detector(PID)Tests Photoionization detector(PID)tests were performed in the field to evaluate the potential of contamination in the form of organic vapor.(PM)tests were performed in borings B-1 through B-5 from surface to a maximum depth of 33 feet below grade. These borings are located in the area previously known as steel fabrication facility near the northwest corner of the intersection of Santa Fe Railway and existing Magnolia Road.However detailed environmental study is beyond the scope of this project.Results of the(PID)tests are presented in the following table. Summary of Photoionization Detector(PID)Tests Results Concentration in(ppm) SAMPLE LOCATION DEPTH BORING NO. (Fr) B-1 B-2 B-3 B-4 B-5 0-2 3.5 - - 1.5 1.7 24 3.4 3.6 1.8 1.5 3.0 4-5 3.4 _ 3.6 1.5 13 2.2 i 6.5-8 3.2 3.9 1.1 1.3 1.9 - 8-10 3.5 3.8 0.6 0.4 2.8 11.5-13 3.5 3.6 0.9 0.5 2.8 13-15 4.1 3.1 2.2 0.6 2.7 16.5-18 4.4 3.8 1.8 1.4 2.7 ' 18-20 4.4 3.6 2.7 - 3.1 21.5-23 3.9 3.4 1.8 1.4 1.4 23-25 3.3 3.4 1.4 0.8 1.5 26.5-28 32 3.7 1.4 0.8 2.4 28.5-30 - 3.6 1.4 0.7 2.4 31.5-33 - 3.8 - - - k 2.4 Groundwater Observations Measurements of the depth to water were taken in the open boreholes during drilling as well as before and after the completion of drilling. The results of these observations are noted at the bottom of the boring logs. 6 2.5 Borehole Completion After taking measurements of the depths to groundwater at each boring location,each of the open boreholes was grouted with cement-bentonite grout after completion of drilling operation. 7 r- 3.0 LABORATORY TESTING A laboratory test program was developed to measure pertinent physical properties,and shear strength and consolidation characteristics of representative samples collected from the field exploration. Classification tests were performed on selected samples to aid in soil classification. All tests were performed in accordance with ASTM procedures. Undrained shear strengths of selected cohesive soil samples were measured by unconfined compression and unconsolidated undrained (UU)triaxial compression tests. Shear strengths of cohesive samples were also estimated in the field by using a calibrated handpenetrometer,and in the laboratory with a Torvane. Moisture content and dry unit weight were measured for each-unconfined compression and UU triaxial compression test sample. Moisture content measurements were also conducted on most samples to identify the moisture profile at each boring location. Liquid and plastic limit tests were performed on selected cohesive and semi-cohesive samples to measure soil plasticity characteristics and to aid in soil classification. Sieve analysis and hydrometer tests were performed on selected samples to provide information on grain size distribution. Consolidation characteristics of selected cohesive samples were measured to provide a basis for estimating settlements, and for predicting the time-rate of settlement. Two one-dimensional consolidation tests, with a hysteresis loop and a measured final rebound were performed in accordance with ASTM D 2435. Results of the laboratory tests are tabulated in Appendix B,on the Si,mmary of Laboratory Test Results,Figures B-1 through B-10. Grain size distribution curves based on results from sieve analysis and hydrometer tests are presented graphically on Figures B-11 through B-15. Presented on Figures B-16 and B-17 are the results of one-dimensional consolidation tests,shown as curves of void ratio,e vs.vertical pressure,p,and coeffecient of consolidation,C,,,vs.vertical pressure,p. 8 4.0 GENERAL SITE CONDITIONS 4.1 Site Geologic.Conditions The project site is located in the City of Pearland at Brazoria County,Texas.The geology of the project site is characterized by a flat,featureless,treeless coastal plain threaded by relict river channels. Soils encountered at the project site are characteristic of the levee,backswamp,coastal marsh,and mudflat depositional environments of the Beaumont Formation. Clays,silts,and sands of the Beaumont Formation were deposited mainly by rivers and deltas that were formed by shifting of the river mouths along the coast. The alluvial deposition is characterized by over-consolidated clays with interlaminated sands,silts,and clays deposited on levees and floodplains,backswamp and marsh environments. Sand bodies are generally elongated parallel to the direction of stream flow, the direction of maximum transmissivity for ground water flow The portion of the Beaumont Formation underlying the site is known as Beaumont Stippled and consists primarily of clay formed from interdistributary muds,abandoned channel-fill muds,and overbank fluvial muds. Thickness of the Beaumont Formation is typically about 200 feet The clays of the Beaumont Formation are overconsolidated, primarily as a result of dessiccation. As the clay became exposed to the surface, water began moving from within the ground toward the surface, where it evaporated. This process reduces the near-surface moisture content of the soil and creates a capillary tension in the pore water of the soil. This tension,or negative pore water pressure, increases with decreasing moisture content of the soil and acts to consolidate the soil. As rainfall returns moisture to the environment,the clays swell. During the swelling process the clays are free to swell more in the vertical direction than horizontally The effective stress is therefore greater in the horizontal direction than in the vertical direction,resulting in an anisotropic state of stress. The silty fine sand and fine sand encountered(between El.9.3 ft.and El.—10.7 ft.MLT)is characterized as deposits that are consistent in soil gradation,predominantly fine-grained sands.The clay and silty clay soils encountered below the silty fine sand and fine sand(below El.—7.1 ft.to EL 30.6 ft. MLT) represent deposits that have variations in their color, structure, and composition. 9 Pleistocene-age clays and silty clays deposited in this area are normally consolidated to slightly over- consolidated. Various mineral impregnations are associated with the Beaumont lithology. Primary among these are the ferruginous-iron-based and calcareous minerals, which include calcium carbonate. These minerals impart an acidic or alkaline characteristic to soils. 4.2 Subsurface Conditions Graphical representations of the major strata encountered in the borings drilled along the alignment of the proposed bridge overpass and drainage easement are presented on boring log profiles as shown in Figures 3 1 and 3.2. To the left of each boring shown on the profile is an indication of fhe consistency or density of soils within each stratum. For cohesive soils,consistency is related to the undrained shear strength of the soil. Consistency of granular soils is related to the relative density of the soil. To the right of each boring shown on the profile is the USCS classification of the soil within each stratum. The symbols and abbreviations used on the boring log ) profile are given on Figure 4 4.2.1 Magnolia Road Bridge Overpass(Borings B-1 thruB-6) As indicated on the boring log profile, Figure 3.1, fill material consisting of sandy clay, gravel and sand up to lfoot was encountered in borings B-3 and B-6.Beneath the fill material or the natural ground surface the subsurface soil consists of stiff to hard gray and yellowish brown,reddish brown clay, sandy/silty clay interbedded with loose to medium dense gray and brown fine sand with silt and silty sand to a depth of 38 feet. Between the depths of 30 and 38 feet,predominantly cohesionless soil consisting of dense to very dense gray and brown silty fine sand and fine sand with silt was encountered on the proposed bridge area as indicated in borings B-2 and B-5 Very stiff to hard reddish brown,gray and yellowish brown clay and silty clay was encountered between the depths of 53 and 75 feet, the termination depth of deep borings. The clays are of high to very high plasticity with liquid limits ranging from 50 to 98 percent and plasticity indices ranging from 29 to 64 percent. The sandy/silty clays are of low to medium 10 plasticity with liquid limits ranging from 23 to 41 percent and plasticity indices varying from 5 to 29 percent. The percent fines(percent passing No.200 sieve)of the cohesionless soil ranges from 6 to 11 percent for fine sand with silt,silty fine sand ranges from 20 to 48 percent,sandy silt varies from 50 to 55 percent and silt ranges from 81 to 87 percent. 4.2.2 Drainage Easement (Borings B-7 thru B-10) The major strata encountered in the borings drilled along the drainage easement are presented on boring log profile as shown on Figure 3.2. The subsurface soil conditions along the alignment of the drainage easement were found to consist of stiff to very stiff clay to depths of 13 to 18 feet,underlain by stiff to very stiff silty clay that extends to the terminal depth of 20 feet.Loose to medium dense silty fine sand was encountered in borings B-8 and B-9 beneath the clay stratum to the terminal boring depth of 20 feet. Silty clay soil was encountered at depths between 13 and 18 feet below the existing grade in borings B-7 and B-10,respectively A clay stratum was encountered in boring B-10 at depths between 18 and 20 feet below grade. The clays are of high to very high plasticity with liquid limits ranging from 82 to 57 percent and plasticity indices ranging from 53 to 35 percent. The silty clays are of low to medium plasticity with liquid limits ranging from 38 to 27 percent and plasticity indices varying from 21 to 8 percent. The percent fines(percent passing No.200 sieve)of the cohesionless soil ranges from 46 to 48 percent for silty fine sand. 4.3 Groundwater Conditions Groundwater was first encountered during drilling operations at depths ranging from 13 feet to 18 feet below the existing ground surface. The groundwater was also observed at depths ranging from 2.9 to 10.2 feet below grade after completion of drilling. However, groundwater levels are likely to fluctuate due to changes in seasonal climate and rainfall amounts, impacts due to construction activities,changes in area drainage. 11 5.0 BRIDGE FOUNDATION RECOMMENDATIONS 5.1 Recommended Foundation Types Based on the subsurface conditions revealed by the test borings,the bridge foundations can be supported on either cast-in-place drilled shafts or driven prestressed precast concrete piles. If piles are to be installed to any appreciable depth into the dense to very dense sediments, a pile driveability analysis should be performed.Such analysis will help in evaluating the pile stiffness- hammer combination best suited for pile installation by driving.Design of the bridge foundations should ensure adequate axial and lateral capacities of the drilled shaft foundations or driven piles under consideration. Capacity curves for both drilled shafts and driven piles are presented and discussed in the following sections. 5.2 Minimum Embedment Requirement We recommend that design of the shafts or piles consider the following minimum embedment requirements: • The shafts or piles should have a depth of embedment adequate for support of the imposed axial and lateral loads. • Computation of design capacities of the shafts or piles should provide for reductions in capacities due to construction-related disturbance and shrink-swell of surficial soils with changes in moisture. • Shafts and piles should penetrate into the base stratum(the stratum in which the shaft tip is placed)at least 2 times their diameter or width. • If a weaker stratum exists below the base stratum (the stratum in which the shaft tip is placed),a punch-through(punch shear failure)analysis should be conducted. 12 5.3.Axial Capacities of Drilled Shafts and Driven Piles Allowable axial capacities were computed for cast-in-place drilled shafts and driven full- displacement piles(i.e.,prestressed precast concrete piles)for each of the bridge boring locations using TxDOT WinCore(Version 2.03)software. The WinCore software was developed by TxDOT • to compute pile capacities based on design methods included in the TxDOT Geotechnical Manual, October 2000. The program computes allowable axial capacity based on a safety factor of at least 2.0 for skin friction and end bearing. Allowable axial capacities of cast-in-place drilled shafts should be computed based on the sum of the allowable skin friction acting on the side area of the shaft plus the allowable point bearing, acting on the end area of the shaft. It should be noted that TxDOT Houston District limits the end bearing to 2.0 tsf,for shafts with diameters over 24 inches and less than or equal to 60 inches. End bearing is neglected in the design of shafts with diameters less than, or equal to 24 inches. TxDOT Houston District practice calls for computation of allowable axial capacities of driven piles based on the accumulative allowable skin friction acting on the side area of the pile,without any contribution due to point bearing. Values of accumulative skin friction for drilled shafts and driven full-displacement piles are based on unit skin friction values computed from laboratory triaxial tests(TAT)for cohesive soils,and from TxDOT cone penetrometer(TCP)tests for coliesionless soils and for cohesive soils when TAT data are not available. The computed unit skin friction values are subject to a maximum value of 1.25 tsf in accordance with TxDOT Houston District practice. A soil reduction factor(SR)of 0.7 was applied to the computed values of allowable skin friction for drilled shaft design. Allowable axial capacity for cast-in-place drilled shafts,installed at the location along the alignment of Borings B-1 through B-6 should be computed using the curves of accumulative static frictional resistance(in tons/ft of perimeter)as presented on Figures 5.1 through 5.6,and curves of allowable unit point bearing as presented on Figures 7.1 through 7.6. The allowable point bearing for a given shaft size should be computed based on the value of allowable unit point bearing(in tsf), at the design penetration,times the end area of the shaft. Allowable axial capacity for driven full- displacement(precast concrete)piles,installed at the location of borings B-1 through B-6 should be computed using the curves of accumulative static frictional resistance(in tons/ft of perimeter)as presented on Figures 6.1 Through 6.6. Tables of numerical values of unit skin friction,computed 13 using TxDOT WinCore software,are provided on forms titled"Soil Strength Analysis"in Appendix C,on Figures C-1 through C-6 for drilled shafts,and on Figures C-7 through C-12 for driven piling. The curves of accumulative static frictional resistance for drilled shafts and driven piles do not reflect any reduction in frictional resistance of near surface soils,as a result of disturbance and seasonal moisture changes.The designer should take into account for the effects of seasonal moisture variations and erosion at bridge foundation locations by subtracting the accumulated skin friction at a depth of seasonal moisture variations from the total accumulated skin friction at the design tip elevation.In general, 10 feet maybe considered as the depth of seasonal moisture variations. 5.4 Group Effects To fully utilize the capacity of pile or shaft,it is recommended that the piles or shafts be spaced with aminimum center-to-center distance(i.e.,based on a single row of piles or shafts)of at least 3 times the pile width or 2.5 times the shaft diameter.The efficiency of the combined capacity ofthe pile group will be reduced ifthe piles or piers are installed at closer spacing and Geotest needs to be notified to evaluate the capacity reduction due to pile group effect. 5.5 Settlement Although detailed settlement analyses were not within the scope of this study,it is believed that drilled shafts and driven piles designed in accordance with the above recommendations should experience very small settlements. Differential settlements,resulting from variation in subsurface conditions and loading conditions,are also expected to be very small. 5.6 Lateral Capacity Loading conditions and pile geometries were not available to us at the time of preparing this report. However, for a preliminary design, an allowable lateral capacity, for allowable lateral deflection(y,)at ground surface,may be computed using the following equation: 14 II P=0.486 ya(Eplp)1.25, for L z 1.049(E l)°25 P=0.347 ya L/(1 +1.5 e/L) for L<1.049 (E,l,)° where, P is allowable lateral load in kips, ya is allowable lateral deflection at ground surface in inches, Ep is pile or shaft elastic modulus in ksf; Ip is pile or shaft moment of inertia in ft4, L is embedded pile length below the depth of seasonal moisture variation or erosion in feet,and e is length of pile above ground surface in feet. If shaft or pile foundations are designed to extend a considerable height above the ground surface,the allowable lateral capacities computed using the above formula may be limited by the maximum bending moment of the pile(s)or shaft(s). We recommend that,once the design lateral load and pile or shaft section is known,the designer verify that the maximum bending moment in the pile or shaft is not exceeded. Once preliminary design of the pile foundations is complete,Geotest can perform lateral load-deflection analyses,using a soil-structure interaction(p-y)model,to provide refined estimates of deflections and bending moments along the length ofthe pile or shaft. This task, however,was not in the scope of this project. 15 6.0 APPROACH RAMP EMBANKMENT RECOMMENDATIONS 6.1 General MSE retaining walls are to be designed at conditions for the proposed overpass (4-lane bridge) along Magnolia Road over Burlington Northern Santa Fe Rail Road near S.H. 35 for embankments on both sides of the bridge.Retaining walls for the embankments should be designed in accordance with TxDOT standard criteria for"Mechanically Stabilized Earth"(MSE)Walls. The reinforcing elements are being attached facing panels where embankments must stand vertically The leveling pad of the wall panels,generally placed one to two feet below the lowest finished grade,as specified by TxDOT were used for the design.In the analysis of MSE wall,four factors governing the external stability should be considered which include bearing,overturning,sliding and global stability The external stability analyses ensure that the reinforced structure is stable'against the action of the lateral force applied by the retained backfill.The results of the analyses are presented in Appendix E.The internal stability analyses however are not within the scope of this project. In view of the relatively weak soils encountered at the surface ofthe embankment,it is nicely that the soils within the limits of the MSE wall embankment would have low undrained shear strength.It is recommended that the weak soils at the surface be replaced with cement stabilized sand backfill. 62 Allowable Bearing Pressures Based on the subsurface conditions revealed by test borings, an allowable (net) bearing capacity of 2,500 psf may be used for design of leveling pads or shallow foundations for the MSE retaining walls placed at approximate El.45.0 feet on west end of bridge(Sta.27+80 to Sta.32+29) and placed at approximate El. 45.0 feet on east end of bridge (Sta. 39+87 to Sta. 44+36). The minimum factor of safety required for the bearing is usually taken as 2.0 as recommended by TxDOT. Based on the subsurface conditions revealed by boring logs within the limits of the MSE wall embankment,some portions of the site may have bearing capacity problems due to the presence of the surficial soft soils. As such, the MSE wall and embankment will require foundation soil 16 I 1 improvements with cement stabilized sand.Based on the computed maximum vertical stress,certain MSE wall height (i.e. greater than 10 feet) and embankment higher than 18 feet will require foundation soil improvements. Further,we recommend the cement stabilized sand improvement be extended to 2 to 4 feet beyond the plan of the MSE wall.The extended width of i,npruvement should be proportional to the cement stabilized improvement depth. The recommended depths of foundation soil improvement are given in the following tables. Recommendations of Foundation Soil Improvements for the West and East MSE walls MSE Wall Height(H) Minimum Depth of Cement w/2 ft.embedment and Stabilized Sand reinforced width of 0.7 H(ft) Improvement below MSE Wall(ft) 21<H525 4 18<H521 3 14<H518 2 10<H 514 1 H510 0 Recommendations of Foundation Soil Improvements for the Embankment Portion(beyond MSE wall) MSE Wall Height(H) Minimum Depth of Cement w/2 ft.embedment and Stabilized Sand below reinforced width of 0.7 H(ft) Embankment (It) 21<H525 4 18<H<_21 2 H518 0 17 6.3 Overturning Stability The overturning stability factor of safety is computed as the ratio of resisting moment generated by the reinforced soil mass to the overturning moment due to the lateral thrust.The lateral pressure bearing on the reinforced fill can be computed using the following equation: po = K. (y H+qs) where, pa = lateral(active)pressure in psf, Kg, = coefficient of active earth pressure of embankment material,use 0.333, y = total unit weight of embankment material(retained backfill),use 125 pcf, H = height of reinforcing wall in feet(including embedment),and q,, = surcharge load,may use 250 psf It is common to require a safety factor of at least 2.0 against overturning. Based on the preliminary wall configuration,the computed factors of safety against overturning are given below Factor of Safety against Overturning West Embankment 3 7 East Embankment 3 7 ' 6.4 Sliding Stability The factor of safety with respect to sliding maybe calculated by the summation of all forces in the horizontal direction. A minimum factor of safety against sliding of 1.5 is typically used.Based on the preliminary wall configuration,the computed factors of safety against sliding with Cement Stabilized Sand improvement are given below 18 Factor of Safety against Sliding (with Cement Stabilized Sand for Foundation Soil Improvement) West Embankment with 4' 2.6 of Cement Stabilized Sand _ East Embankment with 4' 2.6 of Cement Stabilized Sand The computed factor of safety against sliding for 10 feet MSE wall without foundation soil improvements is about 2.1 6.5 Global Stability Factors of safety against rotational failurewere computed for the MSE retaining wall required for the west embankment and east embankment of the proposed bridge. The analyses were performed using PCSTABL(version 5M),a PC-based software program,and the Modified Bishop Method. Analyses conditions consisted of End of Construction total stress. conditions (unconsolidated undrained)and for Long Term effective stress conditions(consolidated-drained). The soil parameters used for the global stability of MSE walls are provided in Tables 1 and 2. Analyses for End of Construction total stress conditions incorporated a uniform piezometric level at the existing ground surface. Analyses for Long Term effective stress conditions were based on a. piezometric level consistent with measured depths to groundwater at the time of our field investigation,i.e., 3.0 feet(west end)and 3.8 feet(east end)below existing grade. The required factor of safety for each condition is 1.25 Based on the proposed maximum wall height of 25-ft and reinforced width of 19-ft MSE walls to be constructed for the west and east embankments, the computed factors of safety are given below- Factor of Safety(GIobal Stability)For MSE Wall Type of Case West Embankment East Embankment End of Construction 1.50 1.58 Long Term 1.27 1.28 19 6.6 Embankment Settlement Settlement estimates were computed,based on the Westergaard analysis of stress distribution, for the design sections of the east and west embankments. Both embankments will be approximately 60 feet in width and 450 feet in length,and will rise from existing grade(approximate El.45 feet)to a maximum wall height of about 25-ft Based on the planned embankment dimensions of design sections, and an assumed surcharge loading of 250 psf, the estimated elastic and consolidation settlements before foundation soil improvements near the highest wall location are given below- Estimated Elastic and Consolidation Settlements without Foundation Improvements Elastic Settlement Consolidation Total Settlement (inches) Settlement(inches) (iinches) West Embankment 0.4 4.9 5.3 East Embankment 0.6 4.5 51 The estimated elastic and consolidation settlements with foundation soil improvements near the highest wall location are given below: Estimated Elastic and Consolidation Settlements with Foundation Improvements Elastic Settlement Consolidation Total Settlement (inches) Settlement(inches) (inches) West Embankment with 4' 0 4 3.5 3.9 of Cement Stabilized Sand East Embankment with 4' 0.6 3.4 3.9 of Cement Stabilized Sand The estimated time rate of settlement for the western and the eastern embankments are presented on Figures 8 and 9 As can be seen from figures 8 and 9, approximately 45 percent of consolidation settlement is expected to occur in 3 months and 70 percent of the consolidation settlement may occur within a period of 6 months and 90 percent of the consolidation settlement may occur within a period of 12 months. 20 The above estimated rates of consolidation settlement are based on an assumed period required for embankment constructidn of up to 3 months. ti 21 7.0 DRAINAGE EASEMENT RECOMMENDATIONS This project also consists of a proposed drainage easement of about 40 feet wide and 2600 feet long with 10 feet wide flat channel bottom located to the north of the bridge structure.The preliminary design of the project indicated that a drainage easement with a maximum depth of about 5 feet spillway would be developed.It is anticipated that a 48 inches diameter outfall HDPE pipe will be installed below the bottom of the easement with a 3 feet minimum coverage. It is understood that,as recently planned,two storm water detention ponds will be installed to an estimated depth of about 10 feet below existing grade adjacent to the drainage easement.However the slope stability analyses of the detention ponds are not within the scope of this project.Four borings designated as borings B-7 through B-10 were drilled in the proposed drainage easement alignment to a depth of 20 feet. 7.1 Slope Stability Analyses It is understood that the proposed drainage easement system will consist of a 40 feet wide and 5 feet deep channel. Slope stability analyses were performed for the proposed drainage easement. The analyses were performed using PCSTABL(version 5M)and the Modified Bishop Method of Analyses.Analyses conditions consisted of End of Construction,Rapid Draw down and Long Term. The required factor of safety for end of construction and rapid draw down condition is 1.3 and 14 for long term condition. 7.2 Method of Analyses Experience indicates that the failure of a slope occurs by slippage along a surface of nearly circular cross section. Sufficiently accurate estimates of the stability of such slopes can be made if the surface of sliding is assumed to be circular.Several slope stability analysis methods based on limiting equilibrium theory are available. The most commonly used method is known as the Bishop Method. For this study,the slope stability analyses were conducted using a computer program with the slicing procedure. The calculation of the factor of safety against instability was performed using the Modified Bishop Method.Slope stability analyses were performed on critical sections of the 22 proposed easement by computer program PCSTABL(version 5M)with the built in critical section search algorithm. 7.3 Soil.Parameters and Water Level To evaluate the potential stability of a slope or to assess the effectiveness of a slope requires the physical properties of the geological material involved be.measured. The soil parameters are derived from empirical correlation between the soil index properties,shear strength characteristics, and Standard Penetration Test(SPT)values of corresponding type of soil and are discussed below for each case.Slope stability analyses were performed for the End of Construction,Rapid Drawdown and Long Term design case for the proposed easement • End of Construction: The end of construction case models the initial undrained condition of the soil. For this analysis, the maximum flood level was assumed near the top of the bank. The water level inside the proposed easement was assumed at the bottom of the channel. Unconsolidated undrained soil parameters were used. Design parameters used in the analyses of two slope cases for end of construction condition are given in Figures D-1 and D-2. • Rapid Drawdown. The rapid drawdown case models the condition where high floodwater saturate and piezometerically "load" the slope and then quickly recedes leaving a large unbalanced piezometric head in the bank slope. This unbalanced force increases the shear stresses in the soils behind the slope.For this analysis,the maximum flood level was assumed near the top of the bank. The water level inside the proposed easement was assumed at the bottom of the channel. Consolidated.undrained soil parameters were used in this analysis. Design parameters used in the analyses of the two slope cases for rapid drawdown condition are given in Figures D-3 and D-4 • Long Term: The long term design case represents steady state piezometric and stress conditions. When a slope is excavated, altered stress conditions create pore pressure changes within the slope and the undrained strength of the bank soils is mobilized. With time, the soil pore pressures adjust to the imposed stress and piezometric conditions and the bank soils rely on their 23 available strength for long term stability In this analysis,the static water level was used as the piezometric level in the slope and the water level inside the easement was assumed at the bottom of the channel. Long-term effective soil parameters used in the analyses of two slope cases for long term condition are given in Figures D-5 and D-6. 7.4 Loading Conditions A surcharge load(construction or maintenance equipment)at the top of bank was assumed to be 500 psf.The location of the surcharge in relation to the top of the slope is shown on Figures D-1 thra D-6. 7.5 Factors of Safety of the Proposed Slope Based on the soil parameter and water level conditions discussed previously,slope stability analyses were performed for 3(H):1(V)and 4(H):1(V)slopes. The computed factors of safety are summarized an the table below Factor of Safety For Drainage Easement Type of Case 3(H):1(V)Slope 4(H):1(V)Slope End of Construction 3.8 3.8 Rapid Drawdown 2.6 2.7 Long Tenn 1.1 14 7.6 Conclusions and Recommendations As indicated in the above table,the potential for slope instability is greatest during long term conditions,a minimum factor of safety of 1.3 is considered acceptable for such extreme conditions of 24 rapid drawdown and end of construction.A factor of safety of 1.4 is considered acceptable for long term condition. As revealed from the boring logs B-7 thru. B-10, the near surface soils at the proposed slope consist of high plasticity clay with plasticity indices ranging from 35 to 53.Based on the soil plasticity, these soils are likely to expand as they absorb water after a period of heavy rainfall.During subsequent drying,the soils contract creating cracks that remain open until the next heavy rain. Over time these wetting and drying cycles,the soils will be weakened.As a result,the factor of safety against sliding will gradually be reduced.As such,we recommend the side slope be no steeper than 4(H):1(V)with 6-inch of surface soil be lime stabilized.The surface soils on the side slope should be stabilized with 5% of lime and compacted to 95% of maximum dry density as determined by ASTM D694. The City of Pearland Standard Specification(Section 02335)maybe followed as guideline for lime stabilization. 7.7 Slope Protection Attention should be given for the erosion protection of the easement slope as well as over- bank runoff prevention. Excessive erosion can cause substantial ground loss and progressive movement of soil that may cause slope failure.Properly installed and maintained grass cover can serve as a protection for the channel slope by reducing soil erosion. A good design of hydraulic features is also necessary to ensure dissipation of the destructive forces of the anticipated flow. Furthermore,routine maintenance of the slope surface including repair minor cracks,regrade and repair eroded areas should also be performed on a regular basis to enhance the integrity of the slope protective system. 25 8.0 STORM SEWER RECOMMENDATIONS The project also calls for the construction of four associated storm sewers for a total length of 3,482 feet along the service road.It is understood that reinforced concrete pipe will be installed at a depth of about 4 to 8 feet below grade and the inner diameter of the pipe ranges from 24 to 48 inches. The cross section details are summarized below. Approx.depth Approximate below ground Flowline Location Pipe Size(I.D.) surface,feet Elevation, feet Northwest Service Road 24"to 36" 5-8 42.58-39.95 Southwest Service Road 24"to 36" ' 4-8 43.50-39.92 Northeast Service Road 24"to 42" 4-7 41.31—38.83 Southeast Service Road 30"to 48" 5-7 41.85—38.96 The following subsections provide information for the design and construction of the storm sewer for the proposed open trench installations. Geotechnical parameters for open-cut trench excavations were developed and are provided in Table 3. For design, groundwater should be assumed at surface. 8.1 Trench Stability The trench excavation may be shored,laid back to a stable slope or some other equivalent means used to provide safety for workers and adjacent structures. The excavating and trenching operations should be in accordance with OSHA Standards,OSHA 2207,Subpart P(latest revision) or City of Pearland requirements. • Excavation Shallower Than 5 Feet—Excavations that are less than 5 feet deep should be appropriately protected when any indication of hazardous ground movement is anticipated. 26 • Excavation Deeper Than 5 Feet—Excavations that are deeper than 5 feet should be sloped,shored,.shielded or provided with some other appropriate means of protection where workers might be exposed to moving ground or cave-ins. The slopes and shoring should be in accordance with OSHA requirements. The following items provide design criteria for trench stability (i) OSHA Soil Type. Based on the soil conditions revealed by the geotechnical borings,OSHA's soil type"C"should be used for the determination of allowable maximum slope and/or the design of a shoring system. For shoring deeper than 20 feet,an engineering evaluation is required. (ii) Trench Support Earth Pressure. Lateral earth pressure diagrams were developed based on the subsurface conditions indicated by our field and laboratory investigations. The earth pressure diagrams developed for trench support are 1 presented on Figures 10_i and 10.2. The pressure diagrams can be used for the design of temporary trench bracing. Design of trench boxes for resisting lateral earth pressures can be based on an equivalent fluid pressure of 91 pcf. The effects of any surcharge loads at the ground surface should be added to the computed lateral earth pressures. A surcharge load,q,will typically result in a lateral load equal to 0.5 q. The computation of the equivalent fluid pressure assumes that groundwater level is at ground surface,since these conditions may exist after a heavy rain or flooding. (iii) Bottom Stability. In braced cuts,if tight sheeting is terminated at the base of the cut,the bottom of the excavation can become unstable under certain conditions. The stability of the trench bottom is governed by the shear strength of the soils and by the differential hydrostatic head. In cohesionless soils(such as sand,silty sand), excavation should be done after dewatermg to avoid bottom stability problems. For cuts in cohesive soils(such as clay,sandy/silty clay)stability of the bottom can be evaluated in accordance with the procedure outlined on Figure 11 27 82 Lateral Earth Pressure Diagrams The pressure diagrams provided on Figure 10.1 and 10.2 can be used for the design of braced excavation. The lateral earth pressure diagrams presented on Figures 12.1 and 12.2 are applicable for the design of permanent walls of the structures,if any(i.e.manholes). 8.3 Hydrostatic Uplift Resistance. ;13{ Structures extending below the groundwater level should be designed to resist uplift pressure resulting from excess piezometric head. Design uplift pressures should be computed based on the assumption that the water table is at ground surface. To resist the hydrostatic uplift at the bottom of the structures,one of the following sources of resistance can be utilized in each of the designs. a. Dead weight of structure, b. Weight of soil above base extensions plus weight of structure,or c. Soil-wall friction plus dead weight of structure. The uplift force and resistance to uplift should be computed as detailed on Figure 13. In determining the configuration and dimensions of the structure using one of the approaches presented on Figure 13,the following factors of safety are recommended. a. Dead weight of concrete stricture,Sn=1 1 b. Weight of soil(backfill)above base extension,Sn= 1.5,and c. Soil-wall friction,So=3.0 Friction resistance should be discounted for the upper 5 feet,since this zone is affected by seasonal moisture changes. , • 28 8.4 Excavation Dewatering Excavations of the proposed storm sewer along the service road will encounter groundwater seepage to varying degrees depending upon groundwater conditions at the time of construction and the location and depth of excavation. In cohesive soils,groundwater maybe managed by collection in trench bottom sumps for pumped disposal. If cohesionless soils(such as sand or sand silt)are encountered,dewatering such as well points will be required to lower the groundwater level to at least 5 feet below the progressive level of excavation. The contractor should verify the groundwater level at the time of construction and should provide an adequate dewatering system, where required. Dewatering should be carried out in accordance with City of Pearland Standard Specification Section 01564. 8.5 Bedding and Backfill Based on the subsurface conditions revealed by borings B-1 throughB-6,it is anticipated that cohesive soil will be encountered at the bottom of the trench excavation along the alignment of the proposed service road. The bedding requirements as outlined in the City of Pearland Standard Specification Section 02630 for storm sewer should be followed.The bedding and backfill material should be conformed to drawings and requirements of City of Pearland Standard Specification Section 02318-Excavation and Backfill for Utilities. 29 9.0 CONSTRUCTION CONSIDERATIONS 9.1 Drilled Shaft Foundation Installation Drilled shaft construction should follow TxDOT Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges, 1995, Item 416. Due to the presence of water bearing cohesionless soils encountered at the project site, it is anticipated that surface casing, together with the use of slurry displacement methods,will be required for installation of the shafts. If structural design calls for shaft diameters in excess of 60 inches to terminate in sand, we recommend a more restrictive construction specification that limits slurry sand content to four(4) percent.Slurry mixing at the project site shall be premixed in a reservoir adjacent to the excavation. The reservoir shall be of sufficient capacity to fill the excavation and for recovery of the slurry during concrete placement. To prevent slurry contamination,it shall be the responsibility of the contractor to ensure that the slurry be disposed properly after construction. Drilled shaft construction should be monitored by a qualified geotechnical engineer to ensure that the drilled shaft installation is properly done.The shaft should be checked to verify that(a)the drilled shaft has been constructed to the specified dimensions at the correct depth and into appropriate stratum as recommended in this report,(b)the footing is concentric with column,and(c) the loose cuttings and any soft-compressible materials appears to have been removed from the bottom of the excavation and that the volume of concrete placed closely approximates the volume of the shaft. 9.2 Driven Pile Foundation Installation Piling should be installed in accordance with TxDOT Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 1995,Items 404 and 409 The allowable skin friction curves,presented on Figures 6.1 through 6.6,were based on the assumption that the piles will be installed by driving. It maybe quite difficult to achieve the required penetration without damaging precast concrete piling due to the thickness and density of silty fine sand and fine sand,as well as very stiff to hard clay,across the site. If piles are to be installed to any appreciable depth into dense to very dense fine sand and silty fine sand,a pile driveability analysis should be 30 performed. A driveability analysis will help in evaluating the pile-hammer combination best suited for pile installation, reducing the need for installation aids, as well as the risk of pile damage resulting from excessive driving stresses. 9.3 MSE Retaining Wall Construction The Mechanically Stabilized Earth(MSE)walls usually employmetallic(strip or bar mat)or geosynthetic (geogrid or geotextile) reinforcement that is connected to a precast concrete or prefabricated metal facing panel to create a reinforced soil mass.Careful planning and monitoring of the key design elements are essential for a successful performance of MSE wall. The MSE wall should be constructed in accordance with TxDOT Specifications for Constructions of Highways,Streets and Bridges,Standard 1995,Item 423.It is important to ensure that a good drainage system and nonplastic backfill soil be used to prevent excessive moisture accumulations in the backfill. Prior to the placement of wall panels or reinforced structure fill,the bottom of the excavation(for the leveling pad)and the base of the structure must be maintained in a dry and stable condition. Where soft or loose materials are encountered during site preparation, consideration should be given to extending the leveling pad and base of the structure to deeper and relatively stable soils. Alternatively,soft or loose subgrade materials can be improved by means of stabilization, and the base of the structure widened to increase the effective bearing area of the embankment structure. Moreover,the foundation shall be compacted with a smooth wheel vibratory roller or other roller approved by the engineer prior to wall construction. Any foundation soils found to be unsuitable shall be removed and replaced. 9.4 Embankment Fill Consideration The onsite clay soils excavated from the drainage easement and detention ponds areas shall be prohibited to be used for the construction of bridge embankment due to high plasticity The materials that are suitable for embankment fill should be in compliance with TxDOT Item 132, 31 "Embankment'Type A.The fill material shall be tested in accordance with TxDOT methods Tex- 104-E,Tex-105-E,Tex-106-E and Tex-107-E andpart II shall meet the requirements that the liquid limit shall not exceed 45,plasticity index shall not exceed 15 and bar linear shrinkage shall not be less than 2. 9.5 Construction Inspection For quality assurance purposes,it is recommended that an experienced geotechnical engineer and soil technician be retained for testing and observation during earthwork and foundation construction phases to help verify that design requirements are fulfilled. Construction inspection and quality control tests should be planned to verify materials and placement in accordance with the specifications. 32 10.0 PROVISIONS The subsurface conditions and design information contained in this report are based on the test borings made at the time of drilling at specific locations. Some variations in soil conditions may exist between test borings. Should any subsurface conditions other than those described in our boring logs be encountered,Geotest should immediatelybe notified so that further investigation and supplemental recommendations can be provided The depth to the groundwater level mayvarywith changes in environmental conditions such as frequency and magnitude of rainfall,as well as area construction activities. The analysis and recommendations presented in this report are based,in part,upon the data obtained from subsurface explorations made at the time test borings were drilled at specific locations,as well as the results of laboratory tests on selected soil samples from the test borings. The r stratification lines on the boring logs represent approximate boundaries between soil types. Actual transitions between soil types may be more gradual than depicted. This report has been prepared for the exclusive use of Dannenbaum Engineering Corporation and the City of Pearland,specifically for the design of the proposed overpass bridge along Magnolia Road in the City of Pearland,Texas. This report may not be reproduced in whole or part without the written permission of Geotest Engineering,Inc.,Dannenbaum Engineering Corporation,the City of Pearland or TxDOT. 33 ILLUSTRATIONS Figure Project Vicinity Map 1 Plan of Borings 2.1 thru 2.5 Boring Log Profile 3.1 thru 3.2 Symbols and Abbreviations used on Boring Log Profile 4 Skin Friction Design—Drilled Shaft Design(Accumulative Graphs). 5 1 thru 5.6 Skin Friction Design—Driven Pile Design(Accumulative Graphs) 6.1 thru 6.6 Point Bearing Design—Drilled Shaft Design 7.1 thru 7.6 Estimated Time Rate of Settlement For The West Side MSE Wall 8 Estimated Time Rate of Settlement For The East Side MSE Wall 9 Trench Support Earth Pressure 10.1 and 10.2 Stability of Bottom for Braced Cut 11 Lateral Earth Pressure 12.1 and 12.2 Shaft Uplift Pressure and Resistance 13 r "'I \\ rt.r Ba,-- w '..:.' ;ice `,,• ura Z ` trammel / CI a `-\ IQ� • \\ 1 Humble i . \le\\''......,. ..' 1 • . / N .1 1 Ns pi 1, 4°._. ------\ --- ., ,:ti. , NN ,. . I. ...,, p• 07 \., ,; : \, 11 \. ..- . ...,„..-,. \ I. A . ..., ...0 , _____,,_.1,.r. , , 411,1„ „ : .._ • 1.3 II i.,:., .Ndi..-..„...,,,.„„,_,.,/ ..1%..,...... par *. . \ !; APC.1.11 ..... PIFIKWrtilio...- unat .,..)1111111k c :' \ irt14111[-.,1, 7 \\\‘'..::, rik ,i I 111 ISliji , illffli, 55 1%ILO ., _ ti E'�i„.,,....... A,), "� NI `' fRoodc-0mleu J 1 Space Villa•.I i , Q �m f \, km pi • a�/ tt 'ti?L �ni BOW 6lIEm I Y r,.;l ;. ny� i '�[/f • Park aead'rA m-Fir-7'-;*------11•••7--' ;:i --it. :1111",---: 111111.71.11.40110*-"?pirii_ro..„ ,...-„.:,_, ° .41qtRi -: ,0.-/ 4:NEWII .4.1..,;;Ai. . , ,%.417-4., - ' ��N / 1 712 IOU.did) tom• _ :• :{�� ,n, '4I +ss �. J .. 1 ,_ . PASADENA ., . i,.m.7.. iti‘‘,--* 7 i ,s, ( 1 - — ' ...„. 3÷,4.„.:11k.F1( ,; < - 104 -7 ,,,, ---- 1 , .i. , . ,„.. , . .. , ,LX, r.1• i s.„.....----• I • ,,- �►�-afj i` FI J ff HE SITE 4 a® Ear 111,10 INN Ilr igt, ■ i.0 C pillh, , mn Booth1111111,1" Fresno. I ��;,a p. I PROJECT VICINITY MAP e !.I !JF SCALE SIMILES I GEOTESTBNGIIVEERING,INC FIGURE 1 'I 1 1 1 I igt zo•oo.00 ! 1 I RE HOLE (B-I) 1N PROJECT I i BO j ct A 29.13.95 astz ]I-os6 I• i L 20.52' LT ri ..J„_.._.._ BASELINE MOLL) ii ! ., i1 I tirra: 4'"444, ..%:::::"...... .. ........."..::::::::...'.,. %. ..,-,__-___T--...____,;__ 4 -..-- U-41c-4. _........____,_„,_____..,„...__ - • - ... ifibilk,, •_-_ - __ --. .. . 1a••O0 -.--- .__-.-._. 1 PC 5to'2S66.d1 -._-__-----s== a:+-c-=•—'— lrt —___. tea. -................. }/ �..�..�......�...�.......�..� .._..�..�..�..,.`�— _ ^ :C'••..• O SCALE. I' IOC • Pr:, '`V.`` , ob H �• 1 ��,�.• Ae '�•, ••� I u ibis aoeumlt is relsued 57 . • �.•,� f Jam II.Spend.00 67761 M wema,eJ�•+ �'7�• I .� I Datan er IS.2002 for Intsris 1.xr.. �...�..�••' I j reels.. 1t to not Intended fa be used for I j construct!"Wading.permitting Sr I 1 p or far aM otter D r0.oee. 1 I I II 5 —-- j t • 1 1r I Wumiammsdeamil oCcommuimm stemm.0..oisan.unar maws Inos.ear aww(dams■ac.l.awlo m., fi ,7ss.Wpsramntot7lsnsPormtlan 6 $00Nd.15 PDSD PLAN OF BORINGS RI ft. FIGURE 2.1 16- .Sf EET I Of S . asl • Ma 61u20a1s It !1 014 p 16 OUTFALL CHANNEL MATCHLINE STA 20+00 (SHT 4 OF 5) il I 1 'II 1 II " i I 1I i . BORE HOLE f8 I-7) � I 1 II i' OUT ALL CHANNEL jl I II i , STA 19.50.67 I / ..../ • 52.73' RT BASELINE !;! I 111 4 r ij 1 / • /1 Iil it \ Il 1 II I. f / II / BORE HOLE f8-5) J j' ; iLi; oil ]i 111STA 40•10.0I / BASELINE fMGCL) ii BORE HOLE CB-3) // !I� ' �'� .I ' II I I / 1 S1A 34.78.91 t 50 Ot LT 1 1 I, 1 / / BASELINE OdGCL)�I / f\ j � (�I II _ _ _.._ / . / I-% r "-- °\� ; I!I, i ——:-`'. / — ...41. „ . I : �--' ' Wes, 4 wo w,.ppeb/jYeCLI ' 1 ► 11 � 1 � .. Aso 7:,, x.�1 I. loo. n......:::::: wor..:...:. on_ evcci 7� ?{i � Jam R. Speed.PE fiTil m m — —= AV$$$ ' 0m W 1I I11. I1.. � rbter.T� n.btermittin...., .., , , , ;„�� i 1i1 ' . ;1 :C: d '•., ir il4 +, f�A` �I- PLAN OF BORINGS 5 �i BORE HOLE (B-2) / `—`--- �• .'I d' I / F t GORE 2.2 STA 3 •12.83 iI I & 27.99' RT ! ` , / SKEET 2 or s g R: BASELINE (MGCLI 'do�5 == tt ""'� r Sao 01 i, 1 f j — . .u.sl v can enom �j I :� j IOU MAXIMA Cell 31 aO1"'IM.1• . ...0/ . • 1 \ BORE HOLE (8-6) 1 STA 42.13.86 52.21' LT i ,• � `y.•' .l \ \ STA 52.36.59 4ASEL I N NOCL)I ' 09D PROJECT 12-13l O% o 0-.. ' .,.104` 11% \\ _ .;: .: ate:-fir 1 I— `• _ —._�_._:� •` _M_NOAD--111�EL1—._—.~_— „ _.—_ —.-4!�_. ____..._. - .—._—__—__—_.___ll_BB'" • �J• ' , rq aor.. Zoo_. .ram _- ` _I all' h ''-- ;;;- :t_- __:. rc-err_.. ` m 1 1 t‘ t 1 • . i '`..4 1 _ l I SOLE. I. I 1 _\y /1 I 1 DI w Title Ooaemnt Is released by Jahn II.Speed.PE.17761 an Deeetber Is.2002 for Interim review. It Is rot Intended t0 be used fa' rdMtruetlen.blealnp,parenting ar for any Whir pmp0ee. DMaasleWN 81311EE0943 CORPORATION paa*ALMA 31311112413773,4 716Sri.110 G OMa.Mal DMA cream.■Omuavaty crepe Gpetal/ntd 71wpa7Mlan MAGNOLIA ROAD PLAN OF BORINGS 1 6� FIGURE 2.3 g fsii �_ r SHEET]a 5 . ....] Mec..or.- Zg' •i=_a� 1 tea emit... .JsrT. cam sere.r..,a le e ali? UM 11313312113 0312 31 015'A'AMU' I I ' IPI f 1 ! 0 t. ! ! i c O i i i -T N 1 1 I r I— i % i t- 7 I i n _ CI I ! D 0 i z BORE HOLE tB-B) i 1'i + / / OUTFALL CHANNEL r" Nrt atlrFALL CHANNEL i i STA 25.51 36 Q Ii 57 23' RT BASELINE / n tit i 11 i i E7 Z - Z 0 SCALE• I- MO. Q . _ - trl U E / _ --I —I 4 N Vile dombent to releoeed by LL 0 John R. Speed.PE•67761 an 1 ? 1 .rl December-IS. 2002 for Interim O N review. It le not Intended to Dt used for acnetruetlamq bidding.,emitting or for my other purpose. DANKENIW I ENCINEEFIN®CoePoluncH a1133oolea IMitt171 713=3= S sonao 31.1 WI.M.O.foa.eas 0lom Depere m ntollten•pofetlon 21 WGfO_IA ROAD If PLAN OF BORINGS FIGURE 2.4 8 SHEET e a d , e i OCMEN 7 - a- 3 6 43.. Nal WAMOIA Oat 31 OM ... %SAC l ui LL o v I— x N BORE HOLE fB-101 OUTFALL CHANNEL STA 37.15.34 0 40.52 RT BASELINE 0 + BORE HOLE f8-9I re 0U1FALL CHANNEL @ OUTFALL CHANNEL STA 31+49.54 a 51 42' RT BASELINE ) 1- i In Z —."'C-.- z.-.-':;7.....---._.•_.— . :w® - - ---_ 7 — —1 = = --t oo U - Q r i .....,d. • Z SCALE. I.. too *CC 4 J I • J Q W Ws daaant Is released by I— Jain R.Speed.PE.6E761 on O 5Meeeeoer 15. 2002 for Interim review. It la net Intended be be used for COtrL tI011,alddtn5.permitting Cr far`any other purpose. DANtresuw ENeINEEENo Coot'ooA710N EImV11UGW IGnal•RTTen 71te8.9e12 N]pOM as..WAIN samosa.os wawa 9 ®Te. /Aoa.O•palllEW0 of 71.aepensuen wCIIOLia 11015 " PLAN OF BORINGS E FIGURE 2.5 In SHEET 5 or 5 •...•2 _Me1e am .y 'ua- TEXAS C001 a' . Ny�',:L .H.•L eeeT eon..aT_a I....0.w5vu sou Rasmus OMsI ela al�1sl. Rp1a L 50 B-1 es-2 B-3 8-8 50 B-4 B-5 Y. - = sl-v/st/ 2. 51-v 4 SZ II v/st�� �s cm A/a v //c v st/a 30- i. YL Sl-/4 a se0/.,a. N/o. In/ v/57 a -30 s. a-ul v/St�Hd v/st-Ha/04 a v/s<-Ha v/oe- v/si Hd a se-v/sr a v/slHe / / / MI St a. /at v/51-� a /cH CH a w:.ut v/st a V/St i/ v/st et 10- v/St-Hit 010,# CL v/st . ;. a v/51-w 2.......! n xd r a W. v/st a ,� Do-v/OeHa. a -10 SU -f0- /•i. `%, V/St-Hit f v/St-ee v�1-fid/ CH v/S!-Md --1a CH z ti "° a Zii _ a --30 -50- --50 -70- ——70 _—90 GENERAL NOTES: BORING LOG PROFILE 1.See Figures 2.1 thru 2.3 for approximate location of borings. BRIDGE OVERPASS 2.Data concerning subsurface conditions hove been theobtained at boring locations only. Actual conditions between borings may differ from the profile shown here. 3.See logs of boring for detailed description of sods encountered in each borehole. 0 100 Roo 300 400 4.See Figure 4 for symbols and abb evestons used on this profile. 5.Ground surface elevation at each boring location woe based on survey data provided to us by Dunnenbaum Engineering Corporation. HOFSZONTAL SCALE IN FEET Job No. 1/40174401 Ceotest Engineering, Inc. FIGURE 3.1 t so so 8-7 B-B 8-9 st - B-10 S / s< 40- CN 4 CM m ii V/St pl St-V/S1 / - H Y/De 4 Y/Cos St a ...4.:` V/St f :: : p_ z o g p 6 a 70- -to 0- _0 1a --10 -20 -_20 GENERAL NOTES: BORING LOG PROFILE 1.See Figures 2.2 thru 2.5 for approximate location of borings. DRAINAGE EASEMENT 2.Data concerning is oce conditions have been obtained at boring locations only. Actual conditions between borings may differ from the profile shown here. 3.See loge of boring for detailed description of soils encountered in each borehole. 4.See Figure 4 for symbols and hb boring ns used on this profile. 0 100 200 300 400 5.Ground-aurfoce elevation at each boring location won hosed on survey data provided to us by Donnenbaum Engineering Corporation. - -. HORIZONTAL SCALE IN FEET Job No. 1140124201 Geotest Engineering, Inc. - _ • FIGURE 3.2 0 N SYMBOLS AND ABBREVIATIONS USED ON BORING LOG PROFILE 0 zo LEGEND 0 so soi • • MI CLAY SAND SILT CLAY, Sandy CLAY. Silty SAND, Clayey SAND, Silty ij ► • litilil Ili a,°o• ° •�� ZWVA �'1 0i! o o ►�f� AWRY - __ SILT. Clayey SILT, Sandy GRAVEL • FILL SANDSTONE SHALE or LIMESTONE or SILTSTONE CLAYSTONE ' � aw. ice" �.s;;' y '+'+r: ve iiw Oil MUCK, PEAT ASPHALT CONCRETE BRICK SHELL BLACKBASE RUBBLE ,} or LIGNITE or HMAC or DEBRIS l .—.* c** s►s - **** Depth of Water when Depth of Water after SLAG First Encountered Completion of Boring for detoils sea individual boring log) ABBREVIATIONS USED FOR CONSISTENCY/DENSITY COHESIVE SOILS COHESIONLESS SOILS V/So Very Soft V/Lo : Very Loose So : Soft Lo : Loose Fm : Firm M/De Medium Dense M/St Medium Stiff De Dense St • Stiff V/De : Very Dense V/St • Very Stiff 1 Hd : Hord V/Hd : Very Hord Ceotest Engineering, Inc. • FIGURE 4 J Skin Friction Design-Drilled Shaft Design(Accumulative Graphs) lif SKIN FRICTION DESIGN 4inCOnD County Brezoria Hole B•1 District Houston irslon 203 Highway Magnoita Road Overpass Structure Bridge Date. 840.42 Control Station 29+13.95 Crud.Elev. 48.59 ft Offset 20.52 ft LT of BL GW Elev. WA Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Unit Frictional Resistance(T/SF) 0 1 2 3 4 +46.6 0 +36.6 - - J L J L J 10 I 1 :::: ii . L J L , 30 e p v ----- t E—Accumulative Friction h ( � +6.6 --- 1 r , 40 (Ft) j 4-Unit Frictional Resistance -3A - ; . 50 i Note: The designer should take into account the effects of i seasonal moisture variation and erosion by subtracting the i accumulated skin friction at the depth to which seasonal K moisture variation and erosion occurs from the total -13.4 --- accumulated skin friction at the design tip penetration. 60 -23A 70 0 5 10 15 20 25 30 Accumulative Friction(T/F) C,y Mo124201 .o FIGURE 5.1 SKIN FRICTION DESIGN. VYinCore County Brasorla Hole 13 2 District Houston Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 8-27-02 Control Station 32+12.83 Grnd Elev. 47.34 ft Offset 27.99 ft RT of Bt. OW Elev. NIA Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Unit Frictional Resistance(TISF) 0 1 2 3 4 +47.3 0 IL +27.3. ___ J L J L J 20 +7.3 - •--I r -1 r -1 40 E D l aA e - -.3 1 -12.7 J L L J 0 0 e P 4-Accumulative Friction V —... t 4-Unit Frictional Resistance . h -32.7 - , r 1 r 00 (Ft) (Fe) -52.7 - J J 100 Note: The designer should take into account the effects of seasonal moisture variation and erasion by subtracting the I accumulated skin friction at the depth to which seasonal 1 moisture variation and erosion occurs from the total -72.7 - I accumulated skin friction at the design tip penetration. 120 -92.7 140 0 10 20 30 40 50 00 Accumulative Friction(TIP) dpa.a.0 FIGURE 5.2 SKIN FRICTION DESIGN 1 2.03 County Brazorla Hole B3 District Houston —ilusHighway Magnolia Road Overpass Structure Bridge Date 8-28402 Control Station 34+78.92 Grnd.Elev. 47.52 ft Offset 50.01 ft LT'of BL GIN Elev. WA Drilled Shaft Design: Soli Reduction Factor m 0.7 TAT Friction Values Used Unit Frictional Resistance(TfSF) 0 1 2 3 4 +47.5 0 +27,5 -- . J 1. J I. J 20 +7.5 -- r i r -1 40 -12.5 - -' t. J ` - J 60 e 1 P v t +-Unit Frictional Resistance . 4-Accumulative Friction h 1 (Ft) 4 � r � r � 2.5 g0 (Ft) -52.5 - - - J 100 Note: The designer should take into account the effects of seasonal moisture variation and erosion by subtracting the accumulated skin friction at the depth to which seasonal moisture variation and erosion occurs from the total 72.5 f 1 accumulated skin friction at the design tip penetration. 120 -92.5 140 0 10 20 30 40 50 60 - Accumulative Friction(T/F) cae FIGURE 5 3 o SKIN FRICTION DESIGN WinCoro County Brazoria Hole B-0 District Houston Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 9.04.02 Control Station 37+85.02 Ornd.Elev. 45.98 ft Offset 5821 ft RT of ER. OW Elev. NIA Drilled Shaft Design: Soll Reduction Factor= 0.7 TAT Friction Values Used Unit Frictional Resistance(T1SF) 0 1 2 3 4 +46 0 \\i, +28 _-_J L J L J 20 r L +6 - - r 1 r 40 • E D r i i •14 J L J L J 60 e P v t 4—Unit Frictional Resistance 4—Accumulative Friction h • (F -34 - , r 1 r 60 (Ft) -54 - J 100 Note: The designer should take into account the effects of seasonal moisture variation and erosion by subtracting the accumulated skin friction at the depth to which seasonal moisture variation and erosion occurs from the total T4 - accumulated skin friction at the design tip penetration. 120 -94 140 0 10 20 30 40 50 60 Accumulative Friction(f/F) C VabNot O FIGURE 5.4 1 SKIN FRICTION DESIGN Wore County Brazoria Hole 13.5 District Houston -argon 2.09 Highway. Magnolia Road Overpass Structure Bridge Date 8-29.02 Control Station 40+10.01 Grad.Elev. 45.88 it Offset 54.32ft LT of BL OW Elev. NIA Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Unit Frictional Resistance(T/SF) 0 1 2 3 4 +45.9 0 +25.9 - a-- L .,' L ,, 20 +5.9 -- r , r 1 40 .r. _ D -14.1 - ., I J L 80 e e 4 1P 1 1 v t -Unit Frictional Resistance Accumnktive Friction h (Ft) -34.1 1 -' r 1 80 (Ft) -54.1 - J J 100 Note: The designer should take into account the effects of seasonal moisture variation and erosion by subtracting the ' accumulated skin friction at the depth to which seasonal moisture variation and erosion occurs from the total -74.1 - -, accumulated skin friction at the design tip penetration. 120 I -94.1 140 0 10 20 30 40 50 60 Accumulative Friction(T/F) Gyohu012A2011wiinant 6 PIM= 5.5 I SKIN FRICTION: DESIGN. iMMCore County Brazorria Hole B4 District Houston Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date8-30-02 Control Station 42+13.86 Grnd.Elev. 47.55 ft Offset 52.21 ft LT of BL OW Elev. WA Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Unit Frictional Resistance(TISF) 0 1 2 3 4 +47.5 0 +37.5 - J L I L J 10 i +27.5 r -i r n 20 E D r i 30 e -J +17.5 J L J L e P v # • C___ (fit) +7.5 _ -, r r 40 (Ft) <-Unit Frictional Resistance E-Accumulative Friction -2.5 - J- a 50 Note: The designer should take into account the effects of seasonal moisture variation and erosion by subtracting the accumulated skin friction at the depth to which seasonal moisture variation and erosion occurs from the total -12.5 - -, accumulated skin friction at the design tip penetration. 60 -22.5 70 0 5 10 15 20 25 30 , Accumulative Friction(TIF) P GQRE 5.6 L I Skin Friction Design:Driven Pile Design(Accumulative Graphs) i 1 SKIN FRICTION DESIGN 1 ►rs'inCo203 tGoUnty Brenda Hole B-1 Dlstdot Houston Highway Magnolia Road Overpass Structure Bridge Date. 8.30.02 Control Station 29+13.95 Grnd.Elev. 46.59 ft Offset 20.521t LT of BL OW Elev. NIA Piling Design: No Soil Reduction Factor TAT,Friction Values Used Skin Friction Limit zz 1.25 tsf Unit Frictional Resistance(T!SF); - 0 1 2 3 4 +46.6 • 0 +36.6 -- J L a L J 70. +26.6 -- r n r i 20 1 D e +16.6 - ..,_,_ (. J L J 30 9 P v ---- I- t h (Ft) +6.6 - - ; r -I F 1 40 (Ft) . 4—Unit Frictional Resistance <—Accumulative Friction 1 iI I 1 -3.4 1- -'- -_- S0 Note: The designer should take into account the effects of seasonal moisture variation and erosion by subtracting the accumulated skin friction at the depth to which seasonal moisture variation and erosion occurs from the total -13.4 , - accumulated skin friction at the design tip penetration. 60 f j 23.4 70 ! 0 5 10 16 20 25 30 Accumulative Friction(TM) 1 FIGURE 6 1 SKIN FRICTION DESIGN. iNinC°re County Brazoria Hole B-2 District Houston Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 8-2742 Control Station 32+12.83 Gmd Elev. 47.34 ft Offset 27.99 ft RT of Bt. GW Elev. WA Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit= 1.25 tel Unit Frictional Resistance(T/SF) 0 1 2 3 4 +47.3 0 4.27.3 --- J I. J, J 20 +7.3 - , , �V -r r 40 6 Ealr '� D t -12.7 - J L. J 60 e P v t <—Unit Frictional Resistance h (Ft) -32.7 - , r , r -1 80 (Ft) -52.7 ` 1 J 100 i Note: The designer should take into account the effects of seasonal moisture variation and erosion by subtracting the accumulated skin friction at the depth to which seasonal moisture variation and erosion occurs from the total .7 \. 4 accumulated skin friction at the design tip penetration. 120 -92.7 .140 0 10 20 30 40 50 60 Accumulative Friction(17F) MIA401242erlIsinconslaitbrite.CLO FIGURE 6.2 SKIN FRICTION DESIGN Mon 203 County Bravado Hole B-3 District Houston Highway Magnolia Road Overpass Structure Bridge Data 8.28.02 Control Station 34+78.82 Grnd.Else. 47.52 ft Offset 50.01 ft LT of BL GW Elsa. WA Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit all 1.25 tsf Unit Frictional Resistance(TISF) 0 1 2 3 4 +47.5 0 1. +27.5 - J I. J L J 20 i i 41 1 ,tf D .67 -12.5 J L. J 60 e V t 4-Unit Frictional Resistance h (Ft) -32.5 - 'I r r 80 (Ft) _g�CC M .62.5 J .J 100 Note: The designer should take into account the effects of seasonal moisture variation and erosion by subtracting the accumulated skin friction at the depth to which seasonal moisture variation and erosion occurs from the total 72.5 accumulated sldn friction at the design tip penetration. , 120 -92.5 140 0 10 20 30 40 50 60 Accumulative Friction(T!F) CIVOMOUMMINftanstand4m0A FIGURE 6.3 SKIN FRICTION DESIGN WlnCoro County Brazorla Hole B�4 District Houston Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 9.04-02 Control Station 37480.02 Grad.Elev. 45.96 ft Offset 58.21 ft HT of Bt. OW Elev. WA Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit 132.1.25 tat Unit Frictional Resistance(T1SF) 0 1 2 3 4 46 A., +26 g 4 - 20 0 ri +6 - , 1 r , 1I , 40 E D 1 L e -14 - L ., L J 60 a p v t 4--Unit Frictional Resistance (F -34 , r r -i 80 (Ft) .54 - J- 100 Note: The designer should take into account the effects of seasonal moisture variation and erosion by subtracting the accumulated skin friction at the depth to which seasonal moisture variation and erosion occurs from the total -74 accumulated skin friction at the design tip penetration. 120 -4 140 0 10 20 30 40 50 60 Accumulative Friction(TIE) C40b140121201wnw+eteW tda na,o FIGURE 6.4 y SKIN FRICTION DESIGN. InCore �� County Brands Hole B-0 District Houston Highway. Magnolia Road Overpass Structure Bridge Date 8-29-02 Control Station 4000.01 Gmd.Elm. 45.88 ft Offset 84.32ft LT of Di. GIN E1ev. NIA Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T1SF) 0 1 2 3 4 +45.9 0 +25.9 =-lik J '. .1 L J . 20 i +5.9 r r -, 40 ft - J 4/41' a -14.1 - - J L J 1r J 60 e P v t ' h Unit Frictional Resistance h • (Ft} r34.1. - 4r -I r 80 Ft ( ) 1 -54.1 J J 100 f Note: The designer should take into account the effects of seasonal moisture variation and erosion by subtracting the accumulated skin friction at the depth to which seasonal moisture variation and erosion occurs from the total 74.1 accumulated skin friction at the design tip penetration. , 120 -94.1 140 0 10 20 30 40 50 60 Accumulative Friction(TIF) CAM40124201Uttaxt Aelts cs.G FIGURE 6.5 SKIN FRICTION DESIGN mrtCOfQ County Brazorla Hole 8-8 District Houston 5 Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 5-30-02 Control Station 42+13.86 Grnd.Elev. 4T.55 ft Offset 52.21 ft LT of BL GW Elev. NIA Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit si 1.25 tst Unit Frictional Resistance(TISF) 0 1 2 3 4 +47.5 0 \--- ; +37.5 --1 J L J L J 10 +27.5 -- r r -1 20 E D i e +17.5 J '- J fi J 30 e i P a. yC...____ t h (Ft) +7.5 - -� r -) - -- .1 (Ft) , 40 ( ) 4-Unit Frictional Resistance t .25 _ J 1 J 50 Note: The designer should take into account the effects of seasonal moisture variation and erosion by subtracting the accumulated skin friction at the depth to which seasonal moisture variation and erosion occurs from the total 42.5 accumulated skin friction at the design tip penetration. , 60 -22.5 70 0 5 10 15 20 25 30 Accumulative Friction(flF) Mloth401242011wincor tdga.CLO FIGURE 6.6 Point Bearing Design-Drilled Shaft Design 1 POINT BEARING DESIGN `incore eralon 2.03 County Brazorla Hole B-1 District Houston Highway Magnolia Road Overpass Structure Bridge date 840.02 Control Station 29+13.95 Grad.Elev. 48.59 ft Offset 20.52 ft LT of M. GIN Elev. WA Diameters Below Tip Checked= 2 TCP Bearing Values Used. +46.6 0 +36.6 10 +26.6 1 20 D e +16.6 - 30 o p V t h (Ft) +6.6 40 (Ft) -3.4 - 50 Note:In accordance with TxDOT Houston District practice, end bearing is limited to 2.0 tsf for drilled shafts with diameter equal to or less than 60 inches. End bearing is neglected in the computation of axial capacity for drilled shafts with diameter equal to or less than 24 '�3'4 inches and for all sizes of driven plies. 60 -23A 70 0 1 2 3 4 5 6 Point Bearing(TSF) Qloblacti24201wAncacetaubddr&o.o FIGURE 7.1 POINT BEARING DESIGN WinCoreCounty Brazoria Hole B•2 District Houston Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 8.27.02 Control Station 32+12.03 Grnd.Elev. 47.34 ft Offset 27.99 ft Ri of BL OW Elev. MIA Diameters Below Tip Checked= 2 TCP Bearing Values Used +47.3 0 +27.3 I 20 1 +7.3 40 E D -12.7 60 a V - t • h -32.7 80 (Ft) -52.7 - 100 Notesn accordance with TxDOT Houston District practice, end bearing is limited to 2.0 tsf for drilled shafts with diameter equal to or less than 60 inches. End bearing is neglected in the computation of axial capacity for 72.7 drilled shafts with diameter equal to or less than 24 120 inches and for all sizes of driven piles. -92.7 140 0 1 2 3 4 5 6 Point Bearing(TSF) clowoiamitoncaletaitricrae.me FIGURE 7.2 POINT BEARING DESIGN s r araion 2.03 County Braaorle Hole B-3 District Houston Highway Magnolia Road Overpass Structure Bridge Date 8-28-02 Control Station 34+78.82 Grad Elev. 47.52 ft Offset 50.01 ft L7of EL OW Elev ftfA Diameters Below Tip Checked el 2 TCP Bearing Values Used +47.5 0 +27.5 > 20 +7.5 40 D -12.5 60 e e ` p • V I t h 32.5 80try (Ft) ,52.5 __ 100 Note:In accordance with TxDOT Houston District practice, end bearing is limited to 2.0 tsf for drilled shafts with diameter equal to or less than 60 inches. End bearing , is neglected in the computation of axial capacity for drilled shafts with diameter equal to or less than 24 120 inches and for all sizes of driven piles. -92.5 140 0 1 2 3 4 5 6 Point Bearing(TSF) G4014011faincatfattbrtdga.CtA FIGURE 7.3 POINT BEARING DESIGN 1MnCorVersion b County Brazoria Hole Br4 District Houston Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 9-04.02 Control Station 37+116.02 Grnd.Elev. 45.98 ft Offset 58.21 ft RT of BL OW Elev. NIA Diameters Below Tip Checked= 2 TCP Bearing Values Used +46 0 +26 _I 20 +6 40 E D -14 60 o P • � � t h (Ft) -34 80 (Ft) -54 100 Note:In accordance with TiDOT Houston District practice, end bearing is limited to 2.0 tef for drilled shafts with diameter equal to or less than 60 inches. End bearing is neglected in the computation of axial capacity for drilled shafts with diameter equal to or less than 24 "74 inches and for ail sizes of driven piles. 120 • -94 140 0 2.5 5 7.5 10 12.5 15 Point Bearing(TSF) miximelacommitconguaritioccLe FIGURE 7.4 POINT BEARING DESIGN inCore County Brazoria Hole B.5 District Houston irsbn 2.03 Highway Magnolia Road Overpaes Structure Bridge Date 8 28.02 Control Station 40+10.01 Gmd.Elev. 45.88 ft Offset 54.32 ft LT of Bt. GW Elev. NA Diameters Below Tip Checked= 2 TCP Bearing Values Used +45.9 - 0 +25.9 l _ 20 I +5.9 1 40 -14.1 60 a L p I h (Ft) -54.1 80 (Ft) -54.1 100 Note:In accordance with TiDOT Houston District practice, end bearing is limited to 2,0 tsf for drilled shafts with diameter equal to or less than 60 Inches. End bearing is neglected in the computation of axial capacity for drilled shafts with diameter equal to or less than 24 74.1 inches and for all sizes of driven piles. 120 1 140 0 1 2 3 4 5 6 Point Bearing(TSP) C.1ot14olZtzat FIGURE 7.5 POINT BEARING DESIGN WinCore County Brazarla Hole B-6 District Houston Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 8-3042 Control Station 42+13.86 Grnd.Elev. 47.55 ft Offset 52.21 ft LT of BL GW Elev. NIA Diameters Below Tip Checked ma 2 TCP Bearing Values Used +47.5 0 +37.5 10 +27.5 20 B1D 30 e p V t -- h (Ft) +7.5 40 (Ft) 2.5 50 Note:In accordance with TxDOT Houston District practice, end bearing is limited to 2.0 tsf for drilled shafts with diameter equal to or less than 60 inches. End bearing is neglected in the computation of axial capacity for -12.5 drilled shafts with diameter equal to or less than 24 60 inches and for all sizes of driven piles. •22.5 - - 70 0 1 2 3 4 5 6 Point Bearing(TSF) MNr bnd LO FIGURE 7.6 Job No. 1140124201 100 r 1, etr wv J /1" 't t l t 1 1 1 I 1 1 1 , 1 t 1 1 , l i 1 t I t 1 1 1 1 I 1 1 I III 1 t t 1 1 D0 5 10 15 20 25 30 35 40 TIME, months s 0. • 10 , `, % n 20 + O rn t (7 tz 30 -1 e co w t • n. t 1 tz] �+ 40 t t t e ▪ 50 — '\, to !— ` 3. 0 80 • v 70 — S. • cr g o. 90 100--I"—I t I I .t i I t t I t t`- - 0 5 10 15 20 25 30 35 40 TIME, months ESTIMATED TIME RATE OF SETTLEMENT -11 INSTANTANEOUS LOADING 0 — LOAD INCREASED LINEARLY DURING 3 moo. c — LOAD INCREASED LINEARLY DURING 6 moo. MAGNOLIA ROAD OVERPASS xt rri WEST SIDE MSE WALL EMBANKMENT Job No. 1140124201 100— • w • Ot G S r 0 0 5 10 15 20 25 30 35 40' i 'I I I I I I t t I I I I I I I I t t t I J i I I I I I I I I i I t i 1 t I t l m I 2 TIME, months 0• • '10 t G? 20 '. . m ; g. a 30 —: 1 ta til tty. M i 11 tu 40 1 1 50 — `. ' t. 5' m I•- 3 0 60 • - - - y t t+J t 70 — t `�� 90 -- 1000 I I I I 5 ! tit '$1 I I J 15 I `t"t -I _, 205 30 35 40 TIME. months -^ INSTANTANEOUS LOADING ESTIMATED TIME RATE OF SETTLEMENT WAD INCREASED LINEARLY DURING 3 mos. -- LOAD INCREASED UNEARLY DURING s mos. MAGNOLIA ROAD OVERPASS EAST SIDE MSE WALL EMBANKMENT 0 N O .-I G .g 9 H/4 pi 40 COHESIVE r H H/2 Pa ` + + H/4 �... t+--Pt,, ---4 J+— P --4 9 TYPICAL SOIL PARAMETERS BRACED WAIL See Table 3 for typical Pi " 0.3 Yea fl values of Son Parameters Pw - Y H w 62.4 H Pq 0.5q Where: Yo' = Submerged unit weight of cohesive soil,pcf; y„ = Unit weight of water,pcf; q rg Surcharge load at surface,psf; • = Lateral pressure,psf; P, = Active earth pressure,psf; Pq =-horizontal pressure due to surcharge,psf; P„ = Hyd&pstatic pressure due to groundwater.psf; H = Depth of braced excavatioon,feet TRENCH SUPPORT EARTH PRESSURE SUBMERGED COHESIVE SOIL GEOTEST ENGINEERING,INC. FIGURE 10.1 - q T anini ..a H/4 • —4 COHESIVE d Pi o Pa No 3 It } + COHESIONLESS ,. P1 i--pw - l-- pq—} TYPICAL SOIL PARAMETERS BRACED WALL See Table 3 for typical values of Soil Parameters y�d+y,'0H-d0 P, = 0.3 y H Pt, = 62.4 H pq - 0.3q Where: yap Submerged unit weight of cohesive soil,pcf; 7.` = Submerged unit weight of granular soil,pcf; = Average unit weight of soils,pcf; q = Surcharge load at surface,.psf P. = Lateral pressure,psf; p, = Active earth pressure,psf; Pq = Horizontal pressure due to surcharge,pal:, p„ = Hydrostatic pressure due to groundwater,psf; H = Depth of braced excavation,feet TRENCH SUPPORT EARTH PRESSURE SUBMERGED COHESIVE SOIL OVER COHESIONLESS SOIL Geotest Engineering, Inc. ---- FIGURE 10.2 Almmimmmilmmmimpt N CUT IN COHESiVE SOIL, DEPTH OF COHESIVE SOIL UNLIMITED(T>0.7 114) L+= LENGTH OF CUT 1—gd I t90i.11 H H° t p H TI ' i FAILURE SURFACE If sheeting terminates at base of cut NcC Safety factor,Fs = y H + q Nc = Bearing capacity factor,which depends on dimensions of the excavation : Bd ,L and H (use Sc from graph below) C = Undrained shear strength of clay in failure zone beneath and surrounding base of cut y = Unit weight of soil (see Table 3)- q = Surface surcharge (assumed q = 500 psf) If safety factor is less than 1.5,sheeting or soldier piles must be carried below the base of cut to insure stability-(see note) B1 Buried length a Bd 5 feet Note:If soldier piles are used,the 2 center to center spacing should not exceed 3 times the width or; Force on buried length, PR: diameter of soldier pile. 2 Bd If Hi >— ---, PH = 0.7 (y HBd - 1.4CH - raid)in lbs/linear foot 3 42 2 Bd 1.4CH If H, <-- --, PH = 1.SHi (Y H---"'- aC) in lbs/linear foot 3 ,!2 Bd 9 7 �. 2 6 - ' ( go 1 2 3 4 5 STABILITY OF BOTTOM H/Ed FOR - For trench excavations BRACED CUT For square pit or circle shaft Gooiest Engineering, Inc. FIGURE 11 eer 9 N a • N wt � z .a • COHESIVE H pro + + P1 l*--Pw --4 t--Pq —I TYPICAL SOIL PARAMETERS PERMANENT WALL See Table 3 for typical P1 ' Koc Yc' a • Ye+ a values of Soil Parameters Pw -Yw H - 62.4 H Pq 0.5q Where: = Effective unit weight of cohesive soil,pcf; Ko, = Coefficient of earth pressure at-rest in cohesive soil; y„ = Unit weight of water,pcf q = Surcharge load at surface,pet, P. = Lateral pressure,psf; Pr = Earth pressure at-rest,psf, P4 Horizontal pressure due to surcharge,psf; Fa = Hydrostic pressure due to groundwater,psf; H = Depth of braced excavation,feet LATERAL EARTH PRESSURE DIAGRAM FOR PERMANENT WALL SUBMERGED COHESIVE SOIL Coo test Engine ering, Inc. •••- FIGURE 12.1 H 0 N w-.l q • T-6. „ C d COHESIVE ic MIL P 8 Pa „ + + • CfCHili3tONLBSS P2 r—'pv TYPICAL SOIL PARAMETERS PERMANENT WALL See Table 3 for typical Pi. = yo(*Kw values of Soil Parameters P„ = yo d Ka Ps = {yo d +y.1(H-d)}I{.. P. 22 y„H =62.4 H Pq = 0.5 q iC., = 0.5 • 4. . _tan2(45-x ) y„ = 62.4 pcf • Where: y,' = Effective unit weight of cohesive soil,pcf; y, = Effective unit weight of granular soil,pet c), = Internal friction angle of granular soil,degree; = Coefficient of active earth pressure in cohesive soil; = Coefficient of active earth pressure in granular soil: y„ = Unit weight of water,pcf; q = Surcharge load at surface,psf; P, p= Lateral pressure,psf; ,Pa Pb m Active earth pressure.psf;l == 1,2; P4 Horizontal pressure due to surcharge,psi; P„ = Hydrostatic pressure due to groundwater,pan H = Height of wall,feet LATERAL EARTH PRESSURE DIAGRAM FOR PgRMANENT WALL SUBMERGED COHESIVE SOIL OVER COHESIONLESS SOIL Geotest Engineering, Inc. FIGURE 12.2 • • (a)DEAD WEIGHT OF STRUCTURE (b)WEIGHT OF SOIL ABOVE BASE (e)SOIL-WALL FRICTION PLUS 1 el EXTENSION PLUS DEAD WEIGHT DEAD WEIGHT OF STRUCTURE c OF STRUCTURE 01 x, , " ' r 1' It 4 ti:l :R 4, YC I *.. % sou.LA ��m s $ 01 H r s F, Ft it Ki,t,_ wi * w �» wt P. E 11111 P, IIIIIIIIIIII Pw IIIIIIi1i1 F. F. F. i P., =I Yw Pv, =H7 P., = HYw Fu=AbP., Fu=AbP,,, F„=AbP., Sf, sF» + =F } = Fu 1 ! 2 y 1 3 Predominantly Cohesive Soils, Fr= a c,Am See Table 3 for typical Predominantly Cohesionless Soils, Fr=pmAmK tan Sm values of Soli Parameters Where: At, = area of base,sq.ft. Am = cylindrical surface area of layer"sn",sq.ft. c„ = undrained cohesion of soil layer"in",paf. F. = hydrostatic uplift force,lbs. Fr frictional resistance,lbs. H = height of buried structure,ft. K = coefficient of lateral pressure m 0.5. Pas = average overburden pressure for layer"m,"psf. pq, = hydrostatic uplift pressure,psi. Str,2,3 = factor of safety. NY, = dead weight of concrete structure,lbs. W2 = weight of backfill above base extension,lbs. a = cohesion reduction factor=0.5. dm = friction angle between soil layer"en"and concrete wall,degrees=0.75 $+m 4,, = internal angle of fiction of soil layer' n",degrees. Yw = unit weight of water= 62.4 pcf SHAFT UPLIFT PRESSURE AND RESISTANCE Ceotest Engineering, Inc. FIGURE 13 TABLES Table Soil Parameters Used for Slope Stability Analyses of West Side MSE Wall. 1 Soil Parameters Used for Slope Stability Analyses of East Side MSE Wall 2 Geotechnical Design Parameters Summary—Open Cut Excavation.,. 3 Table 1 : Soil Parameters Used for Slope Stability Analyses of West Side MSE Wall Total Stress Effective Stress Unconsolidated Consolidated Soil Layer (feeet) Description Yt (lam Y.(pct) Undrained Drained o C 4. (p ) (degree) (lam) (degree) Soil 1 0-15 Clay(CA) 115 120 1000 0 0 23 Soil 2 15-21.5 Silty Clay(CL) 115 120 1000 0 0 32 Soil 3 215-36.5 Clay(CH) 120 122 2500 0 0 22 where It •wet unit weight of soil Ysat •saturated unit weight of soil Cu unconsolidated undrained cohesion +„ unconsolidated undrained friction angle C' consolidated drained cohesion •' consolidated drained friction angle Table 2:Soil Parameters Used for Slope Stability Analyses of East Side MSE Wall Total Stress Effective Stress Unconsolidated Consolidated Layer, Depth Sail Yt � Ise(Pcfl Undrained Drained (feet) Description Ca ,()u C +' (psi) (degree) (Psi) (degree) Soil l 0-10 Clay(CH) 112 119 1000 0 0 22 Soil 2 10-15 Clay(CH) 119 122 2000 0 0 22 Soil 3 15-25 Sandy Silt(ML) 119 122 0 30 0 30 where: It wet unit weight of soil yaat saturated unit weight of soil Ca unconsolidated undrained cohesion et unconsolidated undrained friction angle C consolidated drained cohesion consolidated drained friction angle J TABLE 3 GEOTECHNICAL DESIGN PARAMETER SUMMARY OPEN-CUT EXCAVATION (Based on borings B-1 through B-6) Stratigrapbic Boring Nos. Range Wet Submerged Unchained Internal Soil Unit of Unit Unit Cohesion, Friction Stiffness Depths, Weight,y, Weight,y', Psi` Angle,$ Categories ft pd pal degree Cohesive B=1 thru.B-6 0-15 115 53 1,000 -- B Cohesive B-1 tbru.B-3 15-25 120 58 1,000 — B B-5&B-6 Cohesionless B-4 15-25 120 53 -- 30 C J I Notes: 1. Cohesive soils include clay,sandy clay and silty clay 2. Cohesionless soils include silty sand,sandy silt and silt. I � I APPENDIX A Logs of Borings A-1 tlaru A-10 Symbols and Terms Used on Boring Logs A-11 'l. _ DRILLING LOG 1 di""""" County Brazorla Hole 8-1 District Houston WinCora Highway Magnolia Road Overpass Structure Bridge Date 8-30402 Version.2.03 Control Station 29+13.95 Grnd.Elev. 46.59 ft Offset 20.52 ft LT of BL GW Elev. 43.69 ft 1- Texas ConeTriaxial Test Properties E . 0 Strata Description Lateral Devka Wet Additional Remarks Penetrometer P Stress MC U. PI (0W loth CLAY,stiff,dark gray(CH) 32 wigrass roots 0.2' - 0 12 26 65 40 118 dark gray&gray 2.-4' g(6)y(6) . 30 86 41 a Ickenaelded , ti wlferrous&calcareous nodules, 27 _&ferrous stains 5'117 0 8 28 69 30 116 10- 10(8)9(8) vary stiff,reddish brown& gray 10'.45' 27 _ 15 30 18 50 34 124 31.8 15 - , 7(6)9(6) SILT.loose,brown,wlsand(ML) 23 %passing#200 sieve=81.% 28.8 CLAY,silty,vary stiff, brown 20 11 23 34 18 119 .wfclay&silt seams 18420' 28.8 20 14(6)17(6) ( U C CLAY,very stiff to hard,reddish brown,sl ckensided,w/ferrous 26 stains(CH) 25 10(8)14(8) 25 33 26 65 40 120 20.1 _ SILT.;widish brown(AIL) 20 %passing#200 sleve=86% { II: 18.8 30 38(6)44(6) SILT,sandy,dense,gray&brown (ML) 21 %passing#200 sieve 53% silckertsided,Walkseams 11.8 35~ 18(6)20(6) CLAY,silty,very stiff to hard, 351-3ffi reddish brown,gray&yellowish 38 33 18 48 31 125 wlsand seams,ferrous& brown(CL) cca 11r reon.46.5nodules&ferrous 22(6)29(6) 40 42 24 19 37 22 128 2l(6)38(6) 21 45 .1 I _ 50- 55 J 60- Remarks:1)Dry auger to 15.0 ft.,wet rotary from 15.0 ft.to 48.5 ft.2)Free water 1st encountered at 15.0 ft.during drilling;after 15.0 min.at 2.9 ft.3)Hole open to 45.0 ft.at end of drilling. Any ground water elevation bdwmation provided on this boring log is representative of conditions existing on the day and far the apedflc location where this infonnatlon was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions.and/or construction activity. Driller.Dempsey Gearon Logger:John Gentry Organization:Geodest Engineering,Inc. FIGURS A-1. C1e144012 fiIAM1 41 .CLG ,,_ DRILLING LOG 1 of "_ County Brazoria Hole B-2 District Houston WlnCore Highway Magnolia Road Overpass Structure Bridge Date 8 27.02 Verston 2.03 Control Station 32+12.83 Gmd.Elev. 47.34 ft Offset 27.99 ft RT of BL OW Elev. 44.34 ft L Triaxial Test Properties Elev. Texms Cana Strata Description Lateral Deviator Wet Additional Remarks in) G Penetrometer press. i) MC U. PI Den. �/ ) firs Mori CLAY,stiff to very stiff,dark 18 wlgrass roots OM' gray(CH) • 28 slickensided 2'15' 0 21 24 72 45 118 wlferrous nodules&ferrous 5 b(9)5(6) stains 3'-15' _✓ wkaicareous nodules 8'15' 0 20 28 62 38 t18 -vim 27 58 34 reddish brown&gray,wlslt _,,/9(g 9(8) 15 16 28 115 seams 1T-IS' 32.3 15 CLAY,sitar,stiff to very stiff, brownish gray(CL) 19. �, whiff&sand seams 1820' - 1b{8)21(6) 20 12 19 28 11 125 27.3 e/ CLAY,very stiff to hard,reddish l brown&gray,slickensided, 26 wlblodrystructure&ferrous 14(6)17(6) suns(CH) 25 33 22 50 29 120 25 _J 26 19.3 30 12(6)15(6) CLAY,eams( ,brown,w/silt 30 10 20 23 S 125 _ CL) 15.8 wtferrous&calcareous nodules -� CLAY,very stiff,gray&yellowish &ferrous stains 31.5'-35' brown,slickensided(CH) 35 49 19 51 31 125 20(6)27(6' wtferrous&calcareous nodules 12.3 35... CLAY,sandy,very stiff,grayish 35'-38' yellow,w/sand seams(CL) 38 30 18 26 6 126 9.3 ..j:; SAND,silty,fine,dense to 16 _%passing#200 sieve-'20% 40 ;.1. 50(5)50(3-5) _ very dense,gray&brown(SPA)) 1ti : 45� I48(6)S0(5) 18 -fin. -�` 28 _. 5012.5)50(1.75)SO Y.passtng tt200 s[eves2SX 1` 19 55- 00(2)50(1•0) - 1�+ +y -10.7 -�: CLAY,very stiff to hard,yellowish 60 33 21 122 L___g0 IS(6)20(8) brown&gray,slickensided(CH) w/ferrous nodules&ferrous Remarks:1)Dry auger to 15.0 ft,wet rotary from 15.0 ft.to 76.5 ft.2)Free water 1st encountered at 15.0 ft.during drilling;after 16.0 min.at 10.2 ft 3)Water depth at 3.0 ft.,hole open to 72.6 ft.at on 8 26-02. Any ground water elevation infonnaflon provided on this boring log Is representative of conditions existing on the day and for the specific location where this Information was collected. The actual groundwater elevation may fluctuate due to time,dlmatic conditions,andlor construction activity. Driller:Dempsey Oearen Logger:John Gentry Organization:Geotest Engineering,Inc. FIGURE A-2 C.'Vjcb1401242o r Wlitcaeabddpe.CL0 DRILLING LOG 2of2 County Brawls Hole B 2 District Houston winCore Highway Magnolia Road Overpass Structure Bridge Date 8.27.02 Version 2.03 Control Station 32412.03 Grnd.Elev. 47.34 ft Offset 27.99 ft RT of BL GW Elev. 44.34 ft Triaxial Test Properties L Texas Cons, Lateral Deviator Wet Elev. e. G Strata Dascalptbn Additional Remarks Penetrometer Press. Stress MC LL PI Den. , CLAY,very stiff to hard,yellowish stains 60'-68' brown&gray,slicicenslded(CH) 26 sJ 42 . 20 125 05":".28(6)36(6): fe wlcalcareous nodules 60.5=70' 70 55 16 126 22.7 70-✓ 28(6)38(0) wlferrous&calcareous nodules CLAY,silly,hard,yellowish &ferrous stains 70'-7v brown&gray(CL) 17 75 % 24(8)31(6) 76 SS 1s 130 -292 80- 85- Jf - 90- 95- 100- 105- 110 115• 120- Remarks:1)Dry auger to 15.0 fL,wet rotary from 15.0 ft.to 76.5 ft.2)Free water let encountered at 15.0 ft.during drilling;after 15.0 min.at 10.2 ft.3)Water depth at 3.0 ft.,hole open to 72.6 ft.at on 82842. Any ground water and for the spedfic location where this Information was ation(collected. The actual groundwaternformation provided on this elevation Is representative ctuate due time,cliions matic conditi on the ons,andlor construction activity. Driller:Dempsey Gearan Logger:John Gentry Organization:Geotest Engineering,Inc. FIGURE A-2a c I i ___A, DRILLING LOG 1 of 2 i'llr'^ County Brazorla Hole B3 District Houston NfinCore Highway Magnolia Road Overpass Structure Bridge Date 8.28.02 Version 2.03 Control Station 34.78.91 Grnd.Elev. 47.52 ft Offset 50.01 ft LT of BL GIN Elev. 40.72 ft Triaxtal•Test • Properties L Texas Cone Lateral Deviator Wet (ft) G Penetrometer Strata Description' frees. Stress MC L.I. PI Den. Additional Remarks 48:5 -PILL,Iimestonq gravel&sand 19 wigrass roots 0'-Z' _� CLAY,stiff to very etiff,dark, . • ` gray&gray,eilekensided(CHI :.,/4{6)S(6} • n 11 36 98 64 107 5 J yellowish nodules&ferrous Brous 36 stains 5=15' 0 7 35 91 59 111 10 ,,, S(6)5(6) w/Calcareous nodules 10'-1S seamsbrowns 1gray Went..,/� ' -'1 15 18 29 88 43 115 32.5 15 t% 11 9(6) (8) CLAY,silty,stiff,brown& wlalltstone 18'-20' gray,wislitseams(CL) 18 20 14 20 30 11 125 10(6)9(6) 20 . 26 wiblocity structure 21.5'30' _. ) CLAY,very stiff to hard,reddish wlierrous stains 23'33' brown,slickensided(CH) 25 35 26 70 39 121 25 ./� 2614(8)18(6) - r 17($}28(8) 30 36 28 71 45 116 30_deo reddish brown&,gray,w/ ferrous nodules 30'.39' 20 '"very stiff,gray-,/ 35 43 18 58 37 12a brown 33'36.5' yellowish 3 13(8)17(8) 11. -.- - 16 --, CLAY,sandy,very stiff to hard, brown&gray,wlsand seams& 40 16 15 23 7 132 7.5 40 -r' 33(6)39(6) calcareous nodules(CL) - SAND,silty,fine,dense to �.:c. very dense,gray&brown(SM) 19 45 '-50�60� a: -••• 21 °/massing MOO sleva"22% •`•=4 50 50(3)50(1.75) IV --41.118 -\:.- (2.5) { ,5) :55- i;' SO 1 _r,;4.:; 19 %passing 8200 s t1% 110.5 -;11' nd,Walk at 5r CLAY,very stiff to hard,gray s0 42 _20 52 31 126 wmlferre ous stains 58'7' 60-✓ 14(6)20(6) & brown.stickensided(CH) Rema rks:1)Dry auger to 18.0 ft,wet rotary from 18.0 ft.to 76.5 ft.2)Free water let encountered at 17.0 ft.during drilling;after 20.0 min.at 6.8 ft.9)Hole open to 75.0 ft.at end of drilling. ' My ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information was collected. The actual groundwater elevation may fluctuate due to time.caustic conditions,andlor construction activity. Driller:Dempsey Seams Logger:John Gentry Organization:Gooiest Engineering,Inc. FIGURE A-3 C _ . DRILLING LOG - 2of2 County Brazorie Hole B 3 District Houston WinCore Highway Magnolia Road Overpass Structure Bridge Date 8.28.02 Version 2.03 Control. Station 34+78.91 Grnd.Elev. 47.52 ft Offset 80.01 ft LT of BL GW Elev. 40.72 ft L Texas Cone Trieste!Test Properties Elev. 0 Strata Deviator(' Wet ata Description Additional Remarks (ff) G Penetrometer Press. Stress MC LL Pi pan, (rail (Pail tnet) -11 CLAY,very stiff to hard,gray & brown,slickensided(CH) 2.4 wfvrrous nodules 63'48' 65 84 19 82 38 128 65 `✓ 19(6)27(6) 70 83 _ 47 48 29 128 76- whiny clay layer at 70' , reddish brown&gray,w1 16 calcareous nodules& 73 74 18 57 22 126 day sti cure 71.5'73' 75 25(6)32(6) whiff seams 7S'T5' 49. 80 85 90- 9s- 100- 105- 110- 115- 120—. Remarks;1)Dry auger to 18.0 ft.,wet rotary from 18.0 ft.to 76.5 ft.2)Free water 1st encountered at 17.0 ft.during drilling;after 20.0 min.at 6.8 R.3)Hole open to 75.0 ff.at end of drilling. My ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information ow collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity. Driller:Dempsey Gearen Logger:John Gentry Organization:Genteel Engineering,Inc. FIGURE A-3a 1 DRILLING LOG 1 ot2. a..�, County Brazorta Hole Bat District Houston - vvinCore Highway Magnolia Road Overpass Structure Bridge Date 9-04-02 Version 2.03 Control Station 37+88.02 Grnd.Elev 45.96 ft Offset 58.21 ft RT of BL GW Elev. 42.08 ft L Triaxial Test Properties . 0 Texas Cone Strata Description Lateral Deviator Wet Additional Remarks Penetrometer (Pell (mil MC U. Pi D� CLAY,stiff to very stiff,dark 28 votress roots 0'2' / gray&gray(CH) medium stiff 2'-6' 32' A(>8 5(6) 0 T 24. 78 48 10& 5 Ø 3$ wlferrous&calcareous nodules 6'+10' reddish brown&gray, 0 9 30 62 38 119 al ckensided,wlforrous 10 /11(8)11(6) stains 6'-15' 01 28 ril 17(6)21 on 25 28 70 44 122 ,Want seams 14.5-15' 31. 15 SILT,sandy,medium dense,brown (ML) 25 %passing#200 sieve0% 20 50(4.5)50(3.75) very dense 20'22' 30 21. 25 •30(6)33(6) CLAY,very stiff to hard,reddish 29 1 / brown 8 gray,sllckenslded, 28 40 28 124 wiferrous&calcareous nodules FPO 21(61 27(6) &ferroue stains(CH) 30 25 67 42 14.5 / 20 wife/roue stains 31.5'25' ird CLAY,silty,very stiff,gray &yellowish brown,wlsand pockets, 35 28 18 40 24 131 25(6)34(6) ferrous nodules (CL) wlcalcarsous nodules 35'-98' it 35 / CLAY,sandy,gray 8 brown(CL) 18 26 7 8. SAND,silty,line,dense to 28 %passing#200 sleves53% A7(8) (5) very dense,gray&brown(SM) wleandy slit& . 40sandstone at 39' 23 45 SO(1.75)50(1) 23 %passing#200 sleven21% 50 50(3)50 0.75) 20 slickensided 39'-55' 7 CLAY,very stiff to hard,reddish 35 22 29 79 51 118 24(8 34(6) brown,gray&yellowish brown 85 (CH) 19 .450 60 43 19 59 97 126 25(6)29(8) wiferraus stains 60'75' Remarks:1)Dry auger to 16.5 ft.,wet rotary from 16.5 ft.to 76.5 fL 2)Free water 1st encountered at 18.0 ft.during drilling;after 15.0 min.at 3.9 ft.3)Hole open to 75.0 fL at end of drilling. My ground water elevation information provided on this baring log is representative of conditions existing on the day and for the spedfl c location 1 ' ( where this Information was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,endlor constnul}on activity. Driller Dempsey Gearen Logger:John Gentry Organization:Geotost Engineering,Inc. FIGURE A-4 - DRILLING LOG 2of2 County Brazorla Hole 8-4 District Houston WinCore Highway Magnolia Road Overpass Structure Bridge Date 9.04-02 Verson 2.03 Control Station 37+88.02 Grnd.Elev. 45.98 ft CUeet 68.21 ft RT of BL OW Elev. 42.08 ft Texas Cone Triaxial Test Properties LElev. 0 Strata Description Lateral Deviator Wat Additional Remarks (g) 0 Penetrometer Press. Stress MC U. PI Den. (Den ( sll , (acf) CLAY,very stiff to hard,reddish brown,gray&yellowish brown 22 ) $lickensided 63'75' 85 26 24 Y1 47 121 19(6)23(6) witerroue&calcareous nodules 65'-68' 19. J/ 70, 98 19 51 34 128 70 A35 (6)41(6) '✓ 18 wlcalcareous nodules 73'T5' 75 54 19 48 27 127 yo 36(6}39(6t Willey clay layer at 75' _ l 80- 65- 90- 95- 100- 105- 110- 115- 120- Remarks;1)Dry auger to 16.5 ft.,wet rotary from 16.5 ft.to 76.5 ft.2)Free water 1st encountered at 16.0 ft.during drilling;after 10.0 men.at 3.9 ft.3)Hole open to 75.0 ft.at end of drilling. My ground water elevation information provided on this boring tog Is representative of conditions existing on the day end for the specific location where this information was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity. Drifter:Dempsey Gearen Logger John Gentry Organization:Geetest Engineering,Inc. FIGURE A-4a car as 1 _ DRILLING LOG 1of2 i """"` County Brazoria Hole B-5 District Houston `dNinCore Highway Magnolia Road Overpass Structure Bridge Date 8-29-02 Version 2.03 Control Station 40+10.01 Grnd.Elev. 45.68 ft Offset 54.32 ft LT of BL GW Elev. 42.08 ft L Texas Triaxial Teat Properties Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks ItoG Penetrometer Press. Stress 0 ` o MC U. Pt Den.s CLAY,medium stiff to stiff, 24 ,w/prass roots 0 2' dark gray&gray,wlerrous stains(CH) 29 .gray&yellowish brown 3'-0' 4(6)5(6) 0 12 30 73 48 115 8 .� - w�Herrouue nodules 5-13' J 31 w/calcareous nodules 8'-15' 0 9 30 74 47 115 , ,J�T(6)8(8) very stiff,reddish brown& 10 `/ gray,slickensided 10'-15' 29 6(�7( 15 28 24 56 34 121 30.9 15- ' 6) SILT,loose,reddish brown Mt) - 22 %passing#200 sfeve*87% 27.9 CLAY,silty,very stiff,reddish _20 a 24 25 4 120 -✓ 12(6)22(6) hrr wn Ott-Mf) Welk seams&blocky 26.8 20 CLAY,very stiff to hard,reddish structure 20'.30' brown&gray.alicksnsided(CH) 28 25 14(8)21(6) _ 25 3$ 20 59 38 122 =✓ 24 gray&brown,w/ferrops 30 38 24 68 42 122 nodules 28'45' - -1; 30 22(6)2806) 21-e" whiff seams&calcareous -__'/ 35 41 21 58 35 126 nodules 33'45' 10.9 35 18(6)24(6) iv/ferrous stains 35'-38' CLAY,silty,hard,brown&gray, wlterrous&calcareous nodules 38 28 18 30 12 130 7.9 &sand seams 38'40' SILT sandy,gray&brown(ML) 17 %pat g#200 sieve=55% 59 40_`.., 30(6)34(6} 4:5:1 SAND,silty,fine,dense to very dense,gray&brown(SM) ``�'` 22 %passing#200 sleve=41% -%;::_ ,� ,��36(s>,43(6) 1, -.r _•• 20 %passing#200 sieve 8% I 50(2)50 0.25) fine sand,wisllt at 49' 50 �`'iI - T.1 CLAY,very stiff to hard,reddish 55 43 27 66 41 122 Dol 19(6)23(6) brown&gray,sllckensided, wiferrous stains(CH) 18 80 60 23 65 40 128 18(6)23(6) yellowish brown&gray 60'75' Remarks:1)Dry auger to 15.0 ft.,wet rotary from 15.0 ft to 78.5 ft.2)Free water 1st encountered at 15.0 ft.during drilling;after 20.0 min.at 3.8 ft.3)Hole open to 76.0 ft.at end of drilling. Any ground water elevation information provided on this boring ing log Is representative of conditions existing on the day and for the specific location this information was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity. Driller:Dempsey Gearen Logger:John Gentry Organization:Geotest Engineering,Inc. FIGURE A-5 C51011401242019/04. Mokbe. LD DRILLING LOG 2of2 County Brazorla Hole B-5 District Houston WinCore Highway Magnolia Road Overpass Structure Bridge Date 8 2942 Version 2.03 Control Station 404-90.01 Grnd.Elev. 45.98 ft Offset 54.32 ft LT of BL OW Elev. 42.08 ft L Yaws Corte Triaxlai Test Properties Elev. O Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer IPrass. Stress MC LL PI li CLAY,very stiff to hard,reddish brown&gray,slickensided, 28 wflerrous stains(CH) 85 21 33 70 44 125 20(6)26(6) sir/calcareous nodules 86'-88' J 17 70 80 17 32 31 125 7022{6)29(6) 17 wlferrous nodules 71.5'73' - wlsand pockets 73=76' (�36( 7s 83 17 48 28 12j 75 28wlsilty clay layer at 75' 30.6 80- e5- 90- 95- 100- 105- 110- 115- 120n Remarks:1)Dry auger to 15.0 ft.,wet rotary from 15.0 ft.to 76.5 ft.2)Free water 1st encountered at 16.0 ft.during drillings after 20.0 min.at 3.8 fL 3)Hole open to 78.0 fL at end of drilling. Any ground water elevation information provided on this boring log is representative of conditions eads0ng on the day and for the specific location where this information was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,and►or construction activity. Driller:Dempsey Gearen Logger:John Gentry Organization:Gooiest Engineering,Inc. FIGURE A-5a C*bt40r DRILLING LOG i all County Brazoria Hole B$ District Houston WinCore Highway Magnolia Road Overpass Stricture Bridge Date 8.3042 Version 2.03 Control Station 42+13.86 Grnd.Elev. 47.55 ft Offset 52.21 ft LT of BL GW Elev. 43.75 ft L Texas Cone Triaxtal Test Properties Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks G Penetrometer tree StresslMC U. PI Den 46.6 FILL,stiff gray sandy clay , 2t wlgrass roots 0'2' CLAY.stiff,dark gray&gray 29 (CH) 0 10 33 73 47 110 5 4(6)5(6) gray&yellow 5'40' sllckenslded,w/forrous .../d 31 nodules&ferrous stains 5-15' 0 9 31 72 45 114 w/calcareous nodules 8'115' 10 6(6)7(6) very stiff,reddish brown& 28 gray 10'•15-vo° , 13 19 26 67 42 119 32.6 15 / 14(6)19(8) CLAY,silty,very stiff,brown (CL) 18 13 20 31 16_ 124 29.6 CLAY.silty,soft,brown(CL•ML) 20 27 5 20 2✓ 8(6)8(6) 26:6 - wisilt seams 21-23' CLAY.silty,stiff to very stiff, 11 21 33 11 123 breswn R C'1 24.6 J 10{8}17(6} CLAY.very stiff to hard.reddish 25 brown,slickensided,wlferroue -/ stains(Cif) 1 _ _ 28 37 243 71 45 120 De: gray&yellowish brown 28'25'27 30 00 19(6)19(8) wlferrous&calcareous nodules 30'-35' 33 51 20 82 38 125 20 12.6 35 17(6)22(8) w/ferrous&calcareous CLAY,silty,very stiff,brown nodules 35'-3W &gray,wlsand seams(CL) 3a 22 18 30 10 118 9.6 .1 CLAY,sandy,hard,gray&yellow, 19 40. (6)33(8) w/ferrous&calcareous nodules 6.1 &ferrous stains(CL) 20 %passing#200 sfeve$26% 1"�'� SAND,silty,fine,dense,gray '• 39(6)50(5) {81V1) 45 1.1 50- 65- 80- Remarfcs:1)Dry auger to f8.0 ft.,wet rotary from 18.0 ft.to 46.5 ft.2)Free water 1st encountered at 18.0 ft.during drilling;alter 15.0 min.at 3.8 ft.3)Hole open to 45.0 ft.at end of drilling. Any ground water elevation information provided on this boring log le representative of conditions existing on the day and for the specific location where this information was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity. Driller:Dempsey Gearen Logger:John Gantry Organization:Geoteat Engineering,Inc,. FIGURE A-6 Clon4012420twibleorelbrIdge.CLG DRILLING LOG 1of ,,, . � "' County Brazens Hole B-7 District Houston - "'AtinCore Highway Magnolia Road Overpass Structure Drainage Easement Date 9-03-02 Version 2.03 Control Station 19+50.67 Grnd.Elev. 46.17 ft Offset 52.73 ft RT of BL GW Elev. 41.77 ft L Texas Cone Trlaxial Test Properties Elev. Q Strata Description Lateral Deviator Wet Additional Remarks Penetrometer {P L Stress MC LL Pt Den.Wen l CLAY,medium stiff,dark gray 27 wlgrass roots 0'-2' Led &gray(CH) 31 g 5 a 9 2g 75 49 111 slickensld d 4'18'rown 4'-8' wlferrous&calcareous 33 nodules&ferrous stains 4=18' 0 13 25 67 42 122 very stiff,reddish brown& 10 gray 8'18' _,/ 25 13--/ wlslPt seams 16'18' 2$2 1-201 CLAY,silty,medium stiff,reddish 207 21 27 B 125 wlcalcareous nodules8 262 20 brown(CL) whelk at 20' 25- f 30 35- 40- - I 80- 55- I = 60- Remarks;1)Dry auger to 17.0 ft.,wet rotary from 17.0 ft.to 20.0 ft.2)Free water tat encountered at 17.0 ft.during drilling;after 15.0 min.at 4.4 ft.3)Hole open to 17.8 ft.at end of drilling. Any ground water elevation information provided on this boring log Is representative of conditions existing on the day and for the specific location where this Information was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,andhor construction activity. Driller:Dempsey Gearen Logger:John Gentry Organization:Geotsst Engineering,Inc. FIGURE A-7 Coh1401 DRILLING LOG 1 of1 County Brazorla Hole B-8 District Houston WlnCore Highway Magnolia Road Overpass Structure Drainage Easement Date 9-03-02 Version 2.03 Control Station 25+51.30 Grnd.Elev. 45.98 ft Offset 57,23 ft RT of BL GW Elev. 39.88 ft L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviator Wet Additional Remarks G PenetrometerPress. Stress( _MC LL Pi � 1 .; CLAY.stiff,dark grey(CH) 28 28 gray&yellowish brown 2'47 wllerrous nodules&ferrous 0 t 28' B5 40 114 stains 4'-8' 5 ' wlcalcarsous nodules 5'-8' _ 28 stiff to very stiff,gray& 0 16 21 57 35 123 yellowish brown,wlferrous& 10-:00,1 calcareous nodules& ferrous stains 8'-13' '33. SAND,silty,fine,loose to 25 %passing 0200 sleven48% 15 medium dense,gray&brown(Ski) 1" 25 28. 28 25 30- 35- 40 45- 50- 55 J SO Remake;1)Dry auger to 13.0 it.,wet rotary from 13.0 ft.to 20 ft.2)Free water let encountered at 13.0 ft.during drilling;after 15.0 min.at 8.1 ft 3)Hole open to 18.4 ft.at end of drilling. Any ground water elevation information provided on this boring log is representative of conditions redsing on the day and for the specific location where this kr/e matlon was oollented. The actual groundwater elevation may fluctuate due to time,climatic cam,andlor construction activity. Driller.Dempsey Germ Logger:John Gentry Organization;Geotest Engineering,Inc. FIGURE A-8 Gyorwro1242a1ve DRILLING LOG 1011 County Brazoria Hole B2 District Houston ' Highway Magnolia Road Overpass Structure Drainage Easement Date 9.0342 Version 2.03 Control Station 31+49.54 Grnd.Elev. 46.47 ft Offset 61.42 ft RT of EN. OW Elev. 36.77 ft L Texas Cons Triaxial Test Properties Elev. O Strata Description lateral Deviator Wet Additional Remarks (ft) Penetrometer Press. stress MC LL Pt Doe�nn.. — CLAY,stiff to very stiff,dark 29 • w/grass roots 0'2' gray(CH) yr/concrete pieces at 1' Le. 23 gray ud &�usferros yellowish 0 a 28 87 42 111 stains 2'-13' 5 .� wlcrawfsh hole 4'.6' 27 wlcalcareous nodules 6'.13' a 43 22 71 45 125 10 33'fi _ SAND,silty,fine,loose to 23 %passing f#200 sievea46% medium dense,gray&brown(SM) 24 5 20 wleandatone at 20' 25- 30— I —_ 35— 40— 45 50— 55— 60— - Remarks:1)Dry auger to 13.0 it,wet rotary from 13.0 ft.to 20.0 ft.2)Free water let encountered at 13.0 ft.during drilling;after 15.0 rain,at 7.7 ft.3)Hole open to 18.8 ft at end of drilling. My ground water elevation information provided on this boring log Is representative of conditions exfeting on the day and for the specific location where this Information was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity. Driller.Dempsey Gears!' Logger:John Gentry Organizatiorc Geotest Engineering,Inc. A-9 CSot440124201VNfficoratessmsalaS DRILLING LOG 1 of1 County Brazarla Hole 8,10 District Houston Wi%Core Highway Magnolia Road Overpass Structure Drainage Easement Date 9.0342 Version2.03 Control Station 37+15.34 Gmd.Elev. 45.28ft Offset 40.52 ft RT of BL GW Elsv, 37.06 ft I- Texas Cone Triaxial Test , Properties Elev. 0 Strata Description lateral Deviator Wet AdditionalRem (ft) Penetrometer Prtoeess. Stress MC LL PI Denim. _- CLAY,stiff to very stiff,dark s wlgraae roots 0'2' -0/ r gray,wtfarrous nodules gray&yellow 2'-8' &ferrous stains ) 38 5 Q _ a 34 82 53, 110 &yellowish�lcarr nodules 8 brown, WI 33 ca 3' 0 9 32 577 34 118 10 32.3 CLAY,silty,very stiff,reddish 15 18 20 38 21 128 15-t0 brown&gray,wfsand seams& calcareous nodules(CL) 27 27.3 CLAY,very stiff,reddish brown 20 23 24 80 29 119 ,25.3 20 &grey,eHc rsl4etr(ell) 25- 30- 35- 40- 45 50- 55- 80- Rezmarlce:1)try auger to 20.0 ft.2)Free water 1st encountered at 17.5 ft during drilling;after 15.0 min.et 8.2 ft 3)Hole open to 20.0 ft.at end of drilling. My ground water elevation Information provided on this boring log Is representative of c ondtions existing on the day and for the spedflc location where this information was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity. Driller:Dempsey Gowen Logger.John Gentry Organization:Geotest Englne rhnngg,inc. FIeW A-10 CloiA40124201Wriastexassingrane I � SYMBOLS AND TERMS USED,ON BORING LOGS cu SOIL TYPES SAMPLER TYPES (SHOWN IN SYMBOL COLUMN) (SHOWN IN SAMPLES COLUMN) v 111111•• ?a • b N PIE or Gravel Sand Silt Clay Clay Muck TxDOT Undisturbed 'Split No Auger Debris (CL) (CR) Organise TCP Sample Bartel Recovery Peat TERMS DESCRIBING CONSISTENCY OR CONDITION (Section 35,TEX-142-E,January 2001) COARSE GRAINED SOILS(Major portion retained cn No.200 Sleve) includes(1)clean gravels and sands,and(2)silty or clayey gravels end sands.Condition is rated according to relative density,as determined by laboratory tests. SPT N Value TCP Blow/0.3 m(12 In.) Density Less than 4 Less than 8 Very loose 4to 10 8to20 Loose 10 to 30 20 to 60 Meduun dense 30 to 50 60 to 100 Dense Greater than 50 Greater than 100 Very dense FINE GRAINED SOILS(Major portion passing No.200 sieve):Includes(1)inorganic and organic sifts and clays,(2)gravelly,sandy,or silty days,and(3)clayey slits.Consistency is rated according to shearing strength,as indicated by penetrometer readings or by unconfined compression tests. UC Kgicm2(tsfl Consistency Less than 0.25 Very soft 0.25 to 0.5 Soft 0.5 to 1.0 Medium stiff 1.0 to 2.0 Stiff 2.0 to 4.0 Very stiff Greater than 4.0 Hard Note:8&*cnsided and fissured clays may have lower unconfined compressive strengths than shown above,because ofplanes or weakness or cracks hi the soil.The consistency ratings of such soils we based an penetrometer readings. TERMS CHARACTERIZING SOIL STRUCTURE Patting:-paper thin in size Seam:-118'to 3'thick Layer:-greater than 3' Slickensided -having inclined pianes of weakness that are slick and glossy in appice Fissured -containing shrinkage cracks,frequently tiled with fine sand or sit; usually more less vertical. Laminated -composed of thin layers varying color and texture. Interbedded -composed of alternate layers of different soft types. Oak reous -cnontaining appreciable quantities of c aldum carbonate. Well graded -having wide range in grain sizes and subsiu 1al amounts of all intermediate particle sizes. Poorly graded -predominantly of one grain size,or having a range of sizes with some intermediate sizes missing. Flocculated -pertaining to cohesive sots that exhibit a loose knit or flakey structure. Ceoteet Engineering, Inc. FIGURE A_tt APPENDIX B Summary of Laboratory Test Results B-1 thm B-10 Grain Size Distribution Curves B-11 thru B-15 Consolidation Test Results B-16 thru B-17 SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Geotechnical Investigation Magnolia Road Overpass at Burlington Northern GROTEST ENGINEERING, INC Santa Fe Railway for City of Pearland PROJECT NUMBER: 1140124201 SAMPLE A� 7 �' PARTICLE PODAL COM• PRESSIVE STRENGTH - POCKET STANDARD UNCONFINED Max. PENE- PENE- WATER DRY COMPRESSIVE Deviator Con►. TROLETER TRATION BORING Depth CONTENT DENSITY U. Pt. PI Sand �SiII STRENGTH Stress Preto. TORVANE R NG TEST NO. No. (it.) Typo (�) (P�) (� (%) ( ) Garr, (%) tx) (X) (lee) (ks1) (kef) (ad) (kst) (blows/ft.) TYPE OF MATERIAL 8-1 1 0.0- 2.0 UD 32 0.80 2.00 Clay . 2 2.0- 4.0 UD 26 92 65 25 40 1.74 1.30 2.50 Cloy 3 4.0- 5.0 UD 30 66 25 41 1.20 2.50 Clay 4 6.5- 8.0 UD 27 1.50 3.00 Clay 5 8.0- 10.0 UD 28 90 63 24 39 1.08 1.30 2.50 Clay 6 11.5- 13.0 U0 27 2.00 4.00 Clay 7 13.0- 15.0 UD 18 106 50 16 34 4.36 2.16 2.00 4.50 Clay 1 2 8 16.5- 18.0 SS 23 19 81 Silt 9 18.0- 20.0 UD 23 97 34 18 16 1.57 2.88 5.00 Cloy. Silty 10 21.5- 23.0 UD 26 3.50 7.50 Clay 11 23.0- 25.0 UD 26 95 65 25 40 4.72 3.60 3.25 7.50 Clay 12 26.5- 28.0 UD 20 141 862 Silt 13 31.5- 33.0 SS 21 47I 2 53 25 Silt, Sandy 14 36.5- 38.0 UD 18 107 48 17 31 4.81 5.47 3.25 8.50 Clay, Silty 15 38.0- 40.0 UO 19 1.25 5.50 Cloy.Silty 16 41.5- 43.0 U0 19 107 37 15 22 3.40 6.05 1.75 6.50 Clay. Silty 17 43.0- 44.5 5S 20 57 Clay, Silty 0 C 73 rn 03 LEGEND: UO a UNDISTURBED SAMPLE. EXTRUDED IN FIELD ' Combined grovel/sand percentages. I SS a SPLIT SPOON SAMPLE = Combined elit/ciay percentages. AG MI AUGER CUTTINGS • Unconfined compression on sandstone. PB = PITCHER BARREL SAMPLE Nx w Nx-DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Geotechnicai Investigation Magnolia Road Overpass at Burlington Northern Santa re Railway for City of Pearland CEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140124201 TRATTERBERG PARTICLE COMPRESSIVE SAMPLE LIMAS SIZE STRENGTH - POCKET STANDARD UNCONFINED Max. PENS- PENE- WATER DRY COMPRESSIVE Deviatsor Conf. TROOMAETER TRATION B EING No. ( )h Type CONTENT DE{pal)Y WI) {iL) {75) {7i) I ${�) (K) l) TH 5(kor) {ke (M(Met)E R I si)G (blows/ft.) TYPE Of MATERIAL 8-2 2 1.0- 3.0 UD 4.50 Cloy 3 4.0- 5.0 UD 24 95 72 27 45 3.00 2.50 4.00 Clay 4 6.5- 8.0 UD 30 1.60 3.00 Clay 5 8.0- 10.0 UD 28 93 62 24 38 2.84 2.00 4.00 Clay 6 11.5- 13.0 UD 27 56 22 34 2.50 4.50 Clay . 7 13.0- 15.0 UD 28 92 2.33 2.16 2.50 4.00 Clay 8 16.5- 18.0 UD 19 2.00 4,50 Cloy, Silty 9 18.0- 20.0 UD 19 108 28 17 11 1 74 2.88 3.00 Clay, Silty 10 21.5- 23.0 UD 26 3.50 7.00 Cloy 11 23.0- 25.0 UD 23 97 50 21 29 4.80 3.60 3.25 8.00 Clay 12 26.5- 28.0 UD 26 2.75 6.50 Cloy 13 28.0- 30.0 UD 20 104 23 18 5 1 49 4.32 1.75 2.00 Clay. Silty 14 31.5- 33.0 UO 21 3.00 6.50 Clay 15 33.0- 35.0 UD 19 106 51 20 31 7.03 5.04 3.25 7.00 Cloy 16 36.5- 38.0 UD 18 107 26 20 f 6 1 2 4.36 5.47 2.25 8.00 Clay, Sandy 17 38.0- 39.5 55 16 I 80 20 Sand. Silty 18 43.0- 44.5 SS 18 30 Sand, Silty - 1 2 19 48.0- 49.5 SS 26 75 25 Sand. Silty 20 53.0- 54.5 SS 19 41 Sand, Silty M 22 58.0- 60.0 UO 21 101 51 20 31 4.80 8.64 3.50 6.50 Cloy C) . 23 23 61.5- 63.0 UD 26 2.75 7.50 Cloy tU LEGEND: UD = UNDISTURBED SAMPLE. EXTRUDED IN FIELD ' Combined c1ravel/®and percentages. I SS = SPLIT SPOON SAMPLE 2 Combined silt/clay percentages. N PB as PItC RICER BARRGES L SAMPLE • Unconfined compression on sandstone. Nx = Nx-DOUBBLE BARREL SAMPLE 31dWVS 1392fV9 7199f10a—sN w xN vuo}epuoe ma uoissaidwoa pauauoaufl * 3ldrlvs 132121U. a3i-tOlid a 8d D •aaboluaowd Aoia/}ga pauigwo3 SONWJIO 2i30dS a OV i •aaboivaaJed pupa/I*AOJb pauigwo� s TOWS N00dS IoNn n i � a1314 NI O3an2LL7Ci 'TOWS ®821n1SIaNn - On -0N3931 CO — W U. All!S IMO 00'6 OO.4 08'01 16'L 0Z 91 SC ZI,I. 91 an O•SL -O'£L 9t £ .,O3 D0'6 OO•q LI an OTC —91L LZ Apia 00'6 00't 90'O1 00'9 PC £Z LS 901. 91 an 0'0L —0'99 9Z Aaq 00'6 0S'£ 9l an O'SS —S'99 SZ Aura 0S'S SET 9C'6 10'9 CC CZ 93 401 0Z On 0'89 —0'C9 4Z Z-6 "MOM JO 3dAL Nismalc0 Owl) ( i) OEM) 410) (MO 1x) () t2) ( ) (i) (to () ( ( ) Doi i a) 'ON 'ON JS31 ONXIV321 .3NVAZlOJ. '�a'd DAS NLON3tl O Id 1d ) J 0 1N3LN00 4�0 ON1606 NOLLtl2LL ti313N0211, luoa 'olo!^a0 3AISS32Idr100 A210 213LVM —3N3d —3N3d '*DP! 03NI4NOON0 O2IVONVIS 13)100d HL$N32i1S 3 SS32IdY103 313LLLaVd 51138831 d idWVS 1M 3A i 1V XYI211 . tOZPZLOt►IL 18381/411N 133f021d *ON 'ONIM3ZNtON3 ,LS31O39 pupped 10 Apo Jo} ADMIp j a D}uog UJOLIIJON uotaujjang }D sscd.0nO pooN Djjou6otq 6,L`IflS212I au A IoJ.Y IOSd'I ,d0 MOMS UOj}DBj}COAUI IDDjU4Oe1090 '311VN 103P021d SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Geotechnical Investigation Magnolia Road Overpass at Burlington Northern GEOTEST ENGINEERING, INC. Santa Fe Raliway for City of Pearland PROJECT NUMBER: 1t4O124209 SAMPLE A U RBERGTTS PARSITIIEIE COMPRESSIVE STRENGTH POCKET STANDARD UNCONFINED Max. PEW- PENE- WATERp�h D�DNRSYY{Y C ye 5q I stay COMPRESSIVE Deviator Cont. TROMEIERD TRAT1ON NO. 00 No. (I TYPO CONS)T (Pcr) (�) (%) (%) Gm i (%� (x) (ii) t (ksf) Prase. sWAM(lest) READING 0 (blows/ft.) TYPE OF MATERIAL 8-3 2 1.0- 3.0 LID 34 1.30 2.00 Clay 3 3.0- 5.0 UO 36 79 98 34 64 1.52 1.20 2.00 Clay r 4 8.5- 8.0 UD 36 1.40 2.50 pay - 5 6.0- 10.0 LID 35 82 91 32 59 1.00 1.40 2.50 Clay 6 11.5- 13.0 LID 25 2.25 4.00 Clay _ 7 13.0- 15.0 UD 29 89 68 25 43 2.27 2.16 1.60 3.50 Cloy 8 16.5- 18.0 LID 16 1.50 3.00 ' Cloy. Silty 9 18.0- 20.0 LID 20 104 30 19 11 1.99 2.88 0.70 3.50 Clay, Silty ' 10 21.5- 23.0 UD 26 4.25 7.50 Clay 11 23.0- 25.0 UD 26 95 70 31 39 5.06 3.80 4.25 7.50 Cloy 12 26.5- 28.0 LID 25 4.25 7.50 Clay 13 28.0- 30.0 00 28 91 71 28 45 5.19 4.32 4.00 6.00 Clay 14 31.5- 33.0 UD 20 3.00 6.50 Cloy 15 33.0- 35.0 00 16 111 58 21 37 6.14 5.04 2.25 5.50 Clay , 16 36.5- 38.0 LID 16 2.50 7.00 Cloy. Sandy r. 17 38.0- 40.0 UD 15 115 23 16 7 '2.27 5.76 8.00 Cloy. Sandy 18 41.5- 43.0 SS 19 71 Sand, Silty 19 46.5- 48.0 5S 21 78t 222 100/ 9.5" Sand. Silty - 20 51.5- 53.0 SS 18 100/5.5" Sand, Silty 'J' 21 56.5- 58.0 SS 19 89 11 Z 100/8.5' Sand, Silty a - XI 22 58.0- 60.0 00 20 105 52 21 31 5.98 8.64 2.50 5.50 Cloy co LEGEND: UD = UNDISTURBED SAMPLE. EXTRUDED IN FIELD ' Combined gravel/sand percentages. s. 2 Combined sllt/cloy percentages. La AG - AUGEER SPOON SAMPLE • Unconfined compression on sandstone. P8 = PITCHER BARREL SAMPLE Mx = Nx-DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS Magnolia NAME. Geatechnical Investigation Magnolia Road Overpass at Burlington Northern GEt)TEST ENGINEERING, INC Santa Fe Railway for City of Pearland PROJECT NUMBER: 1140124201 AlERG PARTICLE COMPRESSIVE GT E SAMPLE BI STRENGTH UNCONFINED Max. PEENNE-- PENE— WATER STANDARDKET p TE FD�RY t,l COMPRESSIVE Deviator Conf. TROMETERj TRATION 8NO. No. (fL)h Type CONTENT D(p5ci) ( ) (%) f%) (*I X) (5t) (lK Tra(ke{) S t) (ret,. TO� READING i ew/ft.) TYPE OF MATERIAL 8-3 23 61.3— 63.0 UD 24 IOC 7.50 Cloy 24 63.0— 65.0 UD 19 108 62 24 38 9.24 9.36 3.00 7.50 Clay 25 68.5— 88.0 UD 22 3.00 8.00 Clay 28 68.0— 70.0 UD 17 110 48 19 29 9.12 10.08 3.50 9.00 Clay 27 71.5— 73.0 UD 18 6.00 Cloy 28 73.0— 75.0 UO 18 107 57 24 33 10.81 10.80 3.50 9.00 Clay 21 C) _ . - C rAn • co LEGEND: UD meUNDISTURBED SAMPLE, EXTRUDED IN FIELD '! Combined grovel/sand percentages. I SS = SPLIT SPOON SAMPLE Combined sit/clay percentages. 8 AG s• AUGER CUTTINGS P8 ma PITCHER BARREL SAMPLE . Unconfined compression on sandstone. Nx - Mx—DOUBBLE BARREL SAMPLE r SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Geotechnical Investigation Magnolia Rood Overpass at Burlington Northern GEOTEST ENGINEERING, INC. Santa for City of Paariand PROJECT NUMBER: 114D124201FeRailway ATIERBERG PARTICLE COMPRESSIVE - SAMPLE LIMITS SIZE STRENGTH - POCKET STANDARD UNCONFINED Max. PENE- PENE- WATERpt DRYLY t,L 5q ay COMPRESSIVE Deviator Cont. TRO14ETER TRATION NNO No. D(f )h Type � liSta Pafl tk) (IT) (%) Mx! (%O' IT) (S) S( 5( Ie ( °1. T0011 tA)NE R((ket) awa/ft.) TYPE OF MATERAl. 8-4 1 0.0- 2.0 UD 28 1.75 4.00 Clay ~ 2 2.0- 4.0 UD 32 87 1.06 0.58 0.90 1.00 Clay 3 4.0- 5.0 UD 34 80 76 28 48 0.95 0.80 1.00 Clay 4 6.5- 8.0 UO 34 1.00 3.00 Clay V 5 8.0- 10.0 UD 30 92 62 24 38 1.34 1.30 5.00 Clay 6 11.5- 13.0 U0 28 2.75 5.00 Clay 7 13.0- 15.0 UD 28 95 70 26 44 3.65 2.16 2.50 5.00 Clay 8 16.5- 15.0. SS 25 20 Silt, Sandy , 9 21.5- 23.0 55 30 28 Silt, Sandy 10 26.5- 28.0 UD 26 98 5.82 4.03 3.50 7.00 Clay 11 28.0- 30.0 UO 25 67 25 42 3.00 7.00 Clay 12 31.5- 33.0 UO 20 _ - 3.00 6.50 Cloy. Silty 13 33.0- 35.0 UD - 18 111 40 16 24 4.10 . 5.04 2.00 6.00 Clay. Silty 14 35.5- 38.0 S5. 18 26 19 7 - 36 Clay. Sandy t5v2 55 55 Sand. Silty r 15 38.5- 40.0 SS 2545 43.5- 45.0 SS 42 Sand. Silty - I 17 46.5- 48.0 SS 23 79 212 100/8.8• Sand. Silty 18 51.5- 53.0 SS 20 100/7.5` Sand, Silty 19 53.0- 55.0 UD 29 92 79 28 51 3.16 7.92 3.30 9.00 Clay -n 20 56.5- 58.0 U0 19 3.00 6.50 . Clay m • 8 21 58.0- 80.0 UD 19 - 106 53 16 37 6.45 .64 3.50 7.50 Clay c LEGEND: U0 a UNDISTURBED SAMPLE. EXTRUDED IN FIELD ' Combined gravel/sand percentages. I SS - SPLIT SPOON SAMPLE s Combined gravel/sand percentages. Ai. AG . AUGER CUTTINGS • Unconfined compression on sandstone. PB • PITCHER BARREL SAMPLE Ns . Nx-00UBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Geotechnical Investigation Magnolia Road Overpass of Burlington Northern GEOTEST ENGINEERING, INC. PROJECT NUMBER: Santa fe1140124201 Rai#way for City of Pooriend TRIAXIAL SAMPLE A1TUEMR9REERG PARTICLE COMPRESSIVE STRENGTH POCKET STANDARD UNCONFINED Max. PENE- PENE- . WA TRATION B0RING Den�t CONNTENiT DENSITY LL PL Pi Grovel Sand RI R DRY COMPRESSIVE Deviator Ponf.. TORYANE T DINEG TEST NO. Na. (ft.) Type ($) (Pcf) (X) (X) (X) tai t$) (R) t� (kef) ( ) (1 ( ) (le) (Mows/ft.) TYPE OF MATERIAL 8-4 22 61.5- 63.0 UD 22 4.00 8.00 Cloy 23 63.0- 65.0 UD 24 98 71 24 47 3.76 9.36 3.25 7.00 Clay ' 24 66.5- 68.0 UD 19 4.00 9.00 Clay 25 68.0- 70.0 UD 19 108 51 17 34 8.42 10.0E 4.50 9.00 Cloy 26 71.5- 73.0 LID 18 3.50 9.00 Cloy 27 73.0- 75.0 LID 19 107 46 19 27 _ 7.72 10.80 3.50 9.00 Clay • -n G) - - C R1 07 LEGEND: UD UNDISTURBED SAMPLE, EXTRUDED IN FIELD ' Combined grovel/sand percentages. SS = SPLIT SPOON SAMPLE � Combined silt/clay percentages. AG - AUGER CUTTINGS • Unconfined compression on sandstone. 0 PB - PITCHER BARREL SAMPLE Nx - Nx-DOUBBLE BARREL SAMPLE / _- SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Geofechnical Investigation Magnolia Road Overpass at Burlington Northern GEOTEST ENGINEERING, INC. Santa Fe Railway for City of Pearland PROJECT NUMBER: 1140124201 SAMPLE ATTERBERG PARTICLE COMPRESSIVE TRI LIMITS STRENGTH -- POCKET STANDARD UNCONFINED Max. PENE- PENE- WATER DRY g COMPRESSIVE Deviator Cont. TROMETER TRATION NO. No. No. Depth. Type CON(%) DE(paat) L(1) (%) (%) (GrS)N 6(%) (%) (a/ STREIdf) Ste) P(�) T(Oist)ANE R )G (blo s/tt.) TYPE or MATERIAL B-5 1 0.0-1 )) 2.0 LID 24�44 �7 �I�1, 2.00 3.00 Cloy 2 2.0- 3.0 UO 1.00 Cloy 3 3.0- 5.0 UD 30 89 73 27 48 1.72 1.20 2.00 Cloy 4 6.5- 8.0 LID 31 1.50 1.50 Cloy 5 8.0- 10.0 UD 30 89 74 27 47 1.28 1.50 3.00 Clay 6 11.5- 13.0 UD 29 1.75 6.00 ` Cloy 7 13.0- 15.0 UD 24 97 56 22 34 3.79 2.16 3.25 6.00 Clay 8 16.5- 18.0 SS 22 13 87 26 Silt 9 18.0- 20.0 UD 24 97 25 21- 4 1.31 2.88 4.00 Clay, Silty 10 21.5- 23.0 UD 26 3.25 5.50 Clay 11 23.0- 25.0 LID 26 97 59 23 36 5.65 3.60 3.00 7.00 Clay 1 12 26.5- 28.0 UD 24 • 3.00 7.00 Clay 13 28.0- 30.0 UD 24 98 68 26 42 5.17 4.32 2.00 7.50 day 14 31.5- 33.0 UD 21 3.75 8.00 Clay 15 33.0- 35.0 UD 21 1 b3 SS 23 35 5.97 5.04 3.25 7.50 Cloy 18 36.5- 38.0 UD 18 112 30 18 12 4.09 5.47 2.00 9.00 Clay, Silty 17 38.0- 40.0 LID 17 45� 55a Silt, Sandy - 1 2 33 Sand. Silty 18 43.0- 44.5 SS 22 59 41 I 2 19 48.0- 49.5 SS 20 94 8 25 Sand. Silty -n 20' 53.0- 55.0 UD 27 98 66 25 41 6.14 7.92 9.00 Cloy C 21 56.5- 58.0 LID 18 3.50 9.00 Clay W LEGEND: UD - UNDISTURBED SAMPLE. EXTRUDED IN FIELD ! Combined grovel/sand percentages. I SS - SPLIT SPOON SAMPLE ' Combined silt/clay percentages. N AB leJGEG'ER CUTTIN PITHE BARREN. SAMPLE • Unconfined compression on sandstone. Nx - Nx-DOUBBLE BARREL SAMPLE - SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Geotechnicat Investigation Magnolia Road Overpass at Burlington Northern GEOTEST ENGINEERING, INC. Santa Fe Railway for City of Pearland PROJECT NUMBER: 1140124201 SAMPLE ATT LIMITSRB� PARTICLE R COMPRESSIVE TRIAXIAL NOTH • POCKET STANDARD UNCONFINED Max. PEKE- PENE- pp WATER DRY �1 Sandy COMPRESSIVE Deviator Conf. TROMETER TRATION BORING Na. (ft.) Type th CONTENT Df(pat) (X) PL PI) �X) t%I (X) ($) cloy lc f) SIC!?) Press. TORVANE RA C (blows/ft.) TYPE OF MATERIAL 8-5 22 58.0- 60.0 UD 23 102 65 25 40 ( 7.13 8.64 3.25 8.50 Cloy 23 61.5- 63.0 UD 26 3.00 8.00 Cloy 24 63.0- 65.0 UD 23 102 70 26 44 3.02 9.36 3.00 8.50 Clay 25 66.5- 68.0 UD 17 4.00 9..00 Clay 26 68.0- 70.0 UD 17 110 52 21 31 8.68 10.08 3.00 9.00 Clay 27 71.5- 73.0 UD 17 3.25 9.00 Clay 28 73.0- 75.0 UD 17 104 46 18 28 11.97 10.80 2.25 9.00 Clay a . • "rl 0 - _ C P1 ra • 03 LEGEND: UO a UNDISTURBED SAMPLE. EXTRUDED IN FIELD =' Combined gravel/sand percentages. I SS m SPUT SPOON SAMPLE Combined silt/clay percentages. AG AUGER CUTTINGS P8 •• PITCHER BARREL SAMPLE . Unconfined compression an sandstone. Nx .• Nx-DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Geotechnical Investigation Magnolia Road Overpass at Burlington Northern CEOTEST ENCINEERINC. INC. PROJECT NUMBER:Santa Fe1140124201 Railway for City of Pearland ATTERBERG PARTICLE COMPRESSIVE SAMPLE LIMITS SIZE STRENGTH - ' POCKET STANDARD UNCONFINED Max. PENE- PENE- WATER DRY _ COMPRESSIVE Deviator Cont. TROUETER TRATION NO. No. °eV Type CONTENT DE{NSI (i. (X) A Grp l San Silt RIt S1I NNG)Tlt tre Press. (ket)TORVANE R(kst)EADING 78ST (kef) (6loKe/tt.) TYPE Or MATERIAL 8-6 1 0.0- 1.0 UD 27 1.40 2.00 Fill 2 1.0- 3.0 UD 29 1.50 2.50 Clay 3 4.0- 5.0 UD 33 63 75 28 47 1.48 1.00 2.00 Clay 4 6.5- 8.0 UD 31 LSO 3.00 Clay 5 8.0- 10.0 UD 31 87 72 27 45 1.28 1.40 3.00 Clay 6 11.5- 13.0 UD 28 2.25 4.00 -Clay 7 13.0- 15.0 UD 28 93 67 25 42 2.72 2.16 2.50 5.00 - Clay 8 16.5- 18.0 UD 20 103 31 16 15 1.91 2.59 0.80 6.00 Cloy, Silty I 2 9 18.0- 20.0 LID 20 27 22 5 16 84 0.80 Clay, Silty 10 21.5- 23.0 UO 21 101 33 22 11 1.62 3.31 1.20 4.50 Cloy, Silty 11 23.0- 25.0 UD 25 4.75 8.50 Clay 12 26.5- 28.0 UO 26 95 71 26 45 5.32 4.03 3.50 9.00 Clay • 13 28.0- 30.0 UD 27 4.25 6.00 Clay 14 31.5- 33.0 UD 20 104 82 24 38 7.31 4.75 4.25 6.50 Clay 15 36.5- 38.0 UD 18 101 30 20 10 3.15 5.47 2.25 4.50 Clay. Silty y 16 38.0- 40.0 UD 19 2.00 9.00 Clay. Sandy 1 2 17 41.5- 43.0 SS 20 74 26 92/11.5- Sand. Silty -n C , rn m a7 LEGEND: UD o UNDISTURBED SAMPLE, EXTRUDED IN FIELD ! Combined gravel/sand percentages. 1 SS • SPLIT SPOON SAMPLE ° Combined silt/coy percentages. 01 AG . AUGER CUTTINGS • Unconfined compression on sandstone. PB - PITCHER BARREL SAMPLE Mx - Nx-DOUBBLE BARREL SAMPLE al SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Magnolia RodinvestigationOverpass Magnolia Road Overss at Burlington Northern GEOTEST ENGINEERING, INC. PROJECT NUMBER:Santa1140124201 Fe Railway for City of Pear and TRIAXIAL ATTERBERG PARTICLE COMPRESSIVE SAMPLE LIMITS SIZE STRENGTH — - POCKET STANDARD UNCONFINED Max. PEKE— PENE— WATER DRY COMPRESSIVE Deviator Con/. TROMETER TRATION BORING Depth CONTENT DENSITY !L % Grovel Sat STRE Stress READING TEST No TYPe ((X)) (S) (X) ( ) (%)) %) 0 (WO ( m ) (blows/ft.)/�) TYPE OF MATERIAL 8-7 1 0.0— 2.0 UD 27 1.30 2.50 Cloy 2 2.0— 4.0 UD 31 0.80 1.50 Clay 3 4.0— 8.0 U0 29 85 75 27 48 1.16 0,80 2.00 Clay 4 6.0— 8.0 UD 33 110 3.00 Clay 5 8.0— 10.0 U0 25 98 67 25 42 1.92 2.00 5.00 Clay 6 13.0— 15.0 UD 25 2.25 4.50 Cloy 7 18.0— 20.0 UD 21 104 27 19 8 0.95 2.88 0.50 1.50 Clay, Silty -11 2 in ' OT LEGEND: U0 .. UNDISTURBED SAMPLE, EXTRUDED IN FIELD ' Combined grovel/sand percentages. es. NJ AG ® AUGGEERT SPOON NC SAMPLE « Unconfi Unednconfined comelay compression on sandstone. PB = PITCHER BARREL SAMPLE Nx - Nx—DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Geatechnical Investigation Magnolia Road Overpass of Burlington Northern CROTEST ENGINEERING, INC. Santa Fe Railway for City of Pearland PROJECT NUMBER: 1140124201 A TEMRBERG PAR I E TRIRXSL SAMPLE CSTRENG POCKET STANDARD • UNCONFINED Max. PENE— PENE- WATER DRY L1 COMPRESSIVE Deviator Conf. TROMETER TRATION BT ORING No. Depth) Type CONTENT(%) DENSITY (X) X) (%) (X)Gravel Sendix) $iit) .(X)y 57R sf) Stress Tka f)E READING(1st (blows/ft.) TYPE OF MATERIAL 8-8 I 0.0— 2.0 UD 26 ($ (keQ �k'1) 1.60 (33..00 Clay 2 2.0— 4.0 UD 26 1.70 3.00 Clay 3 4.0— 6.0 UD 28 89 65 25 40 1.35 1.40 3.00 Clay 4 6.0— 8.0 UD 26 2.00 4.00 Clay 5 8.0— 10.0 UD 21 102 57. 22 35 2.25 2.00 8.00 Cloy 1 2 6 13.5— 15.0 SS 25 52 48 9 Sand, Silty 7 18.5— 20.0 SS 26 14 Sand, Silty 0 - C rn rn CO LEGEND: UD a UNDISTURBED SAMPLE. EXTRUDED IN FIELD ' Combined gravel/sand percentages. SS = SPLIT SPOON SAMPLE ' Combined silt/cloy percentages. Co AG . AUGER CUTTINGS • Unconfined compression on sandstone. PB - PITCHER BARREL SAMPLE Ns - Nx—DOUBBLE BARREL SAMPLE f SUMMARY OF LABORATORY TEST RESULTS. PROJECT NAME: Geotechnical investigation Magnolia Road Overpass at Burlington Northern CEOrzsr ANCIN$Is'RINC, INC. PROJECT NUMBER:Santa Fe1140124201 Railway for City of Pearland SS ATUG PARTICLE M� SIZE STRENGTH POCKET STANDARD UNCONFINED Max. PEKE— PEKE— Depth WATER DRY t, end re COMPRESSIVE Deviator Cant. TROMETER TRAITOR BNO.ORING No (1 ) Type C (O(%) DENSITY (S) (%) (S) Gravel 5(�] ti) re) S7R(� ( ) (Io� T SANE R(ho)NG (b►ows/R.) TYPE OF MATERAL B-8 1 0.0— 2.0 UD 21 3.00 4.50 Clay — _ _ _ 2 2.0— 4.0 UD 23 - 2.25 3.50• Clay 3 4.0— 8.0 UD 28 87 67 25 42 1.29 1.10 3.00 Clay 4 6.0— 8.0 UD 27 1.70 3.00 Cloy 5 8.0— 10.0 UD 22 102 71 26 45 2.18 0.80 6.50 Clay .. I. 6 13.5— 15.0 SS 23 • 54 46Z 7 Sand. Silty `7 18.5— 20.0 SS 24 is Sand. Silty S . M 67 G fn 0 LEGEND: UO + UNDISTURBED SAMPLE, EXTRUDED IN FIELD ' Combined gravel/sand percentages. 1 SS m SPLIT SPOON SAMPLE = Combined silt/clay percentages. co ABG = AUGE ER ELR GS SAMPLE • Unconfined compression on sandstone. Nx = Nx—DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Geotechnicat Investigation Magnolia Road Overpass at Burlington Northern Santa Fe Railway for City of Pearland G84TE5T ENGINEERING, INC. PROJECT NUMBER: 1140124201 ATTERBERG PARTICLETRI COMPRESSL SAMPLE UMITS SIZE 5RNGTNE STRENGTH POCKET STANDARD UNCONFINED Myx. PENE- PENE- WATER DRY COMPRESSIVE Denotor Cont. TROMETER TRATION BORING Depth CONTENT DENSITY LL PL PI Gravel Sand �51It CloySTRENGTH Stress Press. TORVANE READING TEST NO. Na. (ft.) Type (X) (paQ (X) (%) (X) (X) (X) (X) (X)) (ksf) (kit) (ksf) (ksf) (ksf) (blows/ft.) TYPE or MATERIAL 8-10 1 0.0- 2.0 UD 35 1.20 2.00 Clay 2 2.0- 4.0 UD 38 1.20 2.50 Clay 3 4.0- 6.0 UD 34 82 82 29 53 1.21 1.00 3.50 Clay 4 6.0- 8.0 UD 33 1.50 3.50 Clay 5 8.0- 10.0 UD 32 87 57 23 34 1.29 1.60 5.00 Coy 6 13.0- 15.0 UD 20 105 38 17 21 2.64 2.18 2.25 5.00 Clay, Silty 7 1 B.0- 20.0 UD 24 96 50 21 29 3.31 2.88 4.00 5.00 Cloy nt 0- C m CO LEGEND: UD - UNDISTURBED SAMPLE, EXTRUDED IN FIELD t; Combined grovel/sand percentages. I SS . SPLIT SPOON SAMPLE Combined slit/clay percentages. AG • AUGER CUTTINGS • Unconfined compression on sandstone. 0 PB • PITCHER BARREL SAMPLE Nx .. Nx-DOUBBLE BARB SAMPLE • �_, I,/ { i \� i r Job No. 1140124201 GRAVEL SAND Come I Fine Coarse I uedium I Fula SILT OR CLAY U.S. STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS 100 3 2 ii I 6 8 '0 1418 0 40 06070 100 140 200 0 R 90 1 \\ 0 10 1 9 80 \1 \ 20 DI t 1 70 1 14 ` 30 W co 1 �\ 60 1 N 40 cc 1 \ N o m w 50 1 \ 50 1 � C 1 \ - hi 40 11 '• o\ - 60 0 c.. cc e 0 70 A al' 30 '\ - b 20 1r as . 80 cQ ii- 0 10 - \ .-.„�„y 90 n 0 10 1 0.1 0.01 0.00100 GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND NO. NO. FT. SAMPLE DESCRIPTION •++-•e B-1 S-8 16.5-18.0 Brown silt w/sand 00-0s0 B-1 5-12 26.5-28.0 Reddish brown silt B-1 S-13 31.5-33.0 Gray & brown sandy silt C PwM B-2 S-16 38.0-39.5 Gray & brown silty fine sand C I pi I GRAIN SIZE DISTRIBUTION CURVES , Job No. 1140124201 GRAVEL SAND Ceeree I Fine Coarse I Medium J FineSILT OR CLAY U.S. STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS 100 3 2 - * 8 8 10 1418 .0 _ . 40 5060 0 100 140 200 0 ,90 1C 10 11 80 1 20 I o z 70 I I 30 w, 60 - . _ t - 40 El I ca \\\\' t ai o w 50 - . . _ 50 p z t� pi. M trj li 40 y 60 8 � � 70 �a 30 a . 20 80 1.4 10 _ . 90 n 0 00 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND NO. NO. FT SAMPLE DESCRIPTION ............ B-2 S-18 48.0-49.5 Gray & brown silty fine sand o41.0 WO B-3 S-20 46.5-48.0 Gray & brown silty fine sand B-3 S-22 56.5-58.0 Gray & brown fine sand w/silt >+.c -► B-4 S-8 18.0-20.0 Brown sandy silt c z rn m GRAIN SIZE DISTRIBUTION CURVES N Job No. 1140124201 GRAVEL SAND Coarse I Flne Coarse I Medium I Fine SILT OR CLAY U.S. STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS 10O 3 2 1 ' # '1 1 B B D 14 . 0 D 0 D8070 100 1 0 200 t ► t 'f r t t • — .a -4 e _ —1-'- . O 90 • . - . 1\ 10 t, 20 80 11 11 0 70 T 1 30 3 M l m 60 . - . , 1 \ 40cx 50 11 �` 50 U) R.co z 0 et. ii 1r-- �w m a. 30 ( 11. ' \\ 700. ° 80 10 90 p 0 00 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND NO. NO. FT SAMPLE DESCRIPTION •++•• B-4 S-16 38.0-40.0 Gray & brown sandy silt aaroIwo B-4 S-18 46.5-48.0 Gray & brown silty fine sand .,r •+-+• B-5 S-8 16.0-18.0 Reddish brown sill 0 Pi-p M B-5 S-17 38.0-40.0 Gray & brown sandy silt C m co I GRAIN SIZE DISTRIBUTION CURVES W Job No. 1140124201 GRAVEL SAND Coarse I Fine i Coarse I Medium I Fine SILT OR CLAY U.S. STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS 100 3 e '} t i 8 8 10 1458�0 30 IF- 806GTr i00 MOr 0 1 T T' 90 1 10 1 1 80 - la 1 20 41 z i 70 1 30 3 I k w I 1 re C7 } 60 I 40 0 m I 1 \ I -• in co z 50 I 1 50 M. C I t Z 40 i 1 BO v v I a30 II 1 700 3. - ' - 84 20 1 1 10 � * 0 90 P . 0 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND NO. NO. FT SAMPLE DESCRIPTION • 8-5 S-18 43.0-44.5 Gray & brown silty fine sand oeaeo B-5 S-19 48.0-49.5 Gray & brown fine sand w/silt � •-- B-6 S-9 18.0-20.0 Brown silty clay -n a+-e►.+ 6-6 5-18 41.5-43.0 Gray silty fine sand c m m 03 I GRAIN SIZE DISTRIBUTION CURVES 74 Job No. 11401;4201 GRAVEL SAND Coarse J Fine Coarse I Medium I fine SILT OR CLAY U.S. STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS lnn 3 2 ` 1 j t * 4 6 B e0 1416 20 30 40 6060 0 100 140 200 0 T T f \ 90 - - 10 80 . - 20 • z C � 70 F ti 30 60 Gi �, • 4O re 0 hi.,re Z50 - ^ r 500 L. bi � 40 608 ce, U W 0. a 70 Q. 30 a. 3.1. 20 80 6.1 44 - 90 P 0 I I 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND NO. NO. FT SAMPLE DESCRIPTION •.asu B-8 S-6 13.0-15.0 Gray & brown silty fine sand oe-oeo B-9 S-6 13.0-15.0 Gray & brown silty fine sand C XI m CO GRAIN SIZE DISTRIBUTION CURVES 5 PROJECT Geotechnicol Investigation For Magnolia Road Overposs ill2 BORING: B-1 SAMPLE: 3 DEPTH: 4— 5 ft. DESCRIPTION: Gray and Yellow Cloy Moisture Content: 30% Liquid Limit: 66 % eo = 0.8260 r- Dry Unit Weight: 92.0pcf Plastic Limit: 25 sb C: = 0.2360 Specific Gravity 2.693 C, = 0.035 d P. = 2.85 ksf z 0.850 , — . a 0.800 0.750 . 0.700 0 r 0.650 76-‘-.1.-..%\\\--.1111111114- \-- rx 0 0.600 - - > 0.550 ' 0.500 . 0.450 ' 0.400 -- 2 2 J 1 5 alas 3 7 • 5 117aa 3 3 1 5 avaa 2 34 5 11742 0.01 0.1 1 10 100 VERTICAL PRESSURE. P. !el' 240 o 0 a 180 . —' . 0 co z of c�\ 120 5"c z " 14.1c3 60 . E m 0 0 .. e . 3 14 54711111 7 34 5137110 2 3 41417411 2 34 s 1 7 n a 0.01 0.1 1 10 100 VERTICAL PRESSURE. P. ksf CONSOLIDATION TEST RESULTS Geotest Engineering, Inc. FIGURE B-16 i i PROJECT Geotechnical Investigation For Magnolia Rood Overpass i BORING 8-6 SAMPLE. 8 DEPTH: 16.5 — 18.0 ft j 113-4. DESCRIPTION: Brown Silty Cloy Moisture Content: 20% Liquid Limit: 31 e, = 0.633 Dry Unit Weight: 103.0 pcf plastic Limit: 161 ss C� = 0,174 Specific Gravity 2.696 C, = 0,020 c Pc = 3.8 ksf Z 0.620 o 0.590 0.560 0.530 • 111111 0.500 -'"�'.,�.; ce a 0.470 - 1 % , 0.440 1 1 0.410 �� 0.380 illii 1 0.350 7 3 4 50742 2 3 4 537110 7 3 4 2 0700 2 3 4 411710 0.01 0.1 VERTICAL PRESSURE. P, ter 1D 100 z 480 0 a ' m 360 . 0 CO z Qa `a�� 240 \I: e�..„4 I.- tc5 120 IA- V - 1 O 2 3 4 50744 2 3 4 54740 2 3 4 54704 3 3 4 50710 0.01 0.1 1 10 100 VERTICAL PRESSURE. P. ksf CONSOLIDATION TEST RESULTS Ceotest Engineering, Inc. FIGURE B-17 II APPENDIX C I , WinCore Soil Strength Analysis—Drilled Shaft Design C-1 thru C-6 WinCore Soil Strength Analysis—Piling Design C-7 thra C-12 1 I WinCore Soil Strength Analysis-Drilled Shaft Design air.1 %, SOIL STRENGTH ANALYSIS NlnCofe County Brazaria Hole B-1 District Houston Madan 2.03 Highway Magnolia Road Overpass Structure Bridge Date 8-30442 Control Station 29+13.95 Grnd.Elev. 48.59 ft Offset 29.52 ft LT of BL OW Elev. NIA TAT Values Preferentially Used Solt reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phl TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (TX) 1 46.6 31.6 0.22 468 23.7 0.12 1.89 2 31.6 28.6 0.14 0 0.0 0.14 2.31 3 28.6 25.6 0.36 792 0.0 0.14 2.73 4 25.6 21.6 0.34 2376 0.0 0.42 4.39 5 21.6 16.6 0.21 0 0.0 0.21 5.44 6 16.6 11.6 0.72. 0 0.0 0.72 9.03 7 11.6 0.1 0.59 2052 0.0 0.36 13.34 r iD124261Wneoralaithddosra.o FIGURE C-1 1 SOIL. STRENGTH ANALYSIS iNinCOre County Brazoria Hole Ba District Houston Version 2.09 Highway Magnolia Road Overpass Structure Bridge Date 8-27-02 Control Station 32+12.83 Grad Elev. 47.34 ft Offset 27.99 ft RT of BL OW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (TJF) 1 47.3 32.3 0.17 1368 0.0 024 3.59 2 32.3 27.3 021 864 0.0 0.15 4.35 3 27.3 19.3 0.47 2376 0.0 042 7.67 4 19.3 15.8 0.31 720 0.0 0.13 8.11 5 15.8 12.3 0.38 3528 0.0 0.62 1028 6 12.3 9.3 0.55 2160 0.0 0.38 11.41 7 9.3 -10.7 0.88 0 0.0 0.88 28.91 8 -10.7 -22.7 0.69 2654 0.0 0.46 34.48 9 -22.7 -29.2 0.69 3960 0.0 0.69 39.33 1 c:yolri4012428t noawetadWss.Cl.o FIGURE C-2 SOIL STRENGTH ANALYSIS JlnCore County Brazorla Hole Bra District Houston : on 2.03 Highway Magnolia Road Overpass Structure Bridge Data 848.02 Control Station 34+78.82 Grnd.Elev. 47.52 ft Offset 50.01 ft LT of BL GW Elev. WA TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To •(PSF) (TSF) (TIF) 1 47.5 46.5 0.00 0 0.0 0.00 0.00 2 46.5 32.5 0.13 526 11.2 0.11 1.61 3 32.5 26 023 1008 0.0 0.18 2.75 4 26 11 0.47 692 171 0.22 6.12 5 11 7.5 0.35 1152 0.0 0.20 6.83 6 7.5 -10.5 0.81 0 0.0 0.81 21.48 7 -10.5 -29 0.60 3781 0.0 0.66 34.05 FIGURE C-3 SOIL STRENGTH ANALYSIS nCore County Bramria Hole B.4 District Houston Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 9.04.02 Control Station 37+88.02 Gmd.Elev. 45.98 ft Offset 88.31 ft RT of®t, GW Elev. NIA TAT Values Preferentially Used Soli reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (TIF) 1 46 31 0.22 393 21.2 0.10 1.65 2 31 21 0.81 0 0.0 0.81 9.73 3 21 14.5 0.78 2880 0.0 0.50 13.00 4 14.5 11 0.56 2016 0.0 0.35 1424 5 11 8 0.69 0 0.0 0.69 16.30 6 8 -7 0.88 0 0.0 0.88 29.43 7 -7 -30.5 0.85 2582 0.0 0.45 4027 • aymV101201201 FIGURE C-4 SOIL STRENGTH ANALYSIS NlnCore County Brazorla Hole 8-5 District Houston Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 848.02 ' Control Station 40+10.01 Gmd.Elev. 45.88 ft Offset 54.32 ft LT of El. GM/Eiev. NM TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T!F) 1 45.9 30.9 0.17 527 20.0 0.13 1.97 2 30.9 27.9 0.11 0 0.0 0.11 2.31 3 27.9 24.9 0.30 648 0.0 0.11 2.65 4 24.9 10.9 0.58 1866 7.4 0.36 7.69 5 10.9 7.9 0.49 2016 0.0 0.35 8.75 6 7.9 4.9 0.56 0 0.0 0.56 10.43 7 4.9 -7.1 0.78 0 0.0 0.78 19.82 8 -7.1 -30.6 0.68 3057 0.0 0.53 32.66 cf9ott4012 w mnas..a o FIGURE C-5 SOIL. STRENGTH ANALYSIS W1nCore County Braaorda Hole B4 District Houston Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 8-30-02 Control Station 42+13.86 Gmd.Elev. 47.55 ft Offset 52.21 ft LT of Bt. GW Elev. N!A TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (TIF) 1 47.5 46.5 0.00 0 0.0 0.00 0.00 2 46.5 32.5 0.15 535 13.9 0.11 1.64 3 32.5 29.5 0.38 936 0.0 0.16 2.13 4 29.5 26.5 0.10 0 0.0 0.10 2.45 5 26.5 24.5 0.14 792 0.0 0.14 2.73 6 24.5 12.5 0.45 2573 0.0 0.45 8.13 7 12.5 9.5 0.45 1584 0.0 0.28 8.96 8 9.5 6 0.70 0 0.0 0.70 11.41 9 6 1 0.87 0 0.0 0.87 16.18 c otMD1242ot FIG BE C-6 uutsac 'IS MS aao3utA , SOIL STRENGTH ANALYSIS r uincore County Brazorla Hole B.t District Houston °'Easton 2.03 High Magnolia Road Overpass Structure Bridge Date 830-02 Control Station 29+13.85 Grnd.Elev. 46.59 ft Offset 20.52 ft LT of BL OW Elev. WA TAT Values Preferentially Used Skin Friction Limn:1.25 tel No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative ,No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (Tin 1 46.6 31.6 0.31 468 23.7 0.17 2.70 2 31.6 28.6 0.20 0 0.0 0.20 3.30 3 28.6 25.6 0.52 792 0.0 0.20 3.89 4 25.6 21.6 0.48 2376 0.0 0.59 6.27 5 21.6 16.6 0.30 0 0.0 0.30 7.77 6 16.6 11.6 1.02 0 0.0 1.02 12.90 7 11.6 0.1 0.84 2052 0.0 0.51 19.05 1 2 C.yobli012 ) La FIWJRB C-9 SOIL STRENGTH ANALYSIS tMnCore County Brazoria Hole B. District Houston Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 84742 Control Station 32+12.83 Grnd.Elev. 47.34 ft Offset 27.99 ft RT of BL OW Elev. NIA TAT Values Preferentially Used Skin Friction Limit m 1.25 tsf No son reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (TIP) 1 47.3 32.3 0.25 1368 0.0 0.34 5.13 2 32.3 27.3 0.30 864 0.0 022 6.21 3 27.3 19.3 0.67 2376 0.0 0.59 10.96 4 19.3 15.8 0.45 720 0.0 0.18 11.59 5 15.8 12.3 0.54 3528 0.0 0.88 14.68 6 12.3 9.3 0.78 2160 0.0 0.54 16.30 7 9.3 -10.7 1.25 0 0.0 1.25 41.30 8 -10.7 -22.7 0.99 2654 0,0 0.66 49.26 9 -22.7 -292 0.99 3960 0.0 0.99 56.19 Cltobuos2aaash c FXGURS C-8 SOIL STRENGTH ANALYSIS linear," County Brasoria Hole B-3 District Houston "eraion 2.03 Highway Magnolia Road Overpass Structure Bridge Date 8-28-02 Control Station 34+78.92 Gmd.Elev. 47.52 ft Offset 50.01 ft LT of BL GW Elev. WA TAT Values Preferentially Used Skin Friction Limit•1.25 tsf No soli reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (TIF) 1 47.5 46.5 0.00 0 0.0 0.00 0.00 2 46.5 32.5 0.19 526 112 0.16 2.30 3 32.5 26 0.32 1008 0.0 0.25 3.94 4 26 11 0.67 692 171 0.32 8.75 5 11 7.5 0.50 1152 0.0 0.29 9.75 6 7.5 -10.5 1.16 0 0.0 1.16 30.68 7 -10.5 -29 0.86 3781 0.0 0.95 48.64 cituatzatrownweewt ectc FIGURE C-9 4,j SOIL STRENGTH ANALYSIS WInCora County Brazoria Hole B4 District Houston J. Version 2.03 Highway Magnolia Road Overpass Structure Bridge Date 9-04-02 Control Station 37+89.92 Grnd.Elev. 45.96 ft Offset 50.21 ft RT of BL OW Elev. WA TAT Values Preferentially.Used Skin Friction Limit-1.25 tel No soli reduction factor applied Strata Elev. TCP Unit TAT TAT Phl TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) pm 1 46 31 0.31 393 212 0.15 2.36 2 31 21 1 15 0 0.0 1 15 13.90 3 21 14.5 111 2880 0.0 0.72 18.58 4 14.5 11 0.80 2016 0.0 0.50 20.34 5 11 8 0.98 0 0.0 0.98 23.29 6 8 -7 1.25 0 0.0 125 42.04 7 -7 -30.5 1.22 2582 0.0 0.65 57.53 1 ClotM111242011rhicoratabfldge.CLEI FIGURE C-10 SOIL STRENGTH ANALYSIS NinCoro County Brazorla Hole B-8 District Houston Avalon 2.03 Highway Magnolia Road OverpassBridge Structure Date a-aa.oz Control Station 4000.01 Grnd.Elev. 45.88 ft Offset 54.32 ft LT of IN. OW Elev. N/A TAT Values Preferentially Used Skin Friction Limit=125 tsf No soil reduction factor applied 1 Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (ThF) 1 45.9 30.9 0.25 527 20.0 0.18 2.82 2 30.9 27.9 0.16 0 0.0 0.16 3.30 3 27.9 24.9 0.43 648 0.0 016 3.79 4 24.9 10.9 0.83 1866 7.4 0.51 10.98 5 10.9 7.9 0.70 2016 0.0 0.50 12.50 6 7.9 4.9 0.80 0 0.0 0.80 14.90 7 4.9 7 1 1.12 0 0.0 1 12 28.32 8 -7.1 -30.6 0.98 3057 0.0 0.76 46.66 FIGURE C-11 SOIL STRENGTH ANALYSIS WinCore County Brazorla Hole 134 District Houston Version 2.03 Highway Magnolia Road Ove rpass Structure Bridge Date 8•3042 Control Station 4203.66 Grnd.Elev. 47.55 ft Offset 52.21 ft LT of BL GIN Elev. NIA TAT Values Preferenthdly Used Skin Friction Limit MI 1.25 tat No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (TN) 1 47.5 46.5 0.00 0 0.0 0.00 0.00 2 46.5 32.5 022 535 13.9 0.16 2.35 3 32.5 29.5 0.55 936 0.0 0,23 3.05 4 29.5 26.5 0.15 0 0.0 0.15 3.50 5 26.5 24.5 0.20 792 0.0 0.20 3.89 6 24.5 12.5 0.65 2573 0.0 0.64 11.61 7 12.5 9.5 0.65 1584 0.0 0.40 12.80 8 9.5 6 1.00 0 0.0 1.00 16.30 9 6 1 1.24 0 0.0 1.24 23.11 G FIGURE C-12 I APPENDIX D Slope Stability Analyses Results for Drainage Easement D-1 thru D-6 3(H): 1(V) End of Const. Condition for Drainage Easement of Magnolia Road C:WOB1401242011SLOPEl3TO1EC.PL2 Run By:Johnny Mok,Geotest 12/17/2002 3:88PM # FS Soil Sod Total Saturated Cohesion Friction Pie;. Load Value a 3.79 0eso. Type Unit WL Unit Wt. Intercept Angle Surface Lt snort b 3.79 No. (pcf) (peg (pst) (deg) No. C 3.80 CH 1 119.0 122.0 1000.0 0.0 W1 d 3.80 SM 2 120.0 122A 0.0 28.0 W1 e 3.80 f 3.80 �.. g 3.81 ` '—h'3.81' -1 r r -, r a 1 3.81 ' J 3.82 1----r"-----7—r—®d f' h l 1 1 40 -- // O i , 20 J 1 L L. J 1 - 10 0 10 20 30 40 50 60 70 V PCSTABLSM FSmin=3.79 Safety Factors Are Calculated By The Modified Bishop Method N 1 r 4(H): 1(V) End of Const. Condition for Drainage Easement of Magnolia Road C.10B14 01 2420 11SLOPE44T01 EC.PL2 Run By:Johnny Molt,t3eotest 12/18/2002 1:52PM 60 # FS Son Soil Total Saturated Cohesion Friction Plea. Load Value a 3.84 Dena Type Unit Wt. UAW Intercept Angle Surface Li saa ri b 3.84 No. (pcf) (pot) , (psf) (deg) No. C 3.84 CH 1 119.0 122.0 :1000.0 0.0 W1 d 3.84 SM 2 120.0 122.4 , 0.0 29.0 W1 e 3.85 i i — -f 3.85 , -1- -- - — - g 3.85 i , 50 --11-3.85 i r r 1 g--- 1 3.88 J 3.88 + u g ' efo ' 1 • • i 40 _`4 i r r / /` p iQ i i 2 i ,,---- W 30 - f i --- 20 10 0 10 20 30 40 50 60 70 m PCSTABL5M. FSmin=3.84 a Safety Factors Are Calculated By The Modified Bishop Method i 7 N ' , 3(H): 1(V) Rapid Drawdown Condition for Drainage Easement of Magnolia Road C:UOB4101242011SLOPE13TO1 RD.PL2 Run By:Johnny Mok,Geotest 12117/2002 3:59PM # FS Sop Soil Total Saturated Cohesion Friction Flee. Load Value_____ a 2.64 Dena Type Unit Wt. Untt Wt intercept Angle Surface Li ioo ri b 2.85 No. (pcf) (pci) , (psi) (deg) No. a 2.85 CH 1 119.0 1220 f 385.0 17.0 W1 d 285 SM 2 120.0 122.4 , 0.0 28.0 W1 e 2.85 f 2.85 g288 50 T11-2.8T -I i T 1 a T l 2.88 1 288 ' Le ± d f c 1 /� LL 40 Nooliimmaiiiii... -1,, cl / T ! O 1 PO 30 1 a J 1 20 - 1 L 1. J 1 —9 10 0 10 20 30 40 50 60 70 ,sA PCSTABLSM. FSmin .64 IASafety Factors Are Calculated By The Modified Bishop Method w 4(H): 1(V) Rapid Drawdown Condition for Drainage Easement of Magnolia Road CAJOB4101242011SLOPEWTO1RD.PL2 Run By.Johnny Mok,Geotest 12/18/2002 10:45AM so # FS Son Soil Total Saturated Cohesion Friction Plez. Load Value a 2.71 Desc. Type Unit Wt. Unit WL Intercept Angle Surface Li scour b 2.72 No. (pd) (pa) , (psf) (deg) No. C 2.72 C14 1 119.0 122.0 ; 385.0 17.0 W1 d 2.72, SM 2 120.0 122.4 , 0.0 28.0 WI a2.73 -f_2Z3 --- — - - - - 50 11-2.73 � r r � a 12. L do a 40 8 • 2 0 ! .r' L 20 10 0 10 20 30 40 50 so 70 PCSTABL5M FSm(nr2.71 N Safety Factors Are Calculated By The Modified Bishop Method Pi a } 3(H): 1(V) Long-Term Condition of Drainage Easement for Magnolia Road 60 C:IJOBW01242014SLOPE13TO1 LT.PL2 Run By:Johnny Molt,Geoteet 12/17/2002 3:59PM # FS SOB Soil Total Saturated Friction Piez. Load Value a 1.12 Desc. Type Unit Wt Unit WL Angle Surface LI SOopst b 1.15 No. (pcf) (pot) (deg) No. o 1 15 CH 1 119.0 122.0 23.0 W1 d 1.15 SM 2 120.0 122.4 28.0 W 1 e 1.15 f 1.15 g 1.16 50 ir1.1T i r r •n -1 7 1 1.17 ' 1.17 a' d LI 1 1 __,..-, 8 as 2 P. co w 30 — , $ ' ' 1 _ 20 J J L L J 1 — 10 0 10 20 30 40 50 60 70 haPCSTABLSM. FSmin=1.12 H Safety Factors Are Calculated By The Modified Bishop Method 1 d 4(H): 1(V) Long-Term Condition of Drainage Easement for Magnolia Road C:UOB6401242011SLOPE147O1LT.PL2 Run By.Johnny Mak,Geotest 12/1712002 4:05PM 60 # FS Sad Soli Total Saturated Friction Piet goad Value a 1.37 Dena Type UnitWt. Unit Wt. Angle Surface 1 1 seo nel b 1.37 No. (paf) (paf) (des) No. c 1.38 CH 1 119.0 122.0 23.0 W1 d 1.39 SM 2 120.0 122.4 28.0 W1 a 1.39 41.40 i 50 Ta-1.4cr - r r a I 1.41 I J 1.41 d cfe � Ia • ,/,' 1 s a 0 r . 2 • W30 1 L 1 1 — 20 J 1 L L J 1 - I 10 0 10 20 30 40 50 60 70 PCSTABL5M FSmin=1.37 Safety Factors Are Calculated By The Modified Bishop Method i ti 1 o► 1 ' - APPENDIX E Results of MSE Wall Analyses.... ... E-1 thtu E-6 PROJECT IDENTIFICATION .Q Title: Magnolia Road Overpass Pearland,Texas Project Number: 1140124201 Client Dannenbaum Engineering Corporation Design by: Johnny Mak Project Description: Magnolia Road Overpass MSE Wall Embankment WALL DATA Wall Height• 27.00 ft (Without Foundation Sod improvement) Wail Width: 19.00 ft Embedded Depth 2.00 ft Surcharge 250.00 psf REINFORCED SOIL DATA Unit Weight y 125.00 pcf Soil Friction Awe: 45.00 ° Cohesion: 0.00 psf RETAINED SOIL DATA Unit Weight y 125.00 pcf Soil Friction Angle 30.00° Coefficient of Internal Friction Ka. 0.333 Cohesion: 0.00 psf FOUNDATION SOIL DATA Equivalent Unit Weight y. 125.00 pcf Angle of Internal Friction 0,00° Cohesion 1000.00 psf Nc. 5.14 NY• 0.00 EXTERNAL STABILITY CALCULATION RESULTS • Ultimate Bearing Capacity 5,142.0 psf Meyerhof Stress: 4,868 psf FOS for Bearing Capacity>2. 1.06 NOT OK FOS for Overturning>2. 3.65 OK FOS against Sliding>1.5 1.09 NOT OK FOS for Global Stability>1.25: 1.27 OK Eccentricity(eIL)< 167. 0.13 OK Geoteat Engineering. Inc. - FIGURE E-1 . EXTERNAL STABILITY CALCULATION SHEET z (Without Foundation Soil Improvement) Height of Wall= 27.00 ft Width of Wall= 19.00 ft Surcharge= 250 psf Embeded Depth= 2.00 ft Type of Load Vertical Load(K). Arm(FT) Moment(Fr'-K) 1 Load from Reinforcement Volume 64.13 9.5 609.19 2 Surcharge, 4,75 9.5 45.13 3 4 Total 68.88 654.31 Type of Load Horizontal Load(K) Arm(FT) Moment(FT-K) 1 Lateral Load due to Soil 15.19 9.00 136.69 2 Lateral Load due to Surcharge 2.25 13.5 30.37 3 4 Total 17 44 167.06 Factor of Safety for Overturning= 3.65 Factor of Safety for Sliding= 1.09 e= 2.43 ft ell= I 0.13 <.167 Bearing Pressure= 4.868 ksf Factor of Safety for Bearing Capacity= 1.06 Ceoteet Engineering, Inc. FIGURE E-2 PROJECT IDENTIFICATION Title: Magnolia Road Overpass Pearland,Texas Project Number 1140124201 Client: Dannenbaum Engineering Corporation Design by: Johnny Mok Project Description: Magnolia Road Overpass MSE Wall Embankment (Foundation Soil Improvement-Cement Stabilized Sand) WALL DATA Wall Height 27.00 ft Wail Width: 19.00 ft Embedded Depth: 2.00 ft Surcharge: 250.00 psf REINFORCED SOIL DATA Unit Weight y: 125.00 pot Soil Friction Angle: 45.00 ° Cohesion: 0.00 psf RETAINED SOIL DATA Unit Weight y 125.00 pcf Soil Friction Angle• 30.00 ° Coefficient of Internal Friction Ka• 0.333 Cohesion: 0.00 psf FOUNDATION SOIL DATA Equivalent Unit Weight y 125.00 pcf Angle of internal Friction. 35.00 Cohesion• 0.00 psf Nc: NIA NY NIA EXTERNAL STABILITY CALCULATION RESULTS Ultimate Bearing Capacity. 9,734 psf (Based on 4'of Cement Sand over Clay Soil) Meyerhof Stress: 4,866 psf FOS for Bearing Capacity>2 2.00 OK FOS for Overturning>2. 3,65 OK FOS against Sliding>1.5 2.58 OK Eccentricity(e/L)<.167 0.13 OK Ceatest Engineering, Inc. FIGURE E-3 PROJECT IDENTIFICATION Tide: Magnolia Road Overpass Pearland,Texas Project Number: 1140124201 Client: Dannenbaum Engineering Corporation Design by., Johnny Mok Project Description: Magnolia Road Overpass MSE Wall Embankment WALL DATA Wall Height 12.00 ft Wall Width: 8.40 ft Embedded Depth: 2.00 ft Surcharge 250.00 psf REINFORCED SOIL DATA Unit Weight y• 125.00 pcf Soil Friction Angle: 45.00° Cohesion: 0.00 psf RETAINED SOIL DATA Unit Weight y 125.00 pcf Soil Friction Angle 30.00 ° Coefficient of internal Friction Ka: 0.333 Cohesion: 0.00 psf FOUNDATION SOIL DATA Equivalent Unit Weight y• 125.00 pcf Angle of Internal Friction: 0.00° Cohesion 1000.00 psf Nc• 5.14 Ny 0.00 EXTERNAL STABILITY CALCULATION RESULTS Ultimate Bearing Capacity 5,142.0 psf Meyerhof Stress: 2,470 psf FOS for Bearing Capacity>2. 2.08 OK FOS for Overturning>2 2.94 OK FOS against Sliding>1.5• 2.10 OK Eccentricity(eh.)< 167. 0.15 OK Ceotest Engineering, Inc. FIGURE E-5 ' r I - I � EXTERNAL STABILITY CALCULATION SHEET Height of Wall= 12.00 ft Width of Wall= 8.40 ft Surcharge= 250 psf Embeded Depth= 2.00 ft Type of Load Vertical Load(K) Arm(FT) Moment(FT.K) 1 Load from Reinforcement Volume 12.6 4.2 52.92 2 Surcharge 2.1 42 8.82 3 4 Total 14.7 61.74 Type of Load Horizontal Load(K) Arm(FT) ` Moment(FT-K) 1 Lateral Load due to Soil 3.00 4.00 12.00 2 Lateral Load due to Surcharge 1.00 -6 6.00 3 4 Total 4.00 18.00 Factor of Safety for Overturning= 2.94 Factor of Safety for Sliding= 2.10 e= 1.22 ft ell 0.15<.167 Bearing Pressure= 2.470 ksf Factor of Safety for Bearing Capacity= 2.08 Ge otest Engineering, Inc. CITY OF PEARLAND APPENDIX D APPENDIX D TOLUNAY-WONG ENGINEERS, INC. - GEOTECHNICAL STUDY - CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM MAGNOLIA/SOUTHFORK 12/2008 GEOTECHNICAL STUDY CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM MAGNOLIA/SOUTHFORK PEARLAND,TEXAS Prepared for City of Pearland 3519 Liberty Drive Pearland,Texas 77581 Prepared by Tolunay-Wong Engineers,Inc. 10710 S.Sam Houston Pkwy W.,Suite 100 Houston,Texas 77031 November 2005 TWEI Project No.:05-G120 Tolunay-Wong Engineers , inc . November 21,2005 TWEI Project No: 05-G 120 P.O.No..051766 City of Pearland. 3519 Liberty Drive Pearland,Texas 77581 Attn: Mr.Joe Wertz,Jr GEOTECHNICAL STUDY CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM MAGNOLIA/SOUTHFORK PEARLAND,TEXAS We are pleased to submit our geoteclmicat study for the referenced project. This report presents our geotechnical design and construction recommendations for the proposed City of Pearland Mobility and Drainage Program, Magnolia/Soutbfork area, in the City of Pearland, Texas. The study was performed in general accordance with our proposal (TWO Proposal No. PO4-G080) dated March 7, 2005. Tolunay:Wong Engineers,Inc.received authorization to proceed for this project in a letter issued by City of Pearland on April 14,2005. We appreciate the opportunity to be of service to you. Should you have any questions regarding this final report or if we may be of further assistance,please do not hesitate to contact us. Sincerely, TOLUNAY-WONG ENGINEERS,INC. !/k• Mohammed Islam,ELT. F24,041,A7/141411vpril4/ l,ftra.vi.114,1/ Fouad Hammoud,P.E. P► i* FOUAD M, HAMM Copies Submitted;3 •� P 1 7920 ,�k• F /STEM �4 . 10710 S.Sam Houston P1cwy w.,Suite 100.Houston.TX 77031 (713)722-7064 Fax(713)722-0319 TABLE OF CONTENTS Pane SUMMARY.. 1 INTRODUCTION.. ... 1 1.1 Project Description 1.2 Scope of Study 2 FIELD EXPLORATION 2.1 Soil Sampling.. ... 3 2.2 Water Level Measurements... •.. OOOOOO •••••• •••••• ... 4 ...2.3 Boring Logs 4 3 LABORATORY TESTING 4 4 GENERAL SUBSURFACE CONDITIONS 6 4.1 General Geology ... 4.2 Geologic Faulting 7 4.3 .Soil Stratigraphy 8 4.4 Soil Properties. .......... ... 10 4.5 Ground Water Conditions 15 4.6 Potentially Petroleum Contaminated Area.. 17 5 UTILITY RECOMMENDATIONS 5.1 Trenching and Shoring. .... 18 5.2 Utility Bedding and Backfill Criteria. ... ... 19 5.3 Ground Water Control ....20 6 PAVEMENT SUBGRADE PREPARATION ...... 21 6.1 Site Stripping .21 6.2 Fill Placement ... 22 6.3 Subgrade Stabilization ... 22 7 PAVEMENT CONSTRUCTION DESIGN RECOMMENDATIONS ... .23 7 1 Design Parameters •••• 1.• 23 7.2 Rigid Pavement Thickness. ... 26 7.3 Rigid Pavement Reinforcement 27 7 4 Pavement Maintenance 28 8 BRIDGE FOUNDATION DESIGN AND CONSTRUCTION 28 8.1 Deep Foundation Elements. 29 8.2 Scour 31 8.3 Drilled Shaft Construction. 32 8.4 Precast Prestressed Concrete Pile Installation .... 34 8.5 Lateral Load Analyses ... 36 8.6 Bridge Embankment Design/Construction Requirements.. ... 36 9 MSE RETAINING WALL DESIGN&RECOMMENDATIONS 36 9.1 Retaining Walls 36 9.2 Lateral Pressure on Retaining Walls... 38 10 SIGN,LIGHTING AND SIGNAL FOUNDATION RECOMMENDATIONS. ... 38 11 SLOPE STABILITY FOR BRIDGE EMBANKMEN'TS/DETETION POND ... ... 40 12 EXCAVATED SOILS FROM CONSTRUCTION ... 45 13 DESIGN REVIEW ... 46 14 CONSTRUCTION SURVEILLANCE ... 46 15 LIMITATIONS 46 I1nv2Inve;1GeolechniealtProfeas12005105-G120 Tolunay-Wong Engineers.Inc. Project No. 0.5-G120 Rev.a 11/21/2005 TABLE Table Theoretical Values of Settlement Ratio(Rs)to Account for Pile Group Effect 1 FIGURES Figure Plan of Borings(Borings CB-1,CB-2,CB-5 and CB-12 through CB-14) .... 1 A Plan of Borings(Borings CB-3,CB-4,CB-6,and CB-15 through CB-22) ... ........ ...1 B Plan of Borings.(Borings CB-7,CB-8,CB-23,CB-23A,and CB-24 through CB-31) ...1C Plan of Borings(Borings CB-9,CB-9A,CB-10,CB-11, CB-32, CB-33, CB-33A, CB-34, CB-35, CB-36,CB-36A,and CB-37). ... ... ... 1D Detail Site Layout,Mary's Creek at McLean Road. .. .. ... .. ... 2A Detail Site Layout,Mary's Creek at Harkey Road ... ... ... 2B Detail Site Layout,Mary's Creek at Magnolia Road. ... ... 2C Detail Site Layout,Ditch at WWTP .. ........... .. .2D Detail Site Layout,Ditch and Bridge at Magnolia Road .. .. 2E Piezometer Installation Report PZ-28 ... .3 Subsurface Soil Profile,Mary's Creek at McLean Road(Borings CB-4 and CB-18).. 4 Subsurface Soil Profile,Mary's Creek at Harkey Road(Borings CB-7,CB-23 and CB-23A) 5 Subsurface Soil Profile,Mary's Creek at Magnolia Road(Borings CB-8,CB-24 and CB-25) 6 Subsurface Soil Profile,Ditch at WWTP(Borings CB-10,CB-33 and CB-33A) ... 7 Subsurface Soil Profile,Ditch and Bridge at Magnolia Road(Borings CB-11,CB-36 and CB-36A) 8 Geologic Map. 9 ... ... ... ... ... Geologic Fault Map.. ... ... 10 Lateral Earth Pressure Diagrams. 11 APPENDICES Appendix Project Boring Logs,Borings CB-1 through CB-11 Drilled February 19 through 24,2004, Borings CB-12 through CB-37 Drilled April 26,27,and 28 and May 17 and 18,2005, Boring CB-23A Drilled September 8 and 9 2005,and Borings CB-9A,CB-33A and CB-36A drilled October 24 and 25,2005 ... ... .A Consolidated Undrained Triaxial Test Results With Pore Pressure Measurements and Particle Size Distribution Reports On Selected Project Soil Samples ... B Design Chart for Drilled Shafts,,Axial Compression Loads at Abutments and Interior Bents ... C Design Chart for Driven Precast Prestressed Concrete Piles,Axial Compression Loads at Abutments and Interior Bents ... Slope Stability Analyses for Bridge Embankments ... ... ... E IItw2 twe11GeotechnicaN'rojects12005105-G120 Tolnnay-Wong Engineers,Inc Project No, 05-G120 Rev.0.11/21/2005 SUMMARY The project consists of constructing improvements to Magnolia,John Lizer,and Southfork to complete a four lane secondary thoroughfare running from Pearland Parkway to SH 288 in Pearland, Texas. We understand that a geotechnical study by others was performed for the magnolia portion between Veterans and SH 35 and therefore will not be addressed in this report. The improvements include five bridges,paving,and utilities. The principal findings and conclusions of this geotechnical study are summarized as follows. 1 The subsurface soil stratigraphy at the proposed bridge crossing Mary's Creek at McLean, interpreted from Borings CB-4 and CB-18, generally consists of about 1-ft deep stiff consistency fat clay fill,underlain by mostly firm to hard consistency,high plasticity fat clays, medium plasticity lean clays with sand and sandy lean clays to about 75-ft to 78-ft depths,and followed by silty sands to the 80-ft explored depth. 2. The subsurface soil stratigraphy at the proposed bridge Crossing Mary's Creek at Harkey Road,interpreted from Borings CB-7,CB-23 and CB-23A,generally consists of about 2-ft to 6-ft deep firm to hard consistency,high plasticity fat clay fill,underlain by mostly stiff to very stiff consistency,high plasticity fat clays,lean clay and lean clays with sand to about 25-ft to 33-ft depths,with intermittent layer of sandy silts to about 33-ft depth in Boring CB-7 Below 33-f1,we encountered very stiff to hard consistency fat clays to about 43.5-ft to 4841 depths, underlain by very dense silty sands and sandy silts to the 46 ft to 48-ft depths, followed by very stiff to hard consistency fat clays to the 78-ft to 80-ft explored depth. In Boring CB-23, very dense silty sand soils were present below 78-ft to the 80-ft termination depth. 1 3. The subsurface soil stratigraphy at the proposed bridge crossing Mary's Creek at Magnolia, interpreted from Borings CB-8,CB-24 and CB-25 generally consists of about 8-ft deep firm to stiff fat clay fill, underlain by mostly stiff to very stiff fat clays and to a lesser extent lean clays and lean clays with sand to the 80-ft explored depth. A thin layer of silt were encountered in Boring CB-25 between 16-ft to 18.5-ft. 4 The subsurface soil stratigraphy at the proposed bridge crossing a ditch at WWTP site, interpreted from Borings CB-10,CB-33 and CB-33A,generally consists of about 2-ft to 3-ft deep firm to hard consistency,high plasticity fat clay fill,underlain by mostly stiff to very stiff consistency,high plasticity fat clays and medium plasticity lean clays to about 70-ft to 74-ft depths,and followed by dense to very dense clayey sands and silty sands to the 80-ft explored depth.Very stiff low plasticity silty clay soil layer and very dense silty sand soil layer were encountered between 47-ft to 53.5-ft and below 53.5-ft to 56-ft in Boring CB-33. 5 The subsurface soil stratigraphy at the proposed bridge crossing a ditch east of Morgan, interpreted from Borings CB-11, CB-36 and CB-36A, generally consists of about 2-ft deep firm to hard consistency, high plasticity fat clay fill,underlain by firm to hard consistency, high plasticity fat clays,low to medium plasticity lean clays,sandy lean clays,lean clays with sand to the 80-ft explored depth. 6. The subsurface soil stratigraphy along Magnolia,interpreted from Borings CB-1 through CB- 3,CB-5,CB-6,CB-9,CB-9A,CB-12 through CB-17,CB-19 through CB-22,CB-26 through CB-32, CB-34, CB-35 and CB-37 generally consists of firm to stiff consistency, high plasticity sandy lean clay,lean clay,fat clay with sand,fat clay fill to about 1-ft to 8-ft depths, underlain by firm to very stiff consistency,low to high plasticity fat clays,lean clays and lean Iltw2ltweilGeotechnicallProJecis12005105-G120 Tolunay-Wong Engineers.Inc. Project No. 05-G120 Rev.0,11/21/2005 ii clays with sand to the 25-ft explored depth, except in Borings CB-1, CB-14, CB-27, CB-28 and CB-31 We encountered loose to dense consistency silts,sandy silts and silty sands at 12- ft to 25-ft explored depth in Boring CB-1,at 15.5-ft to 18-ft depth in Boring CB-14,at 13.5-ft to 25-ft explored depth in Boring CB-28,and at 20-ft to 25-ft explored depth in Boring CB-31 7 Ground water conditions observed within Borings CB-1 through CB-37 are tabulated within Section 4.5,Ground water Conditions of this report. 8. An analysis of historic topographic maps and a geologic map did not identify and surface faults traversing the project site. 9 The layered soils encountered along the project alignment may be classified as "Type C" Bedding and backfill for the proposed storm sewer alignments should be constructed using City of Pearland Specifications. 10. Based on the project borings, excavations for utilities are expected to encounter primarily cohesive soils,except in the vicinity of Borings CB-1,CB-9A,CB-14,CB-28 and CB-31 We encountered loose to dense relative densities silts, sandy silts, and silty sands below 12-ft depth in Boring CB-1,between 14-ft to 17-ft depths in Boring CB-9A,between 15.5-ft to 18- ft depths in Boring CB-14, below 13.5-ft depth in Boring CB-28 and below 20-ft depth in Boring CB-31 Perched water seepage or surface runoff into the excavations within cohesive soils can probably be handled by pumping from sumps. Mechanical dewatering may be necessary if silts and silty sands become waterbearing. 11 Exposed pavement subgrade soils should be proofrolled and stabilized to a depth of 8-inches with hydrated lime. For planning purposes,a lime content of 8% (dry weight basis)may be considered. Actual stabilization requirements should be determined in the field by teal. Lime stabilization procedures should be in accordance with City of Pearland Standard Documents& Specifications Section 02335, Subgrade. The stabilized soil should be compacted to at least 95% of the standard Proctor maximum dry density within two percentage points of the optimum moisture content(ASTM D 698). 12. Fill for pavement-grading purposes should preferably be earth fill. Earth fill should have plasticity index similar to the on-site in situ cohesive soils and be free of organic matter and excessive silt. Fill for grade adjustments should be placed in lifts not exceeding 8-in. loose measure. Fill below pavement areas should be compacted to at least 95%of the maximum dry density at a moisture content within two percentage points of the optimum,as determined by the standard Proctor density test(ASTM D 698). 13. Rigid pavement thickness recommendations are based on the"AASHTO Guide for Design of Pavement Structures — 1993"prepared by the American Association of State Highway and Transportation Officials and the City of Pearland Standards Documents and Specifications dated April 2002. The recommended rigid pavement thickness for this project is presented in the text of this report. 14 The proposed bridge structures in the vicinities of Borings CB-4,CB-7,CB-8,CB-10,CB-11, CB-18, CB-23, CB-23A, CB-24, CB-25, CB-33, CB-33A, CB-36 and CB-36A may be supported on drilled cast in place concrete drilled shafts or driven precast prestressed concrete piles. The allowable axial compressive loads for 24 in. through 60-in. diameter cast in place concrete shafts at abutments and interior bents are presented in Appendix C. The allowable axial compressive loads for 14-in. through 20-in. square driven precast prestressed concrete piles at abutments and interior bents are presented in Appendix D Unv21tweitGeotechnicalVProjects12005105-G110 Tolunay-Wong Engineers.Inc. Project No. 0S-G120 Rev.0,11/21/2005 in 15. Principal structural loads for the proposed sign,lightning and signal pole may be supported on drilled and underreamed cast-in-place concrete piers founded at 12-f1 below the existing grade in competent natural cohesive soils. The footings may be designed for an allowable total gravity load net bearing pressure of 3000 psf. The allowable bearing capacity for dead load only should be limited to 2000 psf. Design pressures may be increased 33% .for transient loading conditions such as wind. 16. Slope stability analyses were performed to evaluate a stable concrete lined embankment slope at the proposed bridge structures and grass-lined embankment located parallel to the proposed Magnolia Road at the proposed bridge crossing Mary's Creek (area just east of Station 250+00), ditch at WWTP site, and ditch east of Morgan. Results of the slope stability analyses for the concrete-lined embankments at proposed bridge structures and grass-lined- embankments indicate that a 3H.I V slope inclination is stable under short term,intermediate term(rapid drawdown),and long-term conditions. I1tw21tweilGeoteciwtcallProJects12005105-G120 Tolurwy-Wong Engineers.Inc. Project No. 05-G120 Rev.0.11/21/2005 -1 of47— 1 INTRODUCTION Tolunay-Wong Engineers, Inc. (TWEI) was retained by City of Pearland to perform a geotechnical study for the proposed Pearland Mobility and Drainage Program from Pearland Parkway to SH 288 in Pearland,Texas(Key Map 613 V,614 S,T,U,V and 615 S,T,and U). We understand that a geotechnical study by others was performed for the magnolia portion between Veterans and SH 35 and therefore will not be addressed in this report The project details were provided to us from Turner Collie&Braden,Inc. (TCB)by transmittal package on November 7,2003 and in our meeting in TCB office on March 2,2005 A total of thirty(30) borings were drilled during this study. The approximate boring locations are presented on Figures 1A through ID. TWEI previously performed a preliminary geotechnical study along the project alignment and issued a preliminary report on March 13,2004(TWEI Report No.:04-G048). Eleven(11)soil borings (CB-1 through CB-11) were drilled to depths of 25-ft to 80-ft as part of the previous study The boring logs of previous report were utilized as part of this final report. 1.1 Project Description It is our understanding that the project consists of reconstructing Magnolia, John Lizer, and Southfork to complete a four lane secondary thoroughfare from Pearland Parkway to SH 288 in Pearland,Texas. We understand that a geotechnical study by others was performed for the magnolia portion between Veterans and SH 35 and therefore that portion of the project is not addressed in this report. The improvements involve constructing underground utilities, new concrete pavement, five bridge structures,retaining walls, possible detention pond, and associated lightning, signal and sign poles. We understand that the principal loads of the proposed bridges may be supported on either cast- in-place concrete drilled shafts or driven precast prestressed concrete piles. The project general site layout is shown on Figure IA through 1D and more detail site layout at each proposed bridge location is provided on Figures 2A through 2E. 1.2 Scope of Study The objectives of this evaluation were to explore soil and ground water conditions along the proposed project alignment to formulate geotechnical design recommendations and construction guidelines for the referenced project. The scope of this geotechnical evaluation included the following work tasks: lltw2 twei7Geotechnica1tProjecal2005105-GI20 Tolunay-Wong Engineers,Inc. Project No. 05-G120 Rev.0,I1/21/2005 -2 of 47— • Drilling thirty (30) 25-ft to 80-ft deep soil borings along the alignment to evaluate the subsurface conditions. • Installing one piezometer PZ-28 in Boring CB-28 due to encountering water bearing sands below a depth of 14-ft. • Performing laboratory tests on selected soil samples recovered from the borings to evaluate physical and engineering properties of the subsoil. • Reviewing and utilizing the field and laboratory data from the previous preliminary geotechnical study(TWEI Project No.:04-G048) performed within the same project location in this final report. • Developing guidelines for utility line excavation and bedding and backfill based on City of Pearland specifications. • Providing design and construction recommendations for concrete pavement and subgrade preparation. • Developing design charts for drilled shaft and driven pile foundation recommendations and installation procedure for the proposed five bridge structures. • Geotechnical engineering recommendations for the proposed concrete-lined bridge embankments and grass-lined embankment located parallel to the proposed Magnolia Road at the proposed bridge crossing Mary's Creek(area just east of Station 250+00),ditch at WWTP site,and ditch east of Morgan. • Providing foundation design and construction recommendations for the proposed sign, lighting and signal poles. • Providing foundation design and construction recommendations for the proposed retaining wall structures. 2 FIELD EXPLORATION The field exploration for the previous TWEI Project No. 04-G048 dated May 13, 2004 was performed between February 19 and 24,2004 Eleven(11)soil borings were drilled to depths of 25 to 80 feet at the boring locations shown on Figures I A through ID. I1tw2UweitGeotechnicaltProjects11005105-G120 Tolunay-Wong Engineers,Inc. Project No.. O5-G120 Rev.0 Jl/21/1005 -3 of 47— The additional field exploration to complete this final report was performed between April 26 and May 18, 2005, September 8 and 9 and October 24 and 25, 2005 Thirty(30) soil borings were drilled to depths and locations proposed in TWEI proposal dated March 7, 2005 The soil boring locations and depths are shown in the table below: vv , »a'S� :::C[` �;4:„ :ry••F` t'lf-• i�:V: `rV.•i��r :.'}^.:PLC��:.l y a •::1'.:ii'd•:�,,`{�,.G� - e 1i�?i.�a�1{r Cam';;.• -Pik' '{�yY=f's;�a�i ..°ib :.�Ur-. w:;.Ci-'.�+�:- —l?.�a,i. .Oi'y'�?,'�c� �;X,,L:�`i�" <l.r.,rw: �,a%?3�2-;. - ��., ''�s�:�;�''+yKati. ^:�%:<;.s:•� ,� _.w;}a w r., r:r.:;F): `t Mtn:,., .f,. r�t ,s�f-;,, �a�;,va�'i:' "r :L. ..5, .rM .va.?...4.�., M -^ + :Is:;., .i,J:,,n'",a.: -�.,,-b:ri:..P�v.v f,:;" ;i Pi •..0.rY";:2':; I t• a:fi`<cs:t >r ,_,.� ,�� ce',;;^ y°y" =ti:`: ;c" �::a„)..r.=a 54. f1u•�r, ''�.;erg ..Q ,.,1.:?•>:x": �4i''M��i ����gri:,r;.u,v.;ti ;w, •�4� i�tl.�fQJ�y [��.,�,•:,��f�_.y`+f',L` ='tsi,h:.f�_i�.��,. ..�1:�:i`i<t� ?vf..'+.an: '•Nk'.t.il�r�l5:;4,'.'T:1t :^>,..:i.,v�fk`4^' ; -, >..., -k: pf.'i i:: n.•r:.`[E�,..,:�!2� =r��.tS�.e loa:YA �?�N��S.i. ,,,.ii1';lti 5g•.+ - sr n::�y� ref':F er.�.:L•, a:{ii4�tia -:..i<\:.a?r'r-'rld•.•5.. -_.'..-::.-s�-t'�3+r.tiY:. �,�:;e.'-'�=>i Magnolia between Pearland CB-12,CB-13 25-ft each Parkway and Old Alvin Veterans between Magnolia and CB-14 25-ft Mary's Creek Magnolia between Veterans and CB-15 and CB-16 25-ft each McLean McLean between Magnolia& CB-17 Mary's Creek 25 ft Mary's Creek at McLean Road CB-18 80-ft Magnolia between McLean Road CB-19,CB-20,CB-21 25-ft each and Harkey Road and CB-22 Mary's Creek at Harkey Road CB-23 and CB-23A 80-ft each Mary's Creek at Magnolia Road CB-24 and CB-25 80-ft each Magnolia between Mary's Creek CB-9A,CB-26 through 25-ft each - and Morgan 32,CB-34,CB-35 and CB-37 Ditch at WWTP site CB-33 and CB-33A 80-ft each Ditch and Existing Bridge at CB-36 and CB-36A 80-ft each Magnolia Road The project soil borings were drilled using a truck mounted rig with hydraulic equipment 1 drawdown. The boreholes were left open for the next-day ground water level observation. We backfilled the open boreholes with soil cuttings after completion of the 24-hours groundwater observations. The approximate boring locations are presented on Figures IA through 1D. 2.1 Soil Sampling Soil samples were typically obtained at 2-ft continual intervals to the 12-ft depth,from 13-ft to 15-ft depth,and at 5-ft intervals thereafter to the termination depth of the borings. Cohesive soil samples typically were obtained by hydraulically pushing a 3-in. diameter,thin- walled tube a distance of about 24 in. in accordance with ASTM D 1587 The soil samples were extruded in the field and visually classified by our field technician. Our field technician measured the penetration resistance of the recovered soil samples using a calibrated hand penetrometer. 11nv21tweIlGeotechnicallProjects12005105-G120 Tolunay-Wong Engineers.Inc. Project No. 05-G120 Rev.0.11/21/2005 -4 of47— Representative portions of the recovered soil samples were wrapped in aluminum foil,sealed in plastic bags and transported to our laboratory Cohesionless and several cohesive soil samples were typically obtained by driving a 2-in. diameter, split-barrel. The sampler was driven about 18 in. by blows from a 140-lb. hammer free falling 30 in. in accordance with ASTM D 1586. Our field technician recorded the number of blows required to drive the sampler through each 6-in.interval. The sum of blows required to penetrate the final 12 in. is the Standard Penetration Test "N" value. Our technician visually classified the recovered soil samples in the split-barrel sampler and sealed representative portions in plastic bags for r transport to our laboratory 2.2 Water Level Measurements The project borings were initially dry angered to the depth where free water was encountered, then continued with wet rotary method to boring termination depths, to evaluate the ground water condition. The boreholes were left open to the next-thy ground water level observation. The open boreholes were backfilled with soil cuttings upon completion of ground water level observations. One piezometer PZ-28 was installed in Borehole CB-28 to obtain extended water level measurements. The Piezometer Installation Report is provided on Figure 3. 23 Boring Logs Our interpretations of general soil and water-level conditions at the boring locations are included on the boring logs presented in Appendix A. The soil classifications are based on the Unified Soil Classification System(ASTM D 2487 and ASTM D 2488). A key to the terms and symbols used on the boring logs is attached for reference. Figures 4 through 8 provide a graphical presentation of the boring logs at each of the proposed bridge location. 3 LABORATORY TESTING Selected soil mechanics laboratory tests were performed on the soil samples recovered from the borings to measure their physical and engineering properties. The laboratory program consisted of moisture content, plasticity characteristics, amount of material in soils finer than the No. 200 sieve, particle size analysis, unconfined compression,unconsolidated-undrained and consolidated-undrained triaxial compression tests. A brief description of each test is given below Iltw2ltweilGeotechnknllProjectsl2005105-G120 Tolunay-Wong&ngineers Inc. Project No. 05-G120 Rev.0,11f21/2005 -5 of47 • Laboratory Determination of Water (Moisture) Content of Soil and Rock- ASTM D 2216. The water content of a material,expressed as a percentage,is defined as the ratio of the mass of pore or free water in a given mass of material to the mass of the solid material particles. Moisture content can provide an indication of cohesive soil shear strength and compressibility when compared to Atterberg limits. • Liquid Limit. Plastic Limit, and Plasticity Index of Soils - ASTM D 4318. These soil properties are used to distinguish different soil types and provide an evaluation of volume change potential when considered in conjunction with natural moisture content. The liquid limit and plastic limit of soils,referred to as the Atterberg limits,distinguish the boundaries of the several consistency states of plastic soils. The plasticity index of the soil is the difference between the liquid limit and the plastic limit. • Amount of Material in Soils Finer Than the No.200(75-um)Sieve-ASTM D 1140. This test determines the total amount of material in soils finer than the No. 200 sieve. The test result is presented as the percent of silt and clay sizes by weight in the sample and can provide an indication of the soil permeability • Particle Size Analysis of Soils - ASTM D 422. This method quantitavely determines the distribution of particle sizes larger than 75-µm(retained on the No.200 sieve)by sieving.The distribution of particle sizes smaller than 75-µm can be determined by a sedimentation process,using a hydrometer • Unconfined Compressive Strength of Cohesive Soil -ASTM D 2166. This test determines the unconfined compressive strength of cohesive soil in the undisturbed, remolded or compacted condition, using strain-controlled application of the axial load. The unconfined compressive strength of a cohesive soil sample is twice its undrained shear strength. • Multi-stage Consolidated-Undrained Triaxial Comoression With Pore Pressure Measurements — Modified ASTM D 4767. This compression test' consists of first consolidating a cylindrical specimen in a pressurized triaxial chamber and then loading it in three stages before it is sheared quickly without allowing drainage. Pore pressures are measured during the testing to determine the effective stress parameters. • Unconsolidated-Undrained Triaxial Compression—ASTM D 2850. This compression test consists of placing a relatively undisturbed cylindrical specimen in a pressurized triaxial chamber and then loading it to failure, without allowing drainage, using strain-controlled 11nv21twellGeotechnfcallProjeca1200S10S-G120 Tolunay-Wong Engineers.Inc. Project No. 05-G120 Rev.a 1l/21/2005 -6 of47— application of the axial load. The compressive strength of a cohesive soil sample is twice its undrained shear strength. Results of the soil tests are presented on the soil boring logs in Appendix A. The Consolidated Undrained Triaxial Test Results With Pore Pressure Measurements and particle size distribution reports are presented in Appendix B. 4 GENERAL SUBSURFACE CONDITIONS 4.1 General Geology An assessment of regional geology was conducted by a review of geologic literature concentrating on regional geological maps of the State of Texas. The Pearland Mobility and Drainage Program alignment is situated in the Gulf Coastal Plain Physiographic region of Texas. The Gulf Coastal Plain region contains sediments that have been deposited by fluvial and deltaic processes. The sediments are icpriented as a series of wedges thickening towards the coast. The sediments of the Harris County area were deposited during the Quaternary Period of the Cenozoic Era. The Quaternary Period is divided into two geologic epochs, the Holocene and the Pleistocene. The Holocene Epoch is the youngest epoch of the Quaternary Period. The Holocene consists of recent sediments deposited in present day alluvial valleys and floodplains of the major drainage systems. These sedimentary units typically contain cohesionless soils (sands, silts, and their intermixtures)intermixed with cohesive soils(clays,sandy clays,and silty clays). The Pleistocene Epoch includes the sedimentary deposits of the Beaumont,Lissie,and Willis Formations. The Beaumont is the youngest, followed by the Lissie and the Willis. In the past, the Lissie was divided into the Montgomery and the Bentley Formations. In modern nomenclature,the Lissie is considered to be one formation. The sediments that compose each of these geologic formations are similar in depositional composition in that streams of coalescing fluvial and deltaic systems deposited them. The soils,which developed from these systems,include clay,silt,sand,and their intermixtures. According to the Geologic Atlas of Texas, Houston Sheet, 1982, the alignment is located entirely on a surface outcrop of the Beaumont Formation. The Beaumont Formation was deposited during the Pleistocene Epoch. The formation is mostly stream channel;point bar,natural levee,back swamp,and to a lesser extent coastal marsh and mud-flat deposits. The geologic units,which formed l w2ltweilGeotechnicolVProjecu12005105-G120 Tolunay-Wong Engineers,Inc. Project No. 05-G120 Rev.0,11/21/2005 1 -7 of 47— these deposits, include interdistributary muds, abandoned channel fill muds, and overbank fluvial muds. Surface soils that comprise the Beaumont Formation at the site consist of,dominantly clay,silt, sand and their intermixtures. The geologic map is presented on Figure 9 4.2 Geologic Faulting The entire gulf coast region of Texas is underlain by a thick wedge of sediments. Exploration, principally by the petroleum industry, has identified these sediments to be extensively disrupted by "growth" faults and faults associated with shallow piercement and deep-seated salt domes. The following sections address general fault characteristic and activity in the Houston area as well as a fault evaluation for the project alignment. The project alignment is shown on Figure 10. The site fault evaluation was conducted using various methods of supporting data: geologic literature and topographic maps. Each method of supporting data was assessed individually and then in conjunction with observations from other findings. Geologic Literature. A review of geologic literature indicates the project alignment is 1/8 mile north of a possible"down-the-coast"surface fault,approximately Y mile south of a possible"up- the-coast" surface fault, about 1.5 miles north of the Manvel Oil Field, approximately 2 miles northwest of the Hastings Oil Field,and approximately 4 miles southeast of the Blue Ridge Oil Field. The surface trends of the above-mentioned possible faults are generally southwest to northeast. No faults have been mapped transversing the project site. Tonoaranhic Mans. Topographic mapping performed by the U.S Geologic Survey produce very useful information in the recognition of subtle surface features which can be manifested by a surface fault or faults. Additional mapping was performed by the Bureau of Economic Geology, which is headquartered at The University at Austin. The maps reviewed for this project were the USGS 1982 Pearland, Tex. Quadrangle and the 1982 Geologic Atlas of Texas, Houston Sheet. No surface expressions of possible faults were identified within the property alignment on the maps reviewed. Aerial Photographs. We reviewed aerial photographs for an assessment of possible fault activity in the general site area. Black and white aerial photographs from 1996, 1998.2000,and 2002 were reviewed to check for photo-linears or geomorphic features which could be indicative of fault activity. A photo-linear could represent the surface expression of fault line. The photo-linear can be formed as a result of moisture differences from one side of the fault to the other. No photo linears were identified traversing the project site. New2ltweilGeoteehnicallProjectsL2005105-G120 Tolunay-Wong Engineers.Inc Project No. 05-G120 Rev.0,11/21/2005 -8 of47— Conclusion of the Geologic Fault Review.. Several lines of evidence have been analyzed to identify features which represent the manifestation of surface faulting with respect to the area. The project alignment is 1/8 mile north of a possible"down-the-coast"surface fault,approximately%mile south of a possible "up-the-coast" surface fault, about 1.5 miles north of the Manvel Oil Field, approximately 2 miles northwest of the Hastings Oil Field,and approximately 4 miles southeast of the Blue Ridge Oil Field. An analysis of topographic maps and aerial photographs did not identify features we interpret as the manifestation of surface faulting transversing the project area. A reconnaissance of the area and the vicinity did not identify damage to roadways or structures that we interpret to be related to fault movement. In our opinion surface faulting does not appear to be a concern for this project. The geologic fault map is presented on Figure 10. Limitations of the Geologic Fault Review The geologic fault assessment performed for this project is based on our professional evaluation of the geologic data gathered and our experience with fault-related features, their characteristics, and general geologic conditions in the area. The geologic evaluations rendered in this report meet the standard of care of our profession. No other warranty or evaluation,either expressed or implied,is included or intended. 4.3 Soil Stratigraphy This section presents the generalized observed soil stratigraphy at the project site as characterized by the project borings. Bridge Crossing Mary's Creek at McLean Road(Borings CB-4 and CB-181: The subsurface soil stratigraphy,interpreted from Borings CB-4 and CB-18,generally consists of about 1-ft deep stiff consistency fat clay fill, underlain by mostly fum to hard consistency, high plasticity fat clays, medium plasticity lean clays with sand and sandy lean clays to about 75-ft to 78-ft depths, and followed by silty sands to the 80-ft explored depth. Bridge Crossing Mary's Creek at Harkey Road (Borings CB-7.. CB-23 and CB-23A): The subsurface soil stratigraphy,interpreted from Borings CB-7 and CB-23,generally consists of about 2- ft to 6-ft deep firm to hard consistency,high plasticity fat clay fill,underlain by mostly stiff to very stiff consistency, high plasticity fat clays, lean clay and lean clays with sand to about 25-ft to 33-ft depths, with intermittent layer of sandy silts to about 33-ft depth in Boring CB-7 Below 33-ft, we encountered very stiff to hard consistency fat clays to about 43.5-ft to 48-ft depths,underlain by very dense silty sands and sandy silts to the 46-ft to 48-ft depths,followed by very stiff to hard consistency fat clays to the 78-ft to 80-ft explored depth. In Boring CB-23, very dense silty sand soils were present below 78-ft to the 80-ft termination depth. tltw2ttweilGeotechnicallProjects12005105-G120 Tolunay-frongEngineers,Inc Project No. O5-G120 Rev.0.11/21/2005 -9 of 47— Bridge Crossing Mary's Creek at Magnolia Road (Borings CB-8, CB-24 and CB 25): The subsurface soil stratigraphy,interpreted from Borings CB-8, CB-24 and CB-25 generally consists of about 4-ft to 8-ft deep soft to stiff consistency,high plasticity fat clay fill,underlain by mostly firm to hard consistency,high plasticity fat clays,lean clays,and lean clays with sand to about 80-ft explored depth. A layer of silt were encountered in Boring CB-25 between 16 to 18.5-ft. Bridge Crossing ditch at WWTP Site(Borings CB-10,CB-33 and CB-33A): The subsurface soil stratigraphy, interpreted from Borings CB-10 and CB-33, generally consists of about 2-ft to 3-ft deep firm to hard consistency, high plasticity fat clay fill, underlain by mostly stiff to very stiff consistency,high plasticity fat clays and medium plasticity lean clays to about 70-ft to 74-ft depths, and followed by dense to very dense clayey sands and silty sands to the 80-ft explored depth. Very stiff low plasticity silty clay soil layer and very dense silty sand soil layer were encountered between 47-fl to 53.5-ft and below 53.5-ft to 56-ft in Boring CB-33. Bridge Crossing Ditch East of Morgan Road (Borings CB-11, CB-36 and CB-36A): The subsurface soil stratigraphy, interpreted from Borings CB-11 and CB-36, generally consists of about 2-ft deep firm to hard consistency,high plasticity fat clay fill, underlain by firm to hard consistency, high plasticity fat clays,low to medium plasticity lean clays,sandy lean clays,lean clays with sand to the 80-ft explored depth. Utility and Pavement Along Magnolia Road (CB-1 through CB-3, CB-5, CB-6, CB-9, CB- 9A.CB-12 through CB-17.CB-19 through CB-22.CB-26 through CB-32,CB-34.CB-35 and CB-37): The subsurface soil stratigraphy,interpreted from aforementioned borings generally consists of firm to stiff consistency,high plasticity sandy lean clay,lean clay,fat clay with sand,fat clay fill to about 1-ft to 8-ft depths,underlain by firm to very stiff consistency, low to high plasticity fat clays,lean clays and lean clays with sand to the 25-ft explored depth,except in Borings CB-1,CB-14,CB-28 and CB- 31 We encountered loose to dense consistency silts, sandy silts and silty sands at 12-ft to 25-ft explored depth in Boring CB-1,at 15.5-ft to 18-ft depth in Boring CB-14, at 13.5-ft to 25-ft explored depth in Boring CB-28,and at 20-ft to 25-ft explored depth in Boring CB-31 The surficial cohesive soils encountered in the upper 1-ft to 8-ft depths in most of the project soil borings were inferred to be fill. It should be stressed that it is relatively difficult in practice to accurately delineate fill from similar natural soils. Fill classifications are made based upon visual observations and require considerable judgment. The interpreted fill depths may vary somewhat from actual conditions. Iltw2ltweilGeotechnical1ProJecis12005105-G120 Tolunay-Wong Engineers,Inc. Project No. 05-G120 Rev.0,11/21/2005 -10 of 47— Detailed descriptions of the soils encountered in the project borings are presented on the logs of borings in Appendices C and D. 4.4 Soil Properties The soil properties to be used in the various design procedures for the proposed project were based on the database developed from the field and laboratory programs. These properties are addressed in the following paragraphs. Bridge Crossing Mary's Creek at McLean Road (Borings CB-4 and CB-18): We measured liquid limits between 58%and 87%,and corresponding plasticity indices between 22and 61 on fat clay soil samples recovered from the various depths. In situ moisture contents of the fat clay soil samples were about two percentage points less to one to eleven percentage points more than their corresponding plastic limits. The plasticity data of the tested cohesive soil samples indicate a medium to very high shrink/swell potential with variation in moisture contents. The sandy lean clay soil samples recovered from the 6841 and 73-ft depths had liquid limit of 39%to 45%and plasticity indices of 22 to 26. In situ moisture content of the tested soil samples were about one percentage point less to three percentage points more than their corresponding plastic limits, indicating a medium shrink/swell potential with variation in moisture contents. The selected fat and lean clay soil samples yielded fines contents ranging from 68%to 98%. The fat clay fill soil sample recovered from the 1-ft depth in boring CB-4 had a fines content of 94%. We measured undrained shear strengths ranging from 1360 psf to 4970 psf on selected lean clay and fat clay soil samples recovered from various depths during unconfined compression and unconsolidated undrained triaxial compression testing. The twelve of seventeen selected soil samples failed prematurely along slickensided subsurface. The shear strengths at failure ranged from 1360 psf to 4030 psf. We measured effective and total stress shear strengths of 192 psf and 216 psf, respectively,with corresponding effective and total stress angles of internal friction of 22.6 degrees and 17 degrees on the high plasticity clay sample obtained from the 10-ft depth in boring CB-18 during consolidated undrained triaxial test with pore pressure measurements. Total unit weights of the tested cohesive soil samples ranged from 117 pcf to 133 pcf. Based on undrained shear strengths,and adjusted pocket penetrometer readings, the cohesive soil samples recovered from Borings CB-4 and CB-18 are inferred to have typically stiff to very stiff consistencies. Utw2ltweitGeotechnica11Projects1200510S4120 Tolunuy-Wong Engineers.Ina Project No. 05-G120 Rev.0,11/21/2005 -11 of47- !r We measured a SPT"N"value of more than 50 blows per foot within the silty sand strata at the 78-ft depth, indicating of very dense consistency The silty sand soil sample recovered from the 78-ft depth yielded the fines content of 26%to 34%. Bridge Crossing Mary's Creek at Harkey Road (Borings CB-7. CB-23 and CB-23A): We measured liquid limits between 53%and 74%, with corresponding plasticity indices between 35 and 52 on fat clay soil samples recovered from the various depths. In situ moisture contents of the tested soil samples were about one to eight percentage points more than their corresponding plastic limits. The plasticity data of the selected fat clay soil samples indicate a high shrink/swell potential with variation in moisture contents. The lean clay and lean clay with sand soil samples recovered from the 23-ft and 28-ft depths had liquid limit of 36%to 45%and plasticity indices of 18 to 28. In situ moisture content of the tested soil sample was about one to two percentage point more than their corresponding plastic limits, indicating a medium shrink/swell potential with variation in moisture contents. The surficial fat clay fill soil sample recovered from the upper 2-ft to 8-ft depth had liquid limit of 50%to 57%,plasticity indices of 30 to 37 and fines content of 77%to 93%. The lean clay with sand and fat clay soil samples recovered from various depth range yielded fines contents ranging from 76%to 97%. We measured undrained shear strengths ranging from 640 psf to 5430 psf on selected cohesive soil samples recovered from various depths during unconfined compression and unconsolidated undrained triaxial compression testing. The nineteen out of thirty selected cohesive soil samples failed prematurely along slickensided subsurface. The shear strengths at failure ranged from 890 psf to 4260 psf. We measured effective and total stress shear strengths of 278 psf and 284 psf,respectively,with corresponding effective and total stress angles of internal friction of 25.6 degrees and 18.3 degrees on the high plasticity clay sample obtained from the 13-ft depth in boring CB-23 during consolidated undrained triaxial test with pore pressure measurements. Total unit weights of the tested cohesive soil samples ranged from 119 pcf to 133 pcf. Based on undrained shear strengths, and adjusted pocket penetrometer readings, the recovered cohesive soil samples are inferred to have stiff to hard consistencies. We measured SPT"N"values of more than 50 blows per foot within the silty sand and sandy silt strata at the 28-ft,43.5-ft and 78-ft depths, indicating of very dense consistency The recovered sandy silt and silty sand soil samples yielded fines contents of 65%,47%and 33%,respectively llnv2lnveiiGeotechnicallProjects12005105-G120 Tolunay-Wong Engineers,Inc. Project No. 05-G120 Rev,0.11/21/2005 -12 of 47— Bridge Crossing Mary's Creek at Magnolia Road (Borings CB-8, CB-24 and CB-25): We measured liquid limits between 61%and 91%, with corresponding plasticity indices between 40 and 66 on selected fat clay fill soil samples recovered from the upper 8-ft depth. In situ moisture contents of the tested soil samples were about two to five percentage points more than their corresponding plastic limits,indicating a high shrink/swell potential with variation in moisture contents. We measured liquid limits ranging from 33% to 81%, with corresponding plasticity indices ranging from 20 to 57 on selected fat clay and lean clay soil samples recovered from various depths. In situ moisture contents of the tested soil samples were about one to four percentage points less to one to twelve percentage points more than their corresponding plastic limits. The plasticity data of the recovered cohesive soil samples indicate a medium to high shrink/swell potential with variation in Moisture contents. The surficial fat clay fill soil sample recovered from the upper 2-ft depth yielded a fines content of 89%. The selected fat clay and lean clay with sand soil samples recovered from the 10-ft to 75-ft depths yielded fines contents ranging from 83%to 99%. We measured undrained shear strengths ranging from 1040 psf to 5660 psf on selected cohesive soil samples during unconfined compression and unconsolidated undrained triaxial compression testing. We measured effective stress shear strengths of 248 psf and 593 psf and total stress shear strengths of 262 psf to 600 psf, with corresponding effective stress angles of internal friction of 18.1 and 20.8 degrees and total stress angles of internal friction of 12.7 and 14.1 degrees on the high plasticity clay sample obtained from the 8-ft and 12-ft depths in Borings CB-24 and CB-25 during consolidated undrained triaxial test with pore pressure measurements. Total unit weights of the thirty three tested natural cohesive soil samples ranged from 121 pcf to 137 pcf. The selected fat clay fill soil samples recovered from the upper 6-ft depth had undrained shear strengths ranging from 1077 psf to 1416 psf during unconfined compression testing. The fat clay fill soil samples had total unit weights ranged from 122 pcf to 123 pcf. Based on undrained shear strengths, and adjusted pocket penetrometer readings, the recovered cohesive fill and natural soil samples are inferred to have typically stiff to hard consistencies. Bridge Crossing Ditch at WWTP Site(Borings CB-10,CB-33 and CB-33A): We measured liquid limits between 40%to 91%,with corresponding plasticity indices between 26 to 66 on fat clay and lean clay soil samples recovered from various depths. In situ moisture contents of the selected soil samples were about one percentage point less to one to nine percentage points more than their corresponding plastic limits. The plasticity data of the tested soil samples indicate a medium to high shrink/swell potential with variation in moisture contents. 11tw2ttweI GeotechnicallProjects12005105-G120 Tolonay-Wong Engineers,Inc Project No. 05-G120 Rev.0.1121/2005 -13 of 47— ! The fat clay fill soil sample recovered from the upper 2-ft depth had a liquid limit of 84%,a plasticity index of 57 and a fines content of 95%. The selected fat clay,sandy lean clay and lean clay soil samples recovered from 10-ft to 50-ft depths yielded fines contents ranging from 66%to 98%. We measured undrained shear strengths ranging from 740 psf to 4680 psf on thirty-one selected cohesive soil samples recovered from various depths during unconfined compression and unconsolidated undrained triaxial compression testing. The sixteen of thirty-one tested soil samples failed prematurely along slickensided surfaces. The shear strengths at failure ranged from 830 psf to 2910 psf. We measured effective and total stress shear strength of 356 psf, with corresponding effective and total stress angles of internal friction of 16.5 degrees and 12.0 degrees on the high plasticity clay sample obtained from the 10-ft depth in boring CB-33 during consolidated undrained triaxial test with pore pressure measurements. Total unit weights of the tested cohesive soil samples ranged from 116 pcf to 135 pcf. SPT"N"value of 46 blows per foot was measured within the sandy lean clay strata at the 38.5-ft depth. Based on undrained shear strengths,the SPT data,and adjusted pocket penetrometer readings,the recovered cohesive soil samples are inferred to have typically stiff to hard consistencies. We measured SPT"N"values 34 blows per foot to more than 50 blows per foot within the clayey sand and silty sand strata,indicating dense to very dense consistency The recovered silty sand and clayey sand soil samples yielded fines contents ranging from 13%to 42%. Bridge Crossing Ditch East of Morgan(Borings CB-11.CB-36 and CB-36A): We measured liquid limits between 54%and 81%,with corresponding plasticity indices from 35 and 58 on fat clay soil samples recovered from various depths. In situ moisture contents of the tested soil samples were about four to eleven percentage points more than their corresponding plastic limits. The plasticity data of the tested soil samples indicate a high shrink/swell potential with variation in moisture contents. The surficial fat clay fill soil sample recovered from the upper 2-ft depth had a liquid limit of 77%and plasticity index of 56. The fat clay fill soil sample recovered from the upper 1-ft depth had a fines content of 88%. The lean clay and sandy lean clay soil samples recovered from the 12-ft, 15-ft,35-ft,and 60-ft depths had liquid limit of 28% to 47%and plasticity indices of 12 to 27. In situ moisture content of the tested soil samples were about two percentage points less to six percentage points more than their 11tw2ltwellGeotechnicallProJects11005105-G120 Tohinay-Wong Engineers,Inc. Project No. 05-G120 Rev.0,11/21/2005 -14of47— ti corresponding plastic limits, indicating a low to medium shrink/swell potential with variation in moisture contents. The selected fat clay, lean clay with sand and sandy lean clay soil samples yielded fines contents ranging from 65%to 100%. We measured undrained shear strengths ranging from 700 psf to 4560 psf on selected thirty- five cohesive soil samples during unconfined compression and unconsolidated undrained triaxial compression testing. The nineteen of thirty-five tested cohesive soil samples failed prematurely along slickensided subsurface. The shear strengths at failure ranged from 700 psf to 4560 psf. We measured effective and total stress shear strengths of 278 psf and 302 psf, respectively, with corresponding effective and total stress angles of internal friction of 19 7 degrees and 13.8 degrees on the high plasticity clay sample obtained from the 12-ft depth in boring CB-36 during consolidated undrained triaxial test with pore pressure measurements. Total unit weights of the tested cohesive soil samples ranged from 114 pcf to 136 pcf. SPT"N"value of more than 50 blows per foot was measured within the sandy lean clay strata at the 78.5-ft depth. Based on undrained shear strengths, and adjusted pocket penetrometer readings,the recovered cohesive soil samples are inferred to have typically stiff to hard consistencies. Utility and Pavement Along Magnolia Road(Borings CB-1 through CB-3.CB-5.CB-6,CB- 9. CB-9A, CB-12 through CB-17, CB-19 through CB-22,CB-26 through CB-32, CB-34.CB-35 and CB-371: We measured liquid limits ranging from 41%to 84%,with corresponding plasticity indices ranging from 24 to 60 on cohesive fill soil samples recovered from the upper 2-ft to 8-ft depths. In situ moisture contents of the tested soil samples were about two to fifteen percentage points wet of their corresponding plastic limits. The plasticity data indicate a moderate to high shrink/swell potential with variation in moisture contents. The tested fill soil samples yielded fines contents ranging from 55%to 93%. We measured liquid limits ranging from 55%to 109%,with corresponding plasticity indices ranging from 35 to 78 on selected fat clay soil samples recovered from various depths. In situ moisture contents of the tested soil samples were one to two percentage points less to zero to sixteen percentage points more than their corresponding plastic limits. The plasticity data of the fat clay soil samples indicate a medium to high shrink/swell potential with variation in moisture contents. We measured liquid limits ranging from 25% to 45%, with corresponding plasticity indices ranging from 8 to 28 on selected lean clay soil samples recovered from various depth range. In situ moisture contents of the tested soil samples were about four to eight percentage points wet of their lltw2ltweilGeotechnicallProjects12005105-G120 Tolunay-Wong Engineers.Inc. Project No. 05-G!20 Rev.0,11/21/2005 -15 of47- corresponding plastic limits. The plasticity data of the selected lean clay soil samples indicate a low shrink/swell potential with variation in moisture contents. The selected low and high plasticity soil samples yielded fines contents ranging from 89%to 100%. We measured undrained shear strengths ranging from 420 psf to 3240 psf on selected low and high plasticity soil samples during unconfined compression and Unconsolidated-Undrained Triaxial compression tests. Total unit weights of the tested soil samples ranged from 108 pcf to 133 pcf. The fat clay fill soil sample recovered from the 6-ft depth in Boring CB-6 yielded an undrained shear strength of 440 psf during unconfined compression test. The tested fill soil sample has unit weight of 113 pcf. SPT "N" value of 23 blows per foot was measured within the fat clay strata at the 18-ft depth. Based on undrained shear strengths,the SPT data,and adjusted pocket penetrometer readings, the cohesive soil samples recovered from the project borings are inferred to have firm to very stiff;but mostly stiff to very stiff consistencies. We measured SPT"N"values ranging from 5 to 36 blows per foot within the silt,sandy silt, and silty sand strata in Borings CB-1, CB-14, CB-28, and CB-31 indicating loose to dense consistency The silts,silty sand and sandy silt soil samples yielded fines contents ranging from 38% to 94%. 4.5 Ground Water Conditions Free water encountered during drilling, the next-day groundwater level observation and the borehole caved depths in the previous TWEI project 04-G048 are summarized in the following table: .^.Sf_• "i;%,f:_i [:'�1i� -p�nl.,Y- .•.ZK}'- ir.}:�� :t.� S�t'•.�s ,.:.t,mil.J._ ;���; :,]j. _ 'r.};•.•y<,r ;fir ro Q�:� ;`;.1:3E? mom•_ W��.s1tCT.>x, wt; E�('., F; s (?l1FS-. f1U13dV1CatCF,yJ pyJ^p 5`:;:,..:a,. ';•s'�4'�'v. ,lrT( xa�� i,{+�`�.,L�,:, !r;^';�`';;=.� .•Ft'tf�'.;•.�y;:�'.2?. ::Sr���•:,.:--'• .rr_r•�t.:��.. . -u,�i-l: ;.tks ¢.Au erect;. `S• .,D -,d; :iM1C c:L^f ,1rQ. .$f�`.rK. ..i1C:IrQ dVyat.�'•`=s'.: a -El '£ ..tea?:.'�s`-5a ra:,.�.k•-:^•a:s:-,x,,,�,•a,,,,�,:, w �{(� �,�(y l��V_�• - -- - ��j � � '.., d .r }4n': .?#�';�r:o,•�r:v)STj':_i,:.",✓i'•• $tl:��'- �-p3:a.�.p. ..r,:l;:.Y..n �.=&'\=;:c .,C- y ..a�A-vS-ij. ;Ii .,i,.,:l:n::'. 1`�?;C:•, ._w.v.:i>i`,;.TY,n+t;.i�rx` lwc._;7"`. r.',':e` _ ?: rr - ' SL,i 5 a`+'Z`f>;.p'i2 ;1'" .3 =�: i:Y fn 5:1�v��':'��}} a1"3�•S� Yr•M41VK.•r- ,`?i.;:.• ,:�v�i4 •�.-. ,(J.>i_.. ;� - ^.•cl.. ,[,;� T�,- i••3r,�-u'�`"i�;..f,7q�:`� ... :;C��.a�.r. .uau� 'c�• ....e,�irr,ui. '��,._.� .,,,.,�,. �,,,� s�.r wju' r..�-r.F-'-.= e� ti4 :w�.6r ,� .•.�.r's-.5�, .,..�,: ..:_.,r.;',...}:.r f:?E, ���U ,, w:.•'^",•,f}.i;:T itu , ..4. .a,...� ��.:. ... R ,f•'.,....,.. ,:� ...... .,o:. ,.......,`..�;1.�'`-•4... .,-;tie::..,4,1�'.��lr�:..�.,.-nM.. ,.r.,... �`1 I:,�s.� �.,.-.. 1,4 Dry N/A 6.0 CB-2 25 25 Damp @ 25 Damp @ Dry N/A 22.8 +20.7 CB-3 25 10 9.9 +37.2 17 +45.4 9.0 CB-4 80 25 24.0 +23.9 Damp Damp @ 25.9 +20.4 CB-5 25 20 17.0 +30.1 6.5 +40.6 6.7 CB-6 25 8 6.0 +43.1 5.1 +44.0 8.0 CB-7 80 21 21.0 +29.0 17.6 +32.4 35.5 11tw2lnveilGeotechnicallProjects12005105-G120 Tolunay-Wang Engineers.Inc. Project No. 05-G120 Rev.0,11/21/2005 -16 of47- i-'000-1:P?‘:;:xt§iiiiie-','..)Tmisiv.,-,-.)::-:,Fiiii-w-d-*-m...,"vyyjecoq iFs.KA.4416.o-aoidoaiiirw..;awsAign 0Aut,,,,,,„,,,i„fg,,,,,..4.1,i Depth4,:„ 1,,..1,,,:,,lfivie,,..4."4„ Groundwater,,il .:iit00im.005,ater,.. „.,,,,,i„,;6.,tiiiii;.,:i Depths 3,..,.41114S7k.',F**; .,W;',..1;1:0:Ar4T4 Apr. .;4•Mt-e-$AlleSiMOSOR:1,'". ,:Wiliztii,:::, ,,wePut.',i sT.:i1,..z:k.:,.:(if) AT.'•.'vq.w.s.ils0k..i.k,•%.i.';Elevation Depth V A'Www,;§: .,....,....,,,,Lx-toplilp.-7.2,,,tu. pf,g,.:c:s,..,No Mi,'9101014V. L.,giltik>1. 1/4.:Rikv;4',Av$04:944;iEW;Pia:jfilri,',1:1,*'.t .,..4c,-44 :,AXENd4---n4A1E.V163.-.,;..W1.40'f',:gfrIMIA:frtTEP.17U-..\';'::;.,,Z:.;:IkrrY,,t,OggiijP,Ag'ektt4.010-M Ilisl.:q,TEXarc. CB-8 80 20 19.0 +31.5 26.7 +23.8 53.1 ' CB-9 25 25 Damp @ Damp @ Damp Damp @ 25 25.0 +28.7 +28.7 CB-10 80 35 33.0 +23.3 11 7 +44.6 31.0 CB-11 80 20 18.0 +36.2 Damp Damp @ 23.6 +30.6 , The current project borings were dry augered to the scheduled termination depths,except in Borings CB-14, CB-18, CB-23, CB-23A, CB-24, CB-25, CB-28, CB-31, CB-33, CB-33A, CB-36, CB-36A and CB-37 The aforementioned borings were dry augered to depths ranging from 15 to 42- ft,then continued with the wet rotary method to boring completion depths ranging from 25 or 80-ft,to evaluate the groundwater conditions during drilling. Boring CB-28 was converted to piezometer PZ- 28 after completion of drilling. Groundwater level encountered during drilling, the next-day groundwater level,and static groundwater levels in piezometer are presented in the table below. ii;•• Borings* Boring Dry .i.''':.:',''Ti#:(;.:AIT!WEITOefillirir'i-,alaliiiiifeikgiiikliiiiiii-Ujiieigeg:A .:tet;,4',....-s',i:Fr,,,,,:5,77:::,:j,,,a,...4,"1-.?..,F.41:1.:E.,c,-..,,,i.r:,‘1:1.:.i, mefitherixiii-ite-0:: ,., Water Water i,.wewatre :1!!...;:dr,..A.A.,,4.-p Depth Depth 'i.4-sb4P.'.- ';.-)..,,,,w9P ....fg!",-- Groundwater iF..k,'..4.7.i . i4061.402%.*,771 :7:',-.i.,...;?! .m:ig-itf:lifi,er#19#:-„oftboweigi--•,•,,,o,13,1400,xt.ciatoplto oyftymp,:„i,.,..c.•Itityg.,41..-4:::,..7,,,q.b,ortle,„1 .51..1-4,1kft-pw.,tivaAttritikg ii.,,,11,4,4ilyitti-Z,,e4,80:1-:•.--iiiiity:R.4 eak,,,k.amegialt:,4-..6.,%.*: ". .M'i,'s..„):4.4.1tpai---i : CB-9A 25 25 17 +35.9 11.0 +41.9 13.8 CB-12 25 . 25 Dry N/A 3.7 +43.91 6.0 CB-13 25 25 Dry N/A 6.0 +41.64 6.3 CB-14 25 20 18.5 +30.95 7.8 +41.65 8.0 CB-15 25 25 Dry N/A 5.3 +43.03 5 7 CB-16 25 25 Dry N/A 5.9 +42.83 6.5 CB-17 25 25 Dry N/A 5.8 +42.35 6.0 CB-18 80 42 42.0 +4.36 7 1 +39.26 7.6 CB-19 25 25 Dry N/A 5.0 +44.58 6.3 CB-20 25 25 23 +27.07 6.1 +43.97 6.7 CB-21 25 25 Dry N/A 8.2 +42.21 11.6 CB-22 25 25 Dry N/A 8.0 +41.88 8.7 CB-23 80 23 23.0 +27.26 Dry/Caved @ Dry/Caved @ 8.5 8.5 +41.76 CB-23A 80 23 23.0 +27.26 7.1 +43.16 14.5 Ittw21tweilGeotechnicallProjects12005l05-G120 Tolunoy-Wong Engineers.Inc. Project No. 05-G120 Rev.0,11/2112005 -17 of 47- - ,,,th,,,I.,..i:,.• .7,z,...,;:- .- -...--- 3-' ,*•, "' ''-'47% .,,W,z- :.:;1'' ...'NOgli`i'.f'.''',ti.--...;1=:Vi.::::;:,,,r12-403660.6=4,waterlo):440,,m, Bolipss,. .Pornitits4`,i,,,,.4, Free Free .,___...._ ,-,,,,,,N.T..,i;, ,,,vrke,t,ipairsE :7;::::,::..,,,;;,„ _,Ti,k-*.; Newo-j.ritiokott..,,.0,,mtt#0.04,i..... ATofftm f!,065,0,.,*0.0 ,5!..10..4.44mit.:"T,Nr Nt'sMO kiggifelk,' Depth Iteogiaai.40.iye,,...iiiipyy:ox.ii,:::,:ttivitigoi Depth ,74..,„ ....)viwg,,,4," vligzt(.,.tz- :.mtaip mi:=.1--l'ANXINEgaN64.014:itiktr (it) (it) (it) r,-1;,-.;,1,2 ,* -t-A.,.'`,AWA:514:geir (it)'''''',1-e*•-"wrcIA4,--W''----- 4k,iro.,,i.-zt,•,::..,;;,...,...-ef_•;,4:',..1?.,;,,:.qr;..,..r,,:„.„,,..0,.,.„_ ,,,,_ . . _ . , CB-24 80 30 30.0 +21 41 Dry/Caved @ Dry/Caved @ 3.0 3.0 +48.41 CB-25 80 20 18.0 +37.9 13.0 +42.9 53.3 CB-26 25 25 Dry N/A Dry/Caved @ Dry/Caved @ 8.0 8.0 +43,46 CB-27 25 25 Dry N/A 5.1 +45.85 7 7 CB-28 25 15 13.5 +37.06 5.0 +45.56 11.7 CB-29 25 25 Dry N/A 23.0 +28.49 23.6 CB-30 25 25 Dry N/A 13.8 +37.88 14.2 CB-31 25 20 18.0 +35.58 11.8 +41 78 17.0 CB-32 25 25 Dry N/A 24 7 +28.27 Remained Open to 25 0 • CB-33 80 36 36.0 +20.6 Dry/Caved @ Dry/Caved @ 10.4 10.4 +46.20 CB-33A 80 38 38.0 +15.80 11.0 +42.80 77.0 CB-34 25 25 Dry N/A 15.3 +40.17 15.9 ) CB-35 25 25 Dry N/A 21.0 +34.5 21 4 CB-36 80 35 34.0 +21.99 Dry/Caved @ Dry/Caved @ 7 7 7 7 +48.29 CB-36A 80 30 Not --- 10.1 +45.90 71.0 Measured Below 30 CB-37 25 20 Dry N/A Dry/Caved @ Dry/Caved @ 5.9 5.9 +49.79 The water level observed in the open borehole may not be accurate due to influence of the mud/water used during wet rotary drilling. It should be noted that fluctuations in ground water level may occur with changes in seasonal and climatic conditions,and can be monitored in an open stand- pipe piezometer. 4.6 Potentially Petroleum Contaminated Area We did not encounter any unusual staining or hydrocarbon odors in the project borings during drilling. llov2ItweilGeotechnicallProjects12005105-G120 Tolwwy-Wong Engineers,Inc. Project No. 05-G120 Rev.0,11/21/2005 -18 of 47- 5 UTILITY RECOMMENDATIONS The project includes installing underground sewers along the alignment. The depths of the proposed utility lines were not available at the time of preparing this report. It is anticipated that the proposed sewer utilities maybe installed within the upper 10-ft to 20-ft below the existing grade. The recommendations presented in this report are based on an assessment of the observed subsurface • conditions at widely spaced borings. Excavation retention and construction dewatering are the responsibility of the contractor. The contractor should collect additional subsurface information as necessary to determine if the conditions reported herein are representative. Excavation and backfill for utilities should be as outlined in the City of Pearland Standard Documents&Specifications,Section 02318,Excavation and backfill for Utilities. 5.1 Trenching and Shoring Trench safety provisions should conform to City of Pearland, Standard Documents & Specifications,Section 01570, Trench Safety System. All vertical excavations deeper than 5-ft must be provided with a trench safety system in accordance with the most current Occupational Safety and Health Administration (OSHA) standards (29 CFR, Part 1926, Subpart P). The OSHA standards include provisions for the design of sloping and/or benched trench excavations in single or multiple layer soil stratigraphy less than 20-ft deep, in lieu of bracing and shoring. Sloping or benching for excavations greater than 20-ft deep must be designed by a registered professional engineer. The regulations specify maximum slope declivities contingent on soil type. The layered soils encountered in the project borings may be classified as "Type C" A trench shield (box), if used, should be designed to withstand lateral loads imposed by specific site soil conditions. The Contractor designated "Competent Person" should review our recommendations to determine the appropriate safe slopes on the job site. Another option is to excavate vertically and shore temporarily with bracing or trench shield (box). These support systems must be designed to withstand the soil pressures corresponding to the soil types as shown on the boring logs or as encountered during construction. In all cases,excavations should,as a minimum,conform to OSHA guidelines. The trench box,if used as a temporary retention system, should be designed by the contractor to withstand lateral loads imposed by the specific soil conditions. Lateral earth pressures will be imposed on pipeline and trench excavation bracing where cut and cover construction techniques are used. Pressure diagrams and methodology for developing earth llov2 tweilGeoiechnlcalP ojects12005105-G120 Tolunay-Wong Engineers.Inc Project No. 05-G120 Rev 0.II/21/2005 -19 of 47— i pressures for shoring and open cut excavations are presented in Figure 11. Figure 11 presents pressure diagrams for the case of layered soil (cohesive over cohesionless). The forces on walls and bracing can be determined at any point by adding the earth, groundwater, and surcharge pressures. These pressures apply to excavation bracing where soils move a very small amount. If there is not a relatively tight fit between the soil and bracing,significant movement in association with rapid drying and opening of old fractures could result in sudden failure. The pressure diagrams presented in Figure 11 do not include a safety factor. For trench box(es)or shields,there must be sufficient space between the excavation face and the shield to allow shield installation and removal, which is usually a space on the order of 3 to 6 inches. To avoid surcharging the excavation walls,the stockpiling of excavated materials immediately adjacent to the excavation wall should be prohibited. We recommend that stockpile materials be placed away from the excavation with a minimum distance of 6 ft from the excavation crest. In addition,the stockpile should not be placed higher than 4 ft. Construction equipment working near the trench may also induce excessive surcharge loads. We recommend shoring the trench in areas adjacent to working equipment. It should be noted that the soil stratigraphy and ground water conditions encountered during excavations may vary from those observed in the project borings or characterized herein. The contractor should collect additional subsurface information,as he deems necessary,to determine if the conditions described in this report are representative on a station-by-station basis. It is also mandatory that all excavations and retaining structures be monitored on a continuous basis by experienced personnel who can make evaluations as to the appropriateness of the retention system used. 5.2 Utility Bedding and Backfill Criteria Bedding and backfill for sanitary and storm sewers should be constructed using the City of Pearland Standard Details latest revisions,or equivalent standards by the engineers. Sanitary Sewer Bedding and Backfill Details. The City of Pearland Standard Details, Sanitary Sewers, Sheet 3 of 11, dated May 6, 2003, outlines bedding and backfill specification for sanitary sewer lines bedded within dry soils. If excavations encroach into waterbearing sand/silt strata such as those observed below the 12-ft depths in the vicinity of Boring CB-1,between 14-ft to 17-ft depths in Boring CB-9A,between 15.5-ft to 18-ft depths in the vicinity of Boring CB-14,below 13.5- ft depth in the vicinity of Boring CB-28 and below 20-ft depth in the vicinity of Boring CB-31, lltw2ltweilGeotechnicollPiojects12005105-G120 Tolunay-Wong Engineers Inc. Project No. 05-G120 Rev.0,11/21/2005 -20 of47— bedding requirements should be as outlined on the City of Pearland Standard Details,Sanitary Sewers, Sheet 4 of 11,dated March 14,2003 provided a stable trench has been achieved through dewatering or pressure-relieving of the soils. Storm Sewer Bedding and Backfill Details. The City of Pearland Standard Details, Storm Sewer, Sheet No. 7 of 11, dated December 5, 2001 outlines bedding and backfill specifications for storm sewers in dry stable trench. For wet sand conditions,Sheet No. 7, specifies dewatering trench excavation using well points, pipe embedment using crushed'stone or crushed concrete (3/8-in. to 1.25-in.)rapped with Mirafi 600X fabric liner or equal,and placing cement stabilized sand as part of the backfill. 5.3 Ground Water Control Construction dewatering and excavation retention are the contractor's responsibilities. We provide excavation planning comments and suggestions for informational purposes. These comments may be used to review the contractor's proposed excavation procedures. Based on the project borings excavations for utilities are expected to encounter primarily cohesive soils,except in the vicinities of Borings CB-1,CB-9A,CB-14,CB-28 and CB-31 Loose to dense relative densities silts,sandy silts,and silty sands were encountered below 12-ft depth in Boring CB-1,between 14-ft to 17-ft depths in Boring CB-9A,between 15.5-ft to 18-ft depths in Boring CB- 14, below 13.5-ft depth in Boring CB-28 and below 20-ft depth in Boring CB-31 Perched water seepage or surface runoff into excavations within cohesive soils may be handled by pumping from sumps. Mechanical dewatering will be required within the waterbearing silt,sandy silt,and silty sand strata. The subsurface water conditions are subject to change with variations in climatic conditions and are functions of subsurface soil conditions. An accurate determination of the true ground water level may require several months of observations. Ground water level should be verified prior to construction. The ground water level should be maintained to a depth of least 3-ft below the bottom of the excavation level. Dewatering should be performed in a manner such that the strength of the foundation soils are preserved throughout the construction. Moreover, dewatering should not cause any instability of the open excavation. The contractor is responsible for assessing the need for ground water control at the site and for developing appropriate dewatering procedures. The contractor should pre-plan dewatering efforts. Observation wells or piezometers should be installed as part of the dewatering systems before excavation. 11tw21twei1GeotechnicallProjects12005l05-GI20 Tolunay-Wong Engineers,Inc. Project No. 05-GI20 Rev.0,1I/21/2005 -21 of47- The condition of the bearing surface should be carefully monitored during construction to check for possible bottom heave or other instabilities. Undercutting may be employed to achieve competent bearing conditions. hi such cases,grade adjustments can be made by placing lean concrete, or backfilling to grade with cement-stabilized sand(one bag of cement per cubic yard of sand). If precast sections are used,we recommend using cement-stabilized sand for the bedding. Due to the high water table at the site we recommend that no trench excavations be kept open for an extended length of time i.e. overnight during utility lines construction. Trench excavation should be carefully planned such that earth cuts are only made for the portion of the utility lines to be installed during the same working day 6 PAVEMENT SUBGRADE PREPARATION Pavement subgrade preparation including site stripping, subgrade compaction, and fill placement will be required. These considerations are addressed in the following paragraphs. 6.1 Site Stripping We recommend that areas within the proposed roadway pavement expansion should be stripped of the existing topsoil and organic matter to a depth of at least 6-in. We recommend that areas within the proposed roadway pavement reconstruction should be stripped of the existing pavement and to a depth of at least 6-in. Proof-rolling of the subgrade should be performed with a heavy rubber-tire vehicle such as a pneumatic-tire roller or a loaded dump truck. If encountered,soft or wet soils should be undercut and replaced with material of similar physical and moisture characteristics. Particular care should be given to limiting excessive subgrade drying and desiccation as a means of reducing subsequent subgrade swelling after construction where high plasticity cohesive soils are exposed. The ground surface should be appropriately graded throughout construction to prevent ponding of rainfall runoff and provide positive drainage. The stripping and proof-rolling should be witnessed by the Geotechnical Engineer or a representative. The roadway alignment should be graded such that positive surface drainage away from the work areas is established and maintained at all times. Water should not be allowed to pond on the surface during construction. Failure to achieve good drainage could result in significant construction delays during periods of inclement weather. {}ew2ttweilGeotechnica1lProjects1200S105-G110 Tolunay-Wong Engineers,!no Project No. 05-G120 Rev.0,11/21/2005 -22 of 47- 6.2 Fill Placement Fill required for grading at the proposed paved areas should be earth fill having plasticity indices similar to the in situ cohesive soils. All fill should be free of organic matter,other deleterious material,and excess silt. Fill placed at the proposed paved areas should be compacted to at least 95% relative compaction and at moisture content within two percentage points of the optimum moisture content. Fill required for grading not under proposed paved roadways should be earth fill having plasticity indices similar to the in situ cohesive soils and should be free of organic matter and excessive silt. Fill not placed under proposed roadway pavement should be compacted to at least 90% relative compaction and at a moisture content within five percentage points of the optimum moisture content. All fill should be placed in lifts not exceeding 8-in.loose measure. The laboratory-measured maximum dry density and optimum moisture content should be determined in accordance with ASTM D 698. We suggest that any fill placement be tested and documented by the Geotechnical Engineer or a representative. 6.3 Subgrade Stabilization The surficial soil encountered in the upper 1-ft to 3-ft depth along the project alignment generally consist of stiff to very stiff,high plasticity fat clays and lean clays fill. Roadway subgrade stabilization should be considered because stabilization will help prevent construction delays due to inclement weather and increase the modulus of subgrade reaction and thus,the pavement life. City of Pearland Standard Details,Paving,Sheet No. 1 of 11, dated January 12,2004,requires that the exposed cohesive soils be stabilized to a minimum 8-in. depth with hydrated lime. For planning purposes, a lime content of 8%, by dry weight, may be considered. We recommend establishing a separate line item for stabilizer since the actual stabilization requirements should be verified in the field by trial. Verification is typically done by performing liquid limit and plastic limit tests on stabilized samples containing various hydrated lime contents. Lime-stabilization procedures should be performed in accordance with City of Pearland Standard Documents & Specifications, Section 02335,Subgrade. The stabilized soils should be compacted to at least 95%of the standard Proctor maximum dry density(ASTM D 698). The compacted moisture content should be within two percentage points of the optimum moisture content. 11tw21tweitGeotechnicallProjects12005105-G120 Tolunay-Wong Engineers.Inc ProjectNo. 05-G120 Rev.0 11/21/2005 -23 of 47- 7 PAVEMENT CONSTRUCTION DESIGN RECOMMENDATIONS The data presented in this report have been used for analysis of pavement design requirements in accordance with the"AASHTO Guide for Design of Pavement Structures-1993"prepared by the American Association of State Highway and Transportation Officials (AASHTO) and the City of Pearland Standards Documents and Specifications dated April 2002. The design approach includes certain modifications to the "AASHTO Interim Guide for Design of Pavement Structures, 1981" which was developed as a result of the AASHTO Road Test program and based on road user definition of failure. The primary basis for the AASHTO pavement prediction method is cumulative heavy axle load applications. A mixed traffic stream of different axle loads and configurations is converted into an equivalent number of heavy load applications,termed 18-kip Equivalent Single Axle Loads (18-kip ESAL), using load equivalency factors determined at the AASHTO Road Test. The general methodology in the AASHTO Guide for Design of Pavement Structures, 1993 (AASHTO Design Guide)relates the total number of 18-kip ESAL's to the service life of the pavement structure. The proposed roadway is planned to be a principal thoroughfare. We performed a rigid pavement design analysis that included selection of design parameters, in accordance with the AASHTO Design Guide and the City of Pearland Standard Documents and Specifications. The following parameters were used in our analyses. 7.1 Design Parameters The AASHTO pavement prediction method requires the definition of four categories of parameters. The categories include design variables, performance criteria, material properties for structural design, and structural characteristics. The following paragraphs describe the parameters used in our pavement design analysis. The selected parameters are in accordance with the current AASHTO Design Guide. Time Constraints. Selection of performance analysis period inputs will affect the pavement design from the dimension of time. The performance period refers to the period of time that an initial pavement structure will last before it needs rehabilitation. The analysis period refers to the period of time for which the analysis is to be conducted. We used a 20-year performance period as a design basis for this project. Traffic. The design procedure is based on cumulative expected 18-kip Equivalent Single Axle Load(ESAL) applications during the analysis period. The AASHTO Design Guide presents a procedure for converting a mixed traffic stream of different axle loads and axle configurations into a design traffic number. Each expected axle load is converted into an equivalent number of 18-kip tUw2ttweilGeolechnicallProjects1200S105-G120 Tolunay-Wong Engineers.Inc. Project No. 05-G120 Rev.0.I1/21/2005 -24 of 47— single axle loads and these loads are summed over the performance period. The traffic data for the project was from a report Entitled "Pearland Mobility and Drainage Bond Program, Magnolia/Southfork Corridor,Traffic Impact Analysis"dated June 2004 by Turner Collie&Braden Inc. (TCBI). In this traffic impact analysis report it was estimated that the anticipated highest traffic volume will be about 11229 Average Daily Traffic (ADT) from SH 35 to Pearland Parkway with a vehicular growth rate of about 2 percent annually Using the highest traffic volume estimates anticipated and annual growth we calculated about 3.0 million 18-kip ESAL in the design lane. We used the 3.0 million 18-kip ESAL to calculate the required pavement section for these traffic loadings at the proposed Magnolia alignment. Reliability. Reliability is defined as the probability that a pavement section designed using the AASHTO procedures will perform satisfactorily for the design period,given the assumed traffic and environmental conditions. Application of the reliability concept requires definition of the functional classification of the facility, selection of reliability level, and selection of a standard deviation that is representative of local conditions. For this project,we used a reliability of 95%. Based on the performance prediction error that was developed at the original AASHTO Road Test, a standard deviate (ZR) value of -1.645 corresponding to the 95% level of reliability selected was used in the rigid pavement design. An overall standard deviation(So)of 0.35 for the projection of future 18-kip ESAL traffic was used in the rigid pavement design. Environmental Effects. Loss of riding quality and serviceability can result from temperature and moisture changes affecting the strength, durability, and load carrying capacity of the pavement and roadbed materials, as well as roadbed swelling due to expansive potential of the subgrade soils. Moisture effects can be controlled by providing proper drainage and surficial sealing. Effects of subgrade treatment and drainage on the pavement design are included in such parameters as the loss of support factor and the drainage coefficient,which are discussed in the following paragraphs. Serviceability. The serviceability of a pavement is defined as its ability to serve the types of traffic that use the facility The primary measure of serviceability is the Present Serviceability Index (PSI)which ranges front 0(impossible road) to 5 (perfect road). The basic design philosophy of the AASHTO Guide is the serviceability/performance concept. This concept provides a means of designing a pavement based on a specific total traffic volume and a minimum level of serviceability desired at the end of the performance period (Terminal Serviceability Index,p,). Selection of p,is based on the lowest index that will be tolerated before rehabilitation, resurfacing, or reconstruction becomes necessary The AASHTO Design Guide suggests a pt of 2.5 (used to indicate pavement in Iliw2ltwe iGeotechnIcallProjects12005105-G120 Tolunay-Wong Engineers.Inc. Project No. 05-G120 Rev.0.II/21/2005 -25 of47- 1 fair condition) or higher for design of major highways, and 2.0 (used to indicate pavement in poor condition)for highways with lesser traffic volumes. Original or Initial Serviceability Index(po)of 4.5 for rigid pavements which was observed at the AASHTO Road Test,was used in our analysis. Once po and pt are established, the following equation is applied to define the total change in the serviceability index: APSI=po pp We used a po of 4.5 and a R of 2.5 for the rigid pavement analysis based on the AASHTO Design Guide. Modulus of Subarade Reaction (k). The strength of the subgrade for design of rigid pavements is characterized by the modulus of subgrade reaction(k). The value of k depends on the modulus of elasticity of the subgrade soils. Stabilization and compaction of the subgrade soils will typically result in a k value of,about 300 pci. Modulus of Rupture. The modulus of rupture NO for the concrete pavement as required by the design procedure is the mean value determined after 28 days using third-point loading (AASHTO T97). Because of the treatment of reliability in the AASHTO Design Guide,it is strongly recommended that the normal construction specification for modulus of rupture(flexural strength)not be used as input,since it represents a value below which only a small percent of the distribution may lie. If it is desirable to use the construction specification, then some adjustment should be applied, based on the standard deviation of modulus of rupture and the percent of the strength distribution that normally falls below the specification. The April 2002 Standard Documents and Specifications of City of Pearland requires a 7 day concrete flexural strength of at least 500 psi for pavement by the third-point loading method(ASTM C 78-02),using a minimum of 5.5 sacks of cement per cubic yard with no more than 6.5 gallons of water per sack(water cement ration maximum of 0.57), which is equivalent to a Modulus of Rupture,S'c=570 psi at 28 days. Loss of Support. This factor accounts for the potential loss of support for rigid pavements arising from subbase erosion and/or differential vertical soil movement. It is treated in the actual design procedure by diminishing the effective modulus of subgrade reaction values based on the size of the void that may develop beneath the slab. Recommended loss of support factors (LS) in the AASHTO Design Guide range from 1.0 to 3.0 for stabilized soils. We used a L.S.of 1.0 to reduce the k value for the stabilized subgrade from 300 pci to 100 pci. Drainage. The expected level of drainage for a rigid pavement is incorporated into the performance equation through the use of a drainage coefficient,Cd. The coefficient will depend on the 111wlitweilGeotechnl Projects12005105-G120 Tolunay-Wong Engineers.Inc. Project No. 05-G120 Rev.0,11/21/2005 -26 of 47— quality of drainage and the percent of time during the year the pavement structure would normally be exposed to moisture levels approaching saturation. Drainage coefficients ranging from 1.25(excellent drainage,less than 1%exposure)to 0.70(very poor drainage,greater than 25%exposure)are given in the AASHTO Design Guide. A Cd value of 1.2,corresponding to good quality drainage with the rigid pavement structure being exposed to moisture levels approaching saturation approximately 1%to 5% of the time,was used in our analysis. Load Transfer. The load transfer coefficient,J, is a factor used in rigid pavement design to account for the ability of a concrete pavement structure to distribute load across discontinuities such as cracks or joints. The recommended values for J in the AASHTO Design Guide, for different conditions developed from experience and mechanistic stress analysis, range from 2.3 to 4.4. The AASTO Design Guide states, "For jointed concrete pavements with dowels and tied shoulders, the value of J should be between 2.5 and 3.1 based on the agency's experience. The lower J-value for tied shoulders assumes traffic is not permitted to run on the shoulder"(Page 11-26 of AASHTO Guide for Design of Pavement Structures,1993). A load transfer coefficient of 3.1,which assumes a jointed reinforced concrete pavement with some type of load transfer device such as dowel bars at the joints,was used. 7.2 Rigid Pavement Thickness Based on the discussed design parameters and using the "AASHTO Pavement Design Program" for personal computers, the AASHTO equation presented on Figure 3.7,page I1-43 of the 1993 design guide recommended pavement thicknesses for an 8-inch thick lime-stabilized subgrade are presented in the table below: ..:.^.�_ -tstr• ::tiF.3Fs. -y'n?i` ti+'`^'.`t.T irx"•.?i?:" '�JCCa;;a;;r..ry;; �,yy::v.>;s.' :>r:.rq?.-,�a:�.ti:•>:g`G4? - ;;''�''.• �.:y;<,.,..;,''✓:ir �;k, ,_${"w4,.n '. .rai; :t'-,r;,i�k,!ct :'^?3,` ...;�;ux us�F:�' �'^•�7�'"%r:q,"r�^.ti�ry.= o�er.}.t;:u gT.:.:lq;x .�fn�: �tia".'�f(�`.h��r�.._.x�ca''i�, '?2t�s•�Lr''}r::=K.;a;�i7<,`�.5%': - >n.,,�3 , : .ice .. .•:Cf.•r�t'•y�•r.as - 'y�'�i:'- :�c ir-;,1�;av���(:r;i,:.e .1.. ,c.;.P :,• :Li ice'.,,a:?•:drar�`'.A i :•Y--r.•.o*,,,1"t-oe =_ :-.,.-ik,;".key:._ , %:yv`�z�`^ � ":�; ,s- �,�w, �t�d�"�`zlirement•;�'�iiCKII���.III ? t...v; •x :•s..__..C.l:r. S�_ �'r'3> rz _-r=z. L.'�2:-r�•�� � ' :iz �: '�- �� 4: .3Tr,. ,x_ ';rti,: :.F -'yxvea s.•a;<u:' rd=a,;rs:p.tir.`-aX,, ..r!•s::` _ ?'eCr;':,,�' 'r,_ j .�v.,D�•T'9ri:.�'�eiy`Xir, .s'r-a', 1v :��•:.'.yfw•-�,•.,1•,�2_`a '_'�i...Lc •.r `L£.. F;-zyw•` ;.c�;.` �i"r.•, 73,,:`.-..-'.?.-^ •,:s....P..,..,•.t'r,.�i�:�,:_• � - ��:t'.. .c nws� r::>,Via.• ,•<e7rM .J:ro:-`air"- `�i?4r"•v - �:.h'�, .(S:�";;a�kstif`�emenPe�r"ika�xct �urc�<of;�onck��t��<�i:.�..:..,�a;�;.,rr; � �,>.":'. t:o ��' �'FA-",' SS±;�'• ;r" :�ti Ei\i-N;ar,t' 1: ��.n�`..5�� � ��tA;�.<6{�:w�t„�".±w_ w.< i�.: t�licatio "!• �iF,r- i:4=,:i `::er.. .:1•h�<l?z °.ii>i " " ,<.1G'i A3?.!'•vi:fr�' .Co te'Mod t use.�,'.�"� ;��:v,�tN a, .a):u.°!rr �_•`.u -.'r'•-es:: ^�nrm�r�?�-.<<,: .;y; y� j�,,� ^e;:l`' �„,,:Q:��"cY��.��,�.:,rFc`�:;�*":.r;:�- ,f!°� ":��.,5:,, 'r„�r-'",,•3:t�. >;a. ..s-�,.,. •'• -rr; ,� :.Str ,the •.d'``.5' l om res{si]'.e ^ti'Yif:.. ,.r .•�.;..:,:5 .rr t'"�'�'a�i•,i; ;�fi..rYe:t z•e.2, -,ati:. r:< -'?".��..st nr. --=`�,.,,,P,nr: y;<1',. y�� L'"'" ' *ic_,..•:{•:.Pr.;t• ,.F�'�: �"5'::2x•>_ �� �;1:%::tiiy�� :iCllt. rwC'"'r .: .�..„�� �...,�<•., i�l�011tt!)�::t!$t�1D( MCWgd:tl;`.�:�: tre s,,-� `.-.,�.�,:,: L<<:;�,•_:,...�,__ �. ;cz )1. ':S,^�. #+ 'l:'...Y..-, ., F.SY:^ ^t?.T,: i•4�,.Wit";.`>:...�:;:i»l:�l�vT:.�.. 500 psi 3000 psi 570 psi =:} v`.<, 5_; ; ° .,�„..,, %�_,;t> 4•'.Y.'t.,�••. .aa'1e ;v:�r9�>;6��?',u:?>��� .;;'r,,�:`r^':",N'�e�s%` 3.0 million 8.0 8-in.Lime Stabilized 11tw21twet1GeotechnicallProjects12005105-G120 Tolunay-Wong Engineers,Inc. Project No. 05-G110 Rev.0,11/21/2005 -27 of 47— 7.3 Rigid Pavement Reinforcement Reinforcing steel should consist of reinforcing bars running in both directions. The amount of reinforcing steel may be determined from the following equation: A,=WFU2t where: As=required steel area per ft of width W=weight of the slab(psf) F=coefficient of resistance between slab and subgrade(generally assumed to be 1.8) f,=allowable tensile stress in the steel(psi) L=length of slab(ft) The above equation also applies to the design of transverse steel reinforcement in continuously reinforced concrete pavements. Longitudinal reinforcing steel requirements in continuously reinforced concrete pavements are presented in the AASHTO Design Guide. Design Example: Assuming that expansion joints are spaced 80-ft longitudinally and 25-ft transversally, allowable tensile stress in the steel fs=0.75 x 40000 psi=30000 psi,and concrete pavement thickness is 8.0-in.the equation for longitudinal steel reinforcement is calculated as follows: As (8.0-in/12-in)x 150 pcf x 1.8 x 80-ft=0.24 in2/ft 2 x 30000 psi Using #5 deformed steel reinforcing bars (cross-sectional area =745/8/2)2 = 0.307 in2) the longitudinal steel spacing is equal to[0.307 in2/(0.24 in2/ft)x 12 in/ft]=15 4 in. Transverse steel reinforcement for non-continuously or continuous reinforced concrete pavements is calculated as follows: As (8.0-in/12-in)x 150 pcf x 1.8 x 25-ft=0.075 in2/ft 2 x 30000 psi Using#5 deformed steel reinforcing bars the transverse steel spacing is equal to: [0.307 in2/(0.075 in2/ft)x 12 in/ft]=49 12-in. kltw2ltweilGeotechnica11Projects12005105-G120 Tokmay-Wong Engineers,Inc. Project No. 05-G120 Rev.0,11/21/2005 -28 of 47- Based on the above assumptions for expansion joint spacing,steel allowable tensile stress,and pavement thickness the rigid pavement may be reinforced with #5 deformed steel reinforcing bars spaced at a maximum of 15-in. center to center longitudinally and say 36-in. center to center transversally The steel reinforcement provided in this "Design Example" are based on the assumptions presented above for pavement thickness,joints spacing (longitudinally and transversally), and steel allowable tensile stress. If any of the assumptions used to calculate the steel reinforcement is modified then the steel reinforcement should be modified accordingly All longitudinal, transverse and construction joints should be keyed and doweled. As a minimum,dowels should consist of No.5 bars, 18-in.long on.18-in.centers. Dummy groove joints are recommended to control cracking in spans in excess of 30-f1 in length. Dummy joints may be sawed to a depth equal to '/ the thickness of the slab. The City of Pearland Standard Documents and Specifications and Standard Details Sheets 1 and 2 of 11 should be consulted in planning the reinforcing and joint details for the pavement and should govern if found to conflict with the above recommendations. 7.4 Pavement Maintenance It is essential to maintain the pavement to prevent infiltration of water into the subgrade soils. Allowing water into the subgrade will accelerate pavement failure and maintenance requirements. Periodic maintenance must be performed on the pavement sections to seal any surface cracks and prevent infiltration of water. 8 BRIDGE FOUNDATION DESIGN AND CONSTRUCTION The engineering analyses presented herein are based on the observed subsurface conditions and results of Borings CB-4, CB-7, CB-8, CB-10, CB-11, CB-18, CB-23, CB-23A, CB-24, CB-25, CB-33, CB-33A, CB-36 and CB-36A and laboratory test results. It is our understanding that the project may include constructing five bridge structures crossing Mary's Creek at McLean Road, Mary's Creek at Harkey Road, Mary's Creek at Magnolia Road, Ditch at Waste Water Treatment Plant (WWTP) east of Old Chocolate Bayou, and ditch east of Morgan. The proposed bridge structures may be supported on drilled cast in place concrete shafts or driven precast prestressed concrete piles. We understand that axial loads imposed on the bridge foundations are the controlling element for the foundation design. The following paragraphs discuss design and construction II tw2ltweilGeotechnicaltProjects12005105-G120 Tolunay-Wong Engineers,Inc Project No. 05-G120 Rev.0.11/21/2005 -29 of 47— recommendations for the cast in place concrete shafts or driven precast prestressed concrete piles. The allowable axial compression loads for 24-in. to 60-in diameter cast in place concrete shafts at abutments and at the interior bents are presented in Appendix C. The allowable static frictional resistance curves for the 14-in. through 20-in. square driven precast prestressed concrete piles at the abutments and at the interior bents are presented in Appendix D. ill 8.1 Deep Foundation Elements. Principal structural loads may be supported on drilled cast-in-place concrete shafts or driven precast prestressed concrete piles. The design capacities are applicable for drilled shafts with minimum three diameters center-to-center spacing and for driven piles with minimum three widths center to center spacing. The allowable capacities should be reduced if drilled shafts/driven piles center-to-center spacing is less than 3 diameters/widths and TWEI should be consulted to provide the appropriate allowable loading reductions. The design capacities are based on having a complete soil cover around the full length of the drilled shaft/driven pile. We discounted frictional resistance of the soils to about 10-ft below assumed drilled shaft or driven pile cut-off elevation at the abutments and to about 10-ft below the channel bottom at the interior bents to account for possible disturbance during construction,scour,and possible shrinkage of the cohesive soils with variations in moisture. The allowable axial tension load capacity may be determined by multiplying a reduction factor of 0.67 times the allowable compression skin friction loading and adding the buoyant weight of the embedded portion of the shaft/pile("Drilled Shafts: Construction Procedures and Design Methods", by O'Neill and Reese, 1999 and Closure to"Side Resistance in Piles and Drilled Shafts"by Michael W O'Neill,January 2001,Vol. 127,No. 1,3-16). Bearing capacity analyses for axial compression loads on drilled shafts were conducted by using the a coefficient method to define ultimate shaft friction values and general shear bearing capacity factors to define ultimate end bearing values ("Pile Foundation Analysis and Design" by Poulos and Davis, 1980; "Behavior of Drilled Piers Under Axial Loading", by Reese, Touma and O'Neill, 1976, "User Manual for Coyle" Tucker and Briaud, 1985 and 1990, and "Drilled Shafts: Construction Procedures and Design Methods",by O'Neill and Reese, 1999). For skin friction values in sands were computed using the 13 method (Ref. FHWA-IF-99-0225 Drilled Shafts: Construction Procedures and Design Methods,by O'Neill and Reese, 1999,Pages 281 &B-47). The 13 method uses directly the uncorrected SPT values and the overburden depth to the middle of the layer being Htw2UweilGeotechnicaRProjects1200S105-G120 Tolunay-Wong Engineers,Inc Project No. OS-G120 Rev.0.11/21/1005 -30 of47 evaluated to obtain a dimensionless is value,and then multiplying f l by the effective overburden pressure to obtain the ultimate skin friction in cohesionless soils. Driven pile capacities were determined by using"New Design Correlations for Piles in Sand", by Coyle and Castello, 1981, (Journal of the Soil Mechanics and Foundation Engineering Division, ASCE, Vol. 107, No. GT7, July, pp. 965-986), unpublished class notes from Marine Foundation Engineering,CVEN 687,a graduate course at Texas A&M University,by Coyle, 1985,and the Coyle Computer Code("User Manual for Coyle",Tucker and Briaud, 1985 and 1990). Pile settlements were evaluated by using the Coyle Computer Code. Settlement estimates in the Coyle Computer Code were developed from empirical load-transfer curves based on results from instrumented pile load tests in sand and clay The Coyle Computer Code method has been checked against a data base of 77 pile load tests which were not used in the development of the method(Ref. "User Manual for Coyle",Tucker and Briaud, 1985 and 1990). Estimated settlements from the Coyle Computer Code include settlements due to soil movement and the elastic shortening of the pile. We used the computer program APILE by Ensoft,Inc.to compute the ultimate pile capacities. The recommended input parameters(depth interval below grade, soil type, effective soil unit weight 'y',cohesion c,remolded cohesion c',soil friction 4)',and Nq)required for APILE were used for each pile capacity analysis. It is our understanding that APILE has implemented the methodology for computing the ultimate capacity of precast concrete piles as recommended by "Design and Construction of Driven Pile Foundations — Volume P', Publication No. FHWA HI-97-013 by Hannigan,Goble,Thendean,Lilcins,and Rausche, 1998). APILE also provides the side load transfer characteristics (also know as t-z curves) and pile tip load versus pile tip movement relations (also known as Q-z curves)for the different soil layers. Drilled shaft/driven pile settlements were evaluated by using the TZPILE for Windows Version 1 0 Computer Code by Ensoft,Inc. Drilled shafts/driven piles subjected to axial loading were analyzed using the t-z Curves (side-resistance curves) and q-w Curves (tip resistance versus tip movement) method in which the soil was modeled as a series of nonlinear springs spaced along the deep foundation side. One spring depicted the soil behavior beneath the foundation tip and the deep foundation was modeled as an elastic spring. This procedure with appropriate computer codes (i.e., TZPILE for Windows Version 1.0 by Ensoft,Inc.)has the advantage that the major factors influencing soil resistance are inherently included in the semi-empirical t-z and q-w design criteria. Estimated settlements from the TZPILE for Windows Version 1.0 Computer Code include settlements due to soil movement and the elastic shortening of the drilled shall/driven pile. r l inv21tweilGeotechnicallProJec s 2005V05-G120 Tolunay-Wong Engineers.!nc. Project No. 05-G120 Rev.0.11/21/2005 -3l of47— t Allowable drilled shaft/driven pile loadings provided in the design charts included in this report do not include consideration of group effect. The allowable capacities should be reduced if the drilled shaft/driven pile center-to-center spacing is less than 3 diameters/widths and TWEI should be consulted to provide the appropriate allowable loading reductions. To estimate the settlement of a drilled shaft/driven pile group, the bridge designer should use a total settlement of 0.2 inches for a single pile and a settlement ratio (Rs) as determined from Table 1 (Pile Foundation Analysis and Design,pages 118-120,by Poulos and Davis,1980). The aspect ratio of a drilled shaft, or its length divided by its diameter (L/D), should not exceed about 30(O'Neill and Reese, 1999,pg 11). Drilled shaft and driven pile embedment depths should be limited to within three drilled shaft diameters or three driven pile widths above the maximum explored depth of the borings because the charts provided in Appendices A and B include allowable end bearing values. 8.2 Scour A detailed scour analysis was not within the scope of work for this project. Scour is due to three mechanisms. The first is contraction which is a general scour and considers the total area of the bridge, the second is local scour and considers scour around the drilled shafts/piles, and the third is scour due to debris floating in the channel. TWEI is capable of addressing only local scour at this project site. Hydrologists expert in scour analyses should evaluate the remaining two types of scour. All three types of scour should be considered in the foundation design of the bridge. Local scour for cohesionless soils is estimated using the HEC 18 computer program which requires input such as the soils grain size Dso, for the soils located along the channel bottom and banks, channel cross-section, channel flow rates, etc. .and requires a Hydrologist experienced in processing and interpreting data produced from the HEC 18 program which is beyond our expertise and work scope. Particle size Distribution Reports for selected soil samples are provided in Appendix B. The soils at the channel banks were generally fat clays, fat clays with sand, lean clays,and lean clays with sand and at the channels bottom were fat clays as shown on Figures 4 through 8. Since the site surficial soils are comprised mainly of clays,local scour depth was estimated using a technical paper from the Journal of Geotechnical and Geoenviyonmental Engineering,dated April 1999 entitled "SRICOS: Prediction of Scour Rate in Cohesive Soils at Bridge Piers"by Jean-Louis Briaud,Francis 11tw21nveilGeotechnicaltProlects12005105-G120 Tolunay-Wong Engineers.Inc Project No. 05-G120 Rev.0.11/21/2005 -32 of47— C.K.Ting,H.C. Chen,Rao Gudavalli, Suresh Perugu, and Gengsheng Wei. The paper proposes the following equation: Z „(mm)=0.18R°'635 Z is the maximum scour depth in mm. R is the Reynolds number=VD/v Where: V=mean flow velocity in m/s D=drilled shaft diameter or equivalent pile diameter in m,and V=kinematic viscosity of the water(104 m2/s at 20°C) The water depth was found to have little influence on the scour. The most important factors are the mean flow velocity V and the drilled shaft diameter or equivalent pile diameter D The paper presented that"For most common full-scale flood situations(D between 1 and 3 m and V between 2 and 4 m/s)the ratio Z /D varies between 2 and 4." Assuming that the maximum drilled shaft diameter used for the foundations at the proposed bridges is 24 inches(0.61 m),calculate Z.,for mean flow velocities of 2 m/s,3m/s,and 4m/s: Z�x(mm)=0.18(2x0.61/10'6)°.635=1,319 mm=4.3-ft Z,,(mm)=0.18(3x0.61/104)0.635=1,705 mm=5.6-ft Z (mm)=0.18(4x0.61/10-6)°.635=2,048 mm=6.7-ft The maximum scour depths presented above would suggest using an average of about 5.5-ft for scour. We assumed in the shaft/pile design charts(Appendices C and D)that the maximum scour depth is 10-ft. The scour analysis presented above is for a grass-lined channel only and is not for a concrete- lined channel. 8.3 Drilled Shaft Construction Installation of drilled shafts within waterbearing cohesionless soils will require slurry-drilling procedures or steel casing to seal off the caving soils. Several practical considerations of importance in drilled shaft construction including alignment, drilling method, and concrete placement are presented below- IItw2ltweilGeotechnicallProjects12005105-G120 Tolunay-Wong Engineers,Inc Project No. 05-G120 Rev.0,II/21/2005 -33 of 47— Shaft Alignment. It is often difficult to perfectly align a drilled shaft either in plan or elevation. The alignment at the ground level should be within 4% of the shaft diameter. Larger misalignment may require an adjustment in design for the additional moment resulting from eccentricity of the design load. Maximum vertical misalignment as suggested by ACI Committee 336.1 is as follows: Category A - Non-reinforced shafts extending through materials offering minimal lateral restraint-not more than 0.125 x diameter Category B - Same as Category A,but soil is competent for lateral restraint-not more than 0.015 x shaft length. Category C - Reinforced concrete shaft-to be determined on a site by site basis by the project engineer. Drilled shafts should not be excavated within three shaft diameters, edge-to-edge, of shafts that have been concreted within 24 hours. The head elevation of all existing shafts within three shaft diameters of a shaft being constructed should be monitored before and after the shaft construction. Differences in elevation should be brought to the attention of the Geotechnical Engineer. Drilling Method. For shafts constructed with drilling mud,a visual inspection is not possible. A check on verticality of the shaft should be made to the full depth of dry augering prior to introducing drilling mud. A common specification on verticality is one percent of the shaft length. Typically, problems with verticality develop early in the excavation process and can be corrected before the drilling mud is introduced. Drilling mud should be checked occasionally during shaft excavation. The properties of drilling mud should be maintained at 2%to 8%bentonite content,at a specific gravity of 1.02 to 1.15,a viscosity of 30 to 40 seconds on the 500 milliliter Marsh funnel,and a sand content of less than 10%. When a shaft excavation is completed to full depth with drilling mud, the bottom should be probed, sounded, and cleaned with a"clean out"bucket before concreting. A final probing after the cleaning operation is essential for slurry excavations. Concrete Placement. Following inspection, the excavation may be filled with concrete placed through a tremie pipe or by pumping. The tteuue pipe diameter should be at least as large as eight times the largest concrete aggregate size. The use of high slump concrete,6-in.to 9-in.slump,is recommended for placement in slurry conditions. A computation of final concrete volume for each shaft should be made. Shafts exhibiting either an excessively high or significantly low volume of concrete should possibly be cored. If it is deemed necessary to verify the design charts provided in Appendix C, then a drilled shaft load test may be performed on the selected drilled shaft type prior to the start of the construction. tltw21twe11GeotechnlcallProjects1200510S-G120 Tolunay-Wong Engineers,Inc. Project No. 05-G120 Rev.0,11/21/2005 -34 of 47- The drilled shaft subjected to the load test should be installed to the design drilled shaft tip elevation. The drilled shaft load test should be performed in accordance with ASTM D 1143. 8.4 Precast Prestressed Concrete Pile Installation If it is deemed necessary to verify the design charts provided in Appendix D,then prior to the start of the construction, a pile load test may be performed on the selected pile type. The pile subjected to the load test should be driven to the design pile tip elevation using construction equipment which will be employed during pile installation operations. The pile load test should be performed in accordance with ASTM D 1143. The following table summarizes the AASHTO ("Standard Specifications for Highway Bridges", 17th edition, 2002) recommended design and driving stresses for axially loaded reinforced concrete piles in terms of the concrete compression strength, f c and the yield strength of the reinforcing steel,fy. The recommended maximum allowable design stress is limited to 0.33 f,on the gross cross sectional area of the concrete. The concrete must have a minimum 28 day compressive strength of 5,000 psi. AASHTO specifications limit the maximum allowable compression driving stress to 0.85 f and the maximum tension driving stress to 0.70 fy. Control of driving stresses is particularly important when driving reinforced concrete piles at high driving stress levels while penetrating through dense soil layers into underlying weaker soils. �z�i.�r:.c. A,s��:,:���:✓�.�-r�:�^ - >-'fF•}•,s •:c([°�� :".t�rc<... �i ...�+�..,_ t� �•�,_��x,y.���(;�,� — `��L-t��..r.-,.u>u - ,:•�_= - a:+z;� i"-:i !"�-4i~4'".7'� `tf '6 '.L.O ��. OlFY'i�IF,�[;1.10s �.iffi /� yV t --- x,:r: ..a.�;�i�' ter.. ...� >- :;•��°':F«R•a�. :s;.�*;sa ,:�Y'.^.', .. 11��+1f-`_+.��3 ',�',.1.z,:�_ �':ji^' �'r"^i.�..1;�..:'k :�'t�•rr-�'�S: ••;z,,;;=a�a -..T �x�S....47.aite�sf-:.s•--.:`_,�:; '?�- ��,p'9�;:$$xN.s,i s �aj�?�y>.t�l.•�ay�J.: '`�,,;t;'f+`,'.�"Y`m},`.S:s:R:y 1:aK.3:?k�:1:;�:'bc cv�'a a y�{; ::Vl`E}= ,1 «.11-3^ .+;r �ii;-3!�i' cx. �M�T.t-,. - (`#..rr'.±5{'+.s•.a::::fi1��:y:•r�V�-F ly..t, .e�'p�:. ,>•r,-..- +i�.x _ ,�' r�Il°����ric•.:;r•^.u.,x.. .�.,ua?u�.,,sray.d�a.,,-.�;,.,��;.,.t.�.y.....:.1;'' .x, a�:. <.:_.., f fs', t � .. 'r7iL .,..%�..k.�>,''„."-:="a ..>.:,�;:y: .d- ?.,;�ii;5 ^.,k}.,c...:da.,:?�n_a... #t.;�-Type of Stress AASHTO(2002)Recommendations(1) Design Stresses 0.33 f,(on gross concrete area) Pc minimum of 5,000 psi Compression Limit<0.85 f Driving Stresses Tension Limit<0.70 fy(of steel reinforcement) t0 Reference from the AASHTO 2002 "Standard Specifications for Higiwai Bridges" 17th edition, page 74,Section 4.5.11 Entitled"Maximum Allowable Driving Stresses" Piles driven with impact hammers require an adequate helmet or drive head to distribute the hammer blow to the pile head. The helmet shall be axially aligned with the hammer and the pile. The helmet shall be guided by the leads and not be free-swinging. The helmet shall fit around the pile head in such a manner so as to prevent transfer of torsional forces during driving,while maintaining proper alignment of hammer and pile. 0tw2ltweilGeotechnkaaN'rojects12005105-G120 Totunay-Wong Engineers,Inc. Project No. 05-G120 Rev.0,11/21/2005 -35 of 47- - The heads of concrete piles shall each be protected by a pile cushion. Pile cushions shall be made of plywood, hardwood, or composite plywood and hardwood materials. The minimum pile cushion thickness placed on the pile head prior to driving shall not be less than 100 mm. A new pile cushion shall be provided for each pile. In addition,the pile cushion shall be replaced if during the driving of any pile the cushion is compressed more than one-half the original thickness,or it begins to burn. The pile cushion dimensions shall match the cross sectional area of the pile. The use of manufactured pile cushion materials in lieu of a wood pile cushion shall be evaluated on a case by case basis. Piles shall be supported in line and positioned with leads while being driven. Pile driver leads shall be constructed in a manner that affords freedom of movement of the hammer while maintaining alignment of the hammer and the pile to assure a concentric impact for each blow Leads may be either fixed or swinging type. Swinging leads,when used,shall be fitted with a pile gate at the bottom of the leads and,in the case of batter piles,a horizontal brace may be required between the crane and the leads. The pile section being driven shall not extend above the leads. The leads shall be 'adequately embedded in the ground or the pile constrained in a structural frame such as a template to maintain alignment. The leads shall be of sufficient length to make the use of a follower unnecessary, and shall be so designed as to permit proper alignment of batter piles. A drivability analysis should be conducted for the driven piles based on the final design loads, pile details,the actual hammer/cap block/cushion system and hammer efficiency Important concerns include monitoring the location and alignment of driven piles,confirming the penetration below cut off elevation, and verifying that pile hammers are operating at expected efficiencies. Several practical considerations of importance for driven piles are presented below. The driving penetration resistance of each pile should be recorded. At the contractor's option, controlled predrilling could be considered. Controlled predrilling should be limited to no greater than two-thirds of the effective width of the piling and to depths of no more than 33% of the design penetration. Driving piles may be stopped short of the design penetration if driving refusal occurs; however, piles that are stopped short of the design penetration should be checked for tension and lateral capacities. Refusal criteria should be based on the hammer, cap and cushion being used, the design load,and possible damage to piles during driving. Driving refusal criteria should be confirmed prior to construction based on specific hammers and driving methods proposed by the contractor. Precast concrete piles installed in closely-spaced groups should be checked for lateral and vertical heave. If the piles have been displaced,they should be re-tapped to their original tip elevation. 1Uw21tweilGeotechnicaAProjectst2005105-G120 Tolunay-Wong Engineers.Inc. Project No. 05-G120 Rev.0.ll/21/2005 -36 of 47— Piles driven in groups should begin with the center piles and proceed outward to minimize driving difficulties. 8.5 Lateral Load Analyses It is necessary to design the foundation unit to resist both vertical and lateral loads. The foundations will be subjected to lateral loading from wind forces and other sources. The lateral forces generated from those sources will be taken by mobilization of resistance in the surrounding soils as the unit deflects, and by the structural capacity of the foundation section. We will be glad to provide lateral load capacities to aid the design when the foundation depths, types, and sizes have been selected,and if this is a design concern. - 8.6 Bridge Embankment Design/Construction Requirements The proposed embankments beneath bridges should be constructed at a slope inclination of 3 horizontal 1 vertical (3H.1V) or flatter as shown in the slope stability analysis results provided in Appendix E. Construction of the embankments should comply with the Harris County Public Infrastructure Department, Engineering Division (HCPID-ED) Standard Specification Item 132 entitled"Embankment" or equivalent. Care should be taken to assure that the surface of the existing ground surface is benched or stepped prior to fill placement so that the embankment fill is keyed into the existing ground surface. Fill should be placed in eight inch thick loose lifts and compacted to an in-place dry density equal to at least 95 percent of the maximum standard dry density(ASTM D 698). The fill moisture content during compaction should be at the optimum moisture content or within plus or minus 2 percent of the optimum moisture content. The embankment slope faces should be paved with concrete slope paving as specified in the HCPID-ED Standard Specification Item No. 491 entitled "Reinforced Concrete Slope Paving" or equivalent. 9 MSE RETAINING WALL DESIGN&RECOMMENDATIONS 9.1 Retaining Walls It is our understanding that retaining walls may be constructed within the project site. The location of retaining walls and wall heights are presently unknown. Three typical types of retaining walls may be considered for this site. The recommendations for the typical retaining walls and fill materials are described followed. Hew2ltweilGeotechnicallProjects12005105-6120 Tolunay-Wong Engineers,Inc Project No. 05-G120 Rev.0,11/21/2005 -37 of47— Cantilever Retaining Walls. Bank sand,select cohesive soil,and on-site cohesive soils are the three types of fill material that can be considered for this type of wall. Bank sand is silty fine sand that contains no more than 15 percent material by weight passing the No.200 sieve and is free of clay balls and,debris. Select soil has a Plasticity Index of less than 20. Most of the excavated soils from the walls should be tested prior to use. The fill should be placed and compacted in accordance with 1 the City of Pearland Specifications or equivalent. Moisture content should be increased to two to four percentage points wet of the optimum for high plasticity cohesive soils. Compaction conducted within four feet of the back of the retaining walls should be performed with hand tamper equipment to reduce the backfill pressures applied to the wall. Fill in this zone should be placed in 4-in. loose lifts compacted as described above. Mechanically Stabilized Earth Retaining Walls. Mechanically Stabilized Earth (MSE) retaining walls require detailed design related to the configuration of reinforcement within the stabilized backfill. The MSE wall subcontractor generally performs such design. Backfill material and construction for the MSE wall should be in accordance with the TxDOT Specifications or equivalent. Backfill within the stabilized mass should be cement stabilized. Leveling pads for MSE retaining walls should be constructed at least one foot below the lowest adjacent finished grade. The contractor should check the reinforcing strip design for safety against strip breakage, strip adherence, and strip corrosion. MSE retaining walls should be designed in accordance with TxDOT Houston District Standard Drawing No. MSERW The stabilized mass width shown on the standard drawing should be considered a minimum value and does not relieve the contractor from his responsibility to check the reinforcing strip length required to ensure a stable wall. Fill retained by MSE retaining walls is typically specified as Type C fill in accordance with TxDOT Standard Specification Item 132. The properties of Type C fill are given in the plans. The typical properties used for TxDOT Houston District projects are that Type"C"material shall have a maximum liquid limit of 65 and shall consist of suitable earth material such as loam, clay, or other 1 materials that will form a suitable embankment. The PI shall be a minimum of 5. Concrete Block Retaining Walls. The concrete block units shall comply with the requirements of ASTM C90, "Load-Bearing Concrete Masonry Units" when sampled and tested in accordance with ASTM C140, "Sampling and Testing Concrete Masonry Units", except that the minimum compressive strength shall be 3,000 psi,and the maximum water absorption shall be limited to 7%. Aggregates used in the manufacture of concrete block units shall conform to ASTM Specification C-33 for normal weight concrete aggregate except that the grading requirements shall be 1Uw2ltweitGeotechnicallProjects12005105-G120 Tolunay-Wong Engineers.Inc. Project No. 05-G120 Rev.0.11/21/2005 -38 of 47— not necessary apply. Backfill and foundation material should meet the TxDOT Special Specification +° Item No.4401. 9.2 Lateral Pressure on Retaining Walls The pressure which soil can be expected to exert on a retaining wall is mainly a function of the type of backfill and its method of placement. Over-compaction of backfill behind walls and utilization of highly plastic expansive clay backfill are practices that generally produce the highest wall pressures and should be avoided. In these conditions horizontal earth ticasures exceeding the vertical earth pressure can be expected. Backfill selection and method of placement are critical design assumptions for the retaining walls. Design lateral pressures for retaining walls may be calculated for each backfill type using the following equivalent fluid densities for drained level backfill shown in Table below Equivalent Fluid Densities for Permanent Retaining Wall Design � ha c``a' ._� i ^, .3 �- ye.fs-�� 3�'�' rs.i.Y r-E:- t ��. .yk,.r £ S-• Cement Stabilized Sand 55 pcf 75 pcf Sand and Silty Sand(Fines Content<25%) 60 pcf 90 pcf Select On-site or Imported Cohesive Soil 65 pcf 95 pcf (7<PI?20) On-Site Cohesive Soil(PI? 20) 85 pcf 110 pcf *Includes a groundwater pressure component Local surcharge loads adjacent to the walls, if present, should be incorporated into the pressure diagrams. A surcharge load,q,will typically result in a lateral load equal to 0.4q to 0.5q. As a factor of safety for laterardesign,the surcharge loads should be multiplied by a factor of 1.5. 10 SIGN.LIGHTING AND SIGNAL FOUNDATION RECOMMENDATIONS It is our understanding that sign, lightning and signal poles will be constructed within the project site. The locations of the proposed structures are presently unknown. The principal structural loads of the proposed sign, lightning, and signal poles may be supported on cast-in-place drilled underreamed piers. Drilled Piers. Principal structural loads for the proposed sign,lightning and signal poles may be supported on drilled-and-underreamed cast-in-place concrete piers. The piers should be founded at about 12-ft below the existing grade in competent natural cohesive soils. The footings may be designed for an allowable total gravity load net bearing pressure of 3000 psf. The allowable bearing capacity for dead load only should be limited to 2000 psf. Design pressures may be increased 33%for transient loading conditions such as wind. Iltw2ltweitGeotechnicallProfects12005105-G120 To1unay-Wong Engineers.Inc. Project No. 05-G120 Rev.0 11/21,2005 -39 of 47- f r It is frequently advisable in expansive soil environments to provide additional steel reinforcing in the shafts of the underreamed footings. The tension steel should extend the full length of the shaft and the underreamed. A steel quantity of 0.5%of the gross shaft area is usually sufficient. Footing Construction. Drilled piers should not be placed closer than three underream diameters,center-to-center. Concrete should be placed in footings immediately following drilling and inspection. In no instance should an excavated footing be allowed to remain open for more than two hours prior to placing of concrete. The bell/shaft diameter ratio of underreamed footings should not be greater than about three to reduce sloughing and caving potential. Based on observed conditions in the project borings,it should be possible to form stable underreams by designing the bells within competent cohesive soils at about the 12-ft depth. If underreams cannot be completed because of local anomalies and/or sloughing,the contractor should be required to excavate to the specified depth and provide a straight-sided pier with the shaft diameter equal to the design bell diameter. The bottom of each excavation should be cleaned before concrete placement. Water Conditions. Seepage encountered during pier excavations may be handled by pumping and sump. The contractor is responsible for assessing the need for ground water control at the site and for developing appropriate dewatering procedures. The contractor should pre-plan dewatering efforts. Observation wells or piezometers should be installed as part of the dewatering systems before excavation. The bottom of each excavation should be cleaned before concrete placement. If water in excess of about 1 in.accumulates at the bottom of the excavation,water should be pumped out before concrete placement. gstimated Footing Settlements. Total post construction settlements of less than 0.5-in. are anticipated for the individual drilled piers placed using proper construction methods. Differential movements between any two adjacent column units are not expected to exceed 0.3-in. The performance of the foundations will be more sensitive to construction quality than soil-structure interaction. The geotechnical engineer or an experienced soils technician should monitor the footing installations. Variations During Construction. The recommendation to consider drilled pier footings is based on the observed subsurface conditions encountered only at the boring locations; however, significant variations can occur over short horizontal distances. An experienced soil technician should 11tw21tweilGeotechnicallProJects1200S10S-G120 Tolunay-Wong Engineers,Inc. Project No. 01-6120 Rev.0,1 U21/2005 -40 of47— be present during foundation installation to verify that the proper bearing stratum has been reached, the pier dimensions are as designed,and that the excavation is clean and dry before reinforcing steel and concrete placement. This exploration does not eliminate possible presence of zones within the subsurface stratigraphy that would not support pier construction. It is necessary to design the foundation unit to resist both vertical and lateral loads. The foundations will be subjected to lateral loading from wind forces and other sources. The lateral forces generated from those sources will be taken by mobilization of resistance in the surrounding soils as the unit deflects, and by the structural capacity of the foundation section. We will be glad to provide lateral load capacities to aid the design of the sign, lightning and signal poles when the foundation depths,types,and sizes have been selected,and if this is a design concern. 11 SLOPE STABILITY FOR BRIDGE EMBANKMENTS/DETETION POND It is our understanding that the project consists of constructing concrete lined embankments at the proposed bridge structures and earth embankment at the proposed detention pond. The location of the proposed detention pond was not known at the time TWEI prepared this report. In addition at the proposed Magnolia Bridge at Mary's Creek(east of Station 250+00),proposed bridge at WWTP,and proposed bridge east of Morgan grass-lined embankments parallel to the proposed Magnolia Road are anticipated. Slope stability analyses were performed to evaluate the channel stability with a 5-in. thick concrete liner along the slope face for the proposed bridge embankments and grass-lined embankments. Slope stability analyses performed may be used on a preliminary basis for 12-ft deep detention pond. Once a detention pond site is selected additional borings should drilled/sampled and additional slope stability analyses should be performed to verify that a 3H.1V is stable for the specific detention pond site and depth. The embankments were analyzed for a slope inclination of 3H.1V The design depth of the proposed embankments was assumed to be about 12-ft to 15-ft below the existing top bank. The slope stability analyses were performed using the computer program GSTABL7 version 2.004 and the Modified Bishop slope stability analysis procedures. Soil parameters used in the stability analyses were based on laboratory test results and assumed most critical soil properties and soil profile near Borings CB-4,CB-18,CB-7,CB-23,CB-23A,CB-24,CB-25,CB-33,CB-33A,CB- 36 and CB-36A. The GSTABL7 computer code searches for the critical slope failure plane and computes the minimum safety factor for a given slope geometry and subsurface soil and ground water conditions. lkw2ltwellGeotechnicollProjects12005105-G120 Tolunuy-Wong Engineers,Inc. Project No. 05-G120 Rev.0.11/21/2005 -41 of47-- I I Total/effective stress cohesion and total/effective stress angle of internal friction for the sand layer were based upon standard penetration test results. Total stress cohesion and total stress angle of internal friction for clay soils for the short term condition were based upon unconfined compression test results, unconsolidated-undrained triaxial test results, and TWEI's experience with similar soils. Total stress cohesion and total stress angle of internal friction for the clay soils for the intermediate term (rapid drawdown) condition were based upon unconfined compression test results, unconsolidated-undrained triaxial test results. Effective stress cohesion and effective stress angle of internal friction for clay soils for the long-term condition were based upon consolidated-undrained triaxial compression with pore pressure measurements tests and TWEI's experience with similar soils. The slope stability analyses were performed for the following design conditions: • Short Term (End of Construction). The end of construction condition models the initial undrained condition of the soil. For this analysis, unconsolidated-undrained soil parameters were used. The piezometric level for embankment and detention pond were taken at the bottom of the embankment or detention pond. • Intermediate Term (Rapid Drawdown) Condition— Assumed total stress shear strength parameters were used for analysis. Rapid drawdown case models the condition where high flood waters saturate and piezometrically "load" a slope, and then quickly recede, leaving a large unbalanced piezometric head in the slope. The unbalanced head significantly increases shear stresses in the slope. The stresses relax as the unbalanced piezometric head drains out of the slope with time. For embankment and detention pond analyses,the high water was placed at the top-of-bank,along face of the slope,and down to the bottom of the embankment or detention pond. • Long Term Condition— Assumed effective stress shear strength parameters, a partially saturated channel side slope, and a saturated bottom were used for analysis. The water Ievel was placed at the bottom of the embankment and detention pond. Long-term case represents steady state piezometric and stress conditions. Unlike the rapid drawdown design case, which relies on mobilization of the undrained shear strength of the soil, the long-term models a case in which the slope soils rely on their available drained shear strength for long-term stability Soil parameters used in the bridge embankments slope stability analyses are summarized in the following tables and are presented in Appendix E. Iltw2ItweilGeotechnicatlProJects12005105-G120 Tolunay-Wong Engineers;Inc. Project No. 05-G120 Rev.0,il/21/2005 -42 of-47- -n ,•—,----,Z,e4,•;‘,Fq'1,•Ifv,:i...;,0',":•,;iie'4.;;''''.':;:,,r,i'El''.V.'Y:4;1-:',s, 's •,.. '0"5,:.. q)'''-','`'.';`itf:.:sli:''''''"'ek.'`''.''''''''*''''l'n8i3ELT: TER,S. -,---,A ..i,..: ...,, .1,-,... ,?,,,,,....,,,,,11,...,-e,,7‹,,,E44.,...E.47,1,....a,,;,,„ i K ,;•I''' -;• `g•zik,•••••,,,c-,,•q,,i.401',V.,:r2";E,:""7.::-'7,,%.::•:''t ?..C., • - 71i3O•`',..'"- !,-Clii'..2••,) C";•: a.'„;,,•••,..,R‘AV,7,„->", ':'1' 'i; 1;''-''. :r...;;•'''''.'''qe,.;;•,.q3, 1';''..:'•-•1; --z-f0F:r,4:i• ,ligl,liallifiti,iii:06iiiiocp4i-and::.k..D.,,,iftr,Fwl„,,.-,,,,,,, Unit Weight UU RD DR EL(ft) Description ,v yat c.13 (NU CCU (Ku c' 4)1' Stratum MSL " (Pei) (Pei) (Psf) (°) (psf) (°) (Psi') (°) +50 to Fat 1 Clay 119 121 800 0 100 0 50.0 18.0 +49 (CH)Fill 2 +49 to Fat Clay 119 120 1000 0 400 0 150 20 Below Fat Clay 131 131 1400 0 600 0 250 20 3 +27 (CH) • ,',----:;,_,--4„•,,,,:,,,;:g•-•4,-;w::•,'',A„L-Iii:ait.A.T,:a,-z--:°.;:iir- Iv, ....,.,,„.„.. •..,.,-.:J.:•• 4,,,t•i-,•- -',-1,,..•;:g:,',:•'..i'''''' '',0',,S1011:610: 1VERS' ' .-....,7''. •:,••:0',"1 Ii:""-4•.1,'+,4rir•:.y.,:..? - ,•Z•',:iA '''. • '''•• . -;'''' '.' ••';;•:5;;;', •'''i;;:.• j•' "`I''''' ''''''''''','"•'1" ''Ti.;•...t.,,A,..s,::: ':::•,.ift:Ig'.• ,ir .---,:•;:‘,.',‘41.,..-•••• '.13,-1,io: •-•''''''''' '' ''' '''-'''''.''*. irl?'''''''• -S'It'iiftitiBUtin-0.MTV.W.14,01,„....:4F.A,.....,,4,,,,;,,,i,. 11 digekniblikhintitI 0 '-' 0.--9.0.;.- ,-, -,- -, Unit Weight UU RD DR EL(ft) D • ti 4,„„ ccu (Pcu c' 4)' escnp on 7, "'sat Cuu Stratum MSL (Pei) (Pei) (Psi) (°) (Psi) (°) (Psi) (c) +50 to 1 Fat Clay(CH) 119 121 800 0 100.0 0 50 18 +44 Fill 2 +44 to Fat Clay(CH) 119 120 1000 0 400.0 0 150 20 +27 Below Lean Clay 131 131 1400 0 600 0 250 20 3 +27 (CL) .,. , 6-s--.•,i'• dAYK.R:',,'''':,•• •,1',:rVZ-,,,'rF.0.-,...k. i t•14101.-.'tiO, , , .,,,, c. ,, „,-, s, ;,1, ,;,-.-. ,,,, „g:,:s.. ..,-esi-jitit,•430,1%,JATEW ,!.';',. f„.',.••.;,i -mi.:,,, ,,:l..M,,.. „ .. ,v.i1-.4!.11e; ,-',..v,...,,, ;;.., n,,-••••,,,,:,,I.,, r.., 14)„..,..„.,.,, kq'Az:•::,',..:;-.11';''''''..s:'''''.i:. -..`;'.4, , :4_, A‘,.},•1?0•ar•;;;.:.-r,:_=0',&:-F*v.-A...4i, 4::<-1'.,s..'•'::',0 :7,',9-A.. ,:h!, .::,in,„ '...-e Borings. 4,-..,.... ::,2 -.......,-E,),Wc• ‘,,A-"' •• •:''''''' ""' '' ' f ' '5:.,.• • I'.- '•'•,'''''''•,•••.;.+•:-..:`,,•••0', "3..,.".4711i ,-..„.Zi:::„::•rt•lA,:•:•%C••••,%,',' '-''',.••'''''' - Unit Weight UU RD DR c' (1)' EL(ft) Description 'Yt 7,„, CUll 44111 Ccu (NU Stratum MSL (Pei) (pci) (Psf) (°) (Psi) (°) (psi) (13) 1 +51.5 to Fat Clay 119 121 800 0 100 0 50 18 +47.5 (CH)Fill 2 +47.5 to Fat Clay 119 120 1000 0 400 0 200 20 +40 (CH) +40 to 3 Silt(ML) 115 120 0 30 0 30 0 30 +38.4 +38.4 to Lean Clay 128 131 1400 0 400 0 200 18 4 +27 (CL) Below Lean Clay 128 131 1600 0 600 0 200 18 5 +27 (CL) Tolunay-Frong Engineers.Inc. lltw2loveitGeotechnicaltProjects12005105-G120 Project No. 05-G120 Rev.O.I I/21/2005 -43 of47- ..�, ,;;�;r N��:( SxC,.t;,_:r¢;.�,.,,t,,3Si ��ik:,. ,�.h ;4:'-.r;' .h,W,:*• �'i%. Q ! .nKFd?:i1::4'+T�"t!'.`i� ri:6:a' aSt: •� :�±'.=` .c;h1':,• < e�i': !.c... ;-i=..r�+�.' •,r:x., ,'�: �;'•a'�' f•�., iN.:y, ,.;5; •-a•,r-',4 .3..,•v."�••'; .n� ;•l•'�ts:'! ?''�' {:'r-;''o .:;?: :;; :.;t`. ?.r , r�..;fil.yr•..',h'41i� !��:Ai1''-:��='' ;, at w;>,,,.:.,�.;.,�];:r^4';G�y.; ?'�S M x d eEui and ineia s=( o Profile;;a Botani 10 ' ;& A r1�: Unit Weight UU RD DR EL Stratum MSL) Description �uu ccu oa 7� 7 cuu c' 4ts. (Pcf) (psi) (psi) (°) (psi) (°) (psi) (°) 1 +53.8 to Fat Clay(CH) 119 121 800 0 100 0 50 16.5 +51.8 Fill 2 +51.8 to Fat Clay(CH) 119 120 800 0 400 0 150 16.5 +26.3 3 BelowFat Clay(CH) 131 131 1200 0 600 0 250 20 +26.3 •--•:y4. -l.;'- ry..:.xA::A:•, �1;:.��": � 54:.S•F�.f;�;'�-S"S•/ •'4.'`:::;�::,. ':f y':,_.i¢':�,)::r`.E,�.;::%;:�i S T.1:1/� � .f�+aRi+t, t lr-i " ,r�( a!i^'):>:. .•,F,='?:c43 .f�..V.- .y^;£..S.C..�.. �.;.l.}'+v �✓t.} ;:1'�t.):' ���`l�ARi\f..t✓i�:.� ..4.` -'-`34% i�l.e ::E r'{i: iY. r:en•:4'il':i.V>5.':. T ♦ -- ^. . .. i'' :y:, -`'•'-�iw .:4.r. X1vx:):! l:."- -��:., .1.;..\i. ��''- r.=2:a_- `.-A;ii'd •P :c�ti;:icki('avt.�Gi _ �.���: _..., •-�;r�1 :Em a . ents�Soil;Z'ro e�_. ,Boi�n��• ._ '. ...���, �r::.:..w.�. Unit Weight UU RD DR Stratum EMSL) Description 7t 7a cuu 4uu cat 4)cu c' $' (pcl) (pci) (psi) (°) (psi) (°) (psi) (°) +53.8 to Fat Clay(CH) 1 +51.8 Fill 119 121 --- --- 50 0 50 16.5 2 +51.8 to Fat Clay(CH) 119 120 -- -- 100 12 50 16.5 +43.8 2 +51.8 to Fat Clay(CH) 119 120 -- -- 400• 0 150 16.5 +26.3 3 Below Fat Clay(CH) 131 131 -- --- 600 0 250 20 +26.3 n,{+'=, •iii:�'. - ',y�. 04�,1rti\'.,- ".\R�M.� ':!:l:'�)'k!�::5:..�^7 r.�r.:M;'vF5,3ti.UY.iti:l. vi+iS:' - •'.4'>r': - <:5.: ,q,Lv?s i;;5`3i;; a.�'..;,r.>�.rr.�,,:;.,� tn'. n �`'.'. ,♦ �.;ga,�,`-,�,;'.l, ,.2t.^ : e■�� ���1`'�� �'tT-.:+e� •yam i:�=..e';,�..i 4'U tY� S.'aG .^i: .t,,'ta," - :.�'ilr• 'y,',�;Ci.�v .. $�,,,:,,,,,,N,•i:,�,-.,. �!�.� -?fAS=Lr�,+i+~+'-�•=.h.(`-C,t: :J: •1 - •3,: - :�'1:;w3i!r'=i:••,:`yY �.,.YrS=''%I:r.'..C:,,•.'-�i,or..,ac...L_.., -r` vs!:� , t•Yr= 7$iidie hibiiiilkimerits"So' I'r fl `a> B"oi `s: B 1'I`':.CB--6'A ,:,;..;,r.- Unit Weight UU RD DR EL(ft) • Stratum MSL Description 7t 7, cult $uu emi (Om c' V (Pa) (pci) (psi) (°) (psi) (°) (psi) (°) 1 +56 to+52 Fat Clay 119 121 -- - 150 0 50.0 16.5 (CH)Fill 2 +52 to+46 Fat Clay 119 120 --- -- 150 0 50 16.5 (CH) 3 +46 to Fat Clay 119 120 -- -- 400.0 0 130 20 +26.3 (CH) 4 Below Fat Clay 131 131 -- -- 600.0 0 250 18 +26.3 (CH) l itw2ltweilGeotechnical1Projects12005105-G120 Tolunay-Wong Engineers,Inc. Project No. 05-G120 Rev,0.11/21/2005 -44 of47— When:: UU: Short Term Condition RD: Rapid Drawdown Condition DR. Long Term Condition(Drained Condition) Moist Unit Weight of Soil y,,,. Saturated Unit Weight of Soil Unconsolidated-Undrained Cohesion Unconsolidated-Undrained Friction Angle cm. Consolidated-Undrained Cohesion .cu Consolidated-Undrained Friction Angle c'• Consolidated-Drained Cohesion Consolidated-Drained Friction Angle Analyses for immediate term and long-term conditions for the proposed grass-lined slopes were repeated using a residual secant friction angle for clays within the upper 10-ft depth of the soil profile. A detailed discussion regarding the use of residual secant friction angle for highly plastic clay slopes may be found in "Shear Strength Correlations and Remedial Measure Guidelines for Long- Term Stability of Slopes Constructed of Highly Plastic Clay Soils—1997'prepared by the Center for Transportation Research at the University of Texas at Austin. Another discussion regarding the use of residual soil properties may be found in "Cohesion Intercept in Effective Stress-Stability Analyses" prepared by G. Mesri and Abdel-Ghaffar, published in the Journal of Geotechnical Engineering, Volume 119,pages 1229 through 1249,August 1993. The computed minimum factors of safety for the proposed concrete lined bridge embankments and grass-lined embankments with side slope inclination of 3H:1 V or flatter are presented in Appendix E and in the following tables: r`<"f- - .'r5.w•.c:: ': _t:V:;;;T a... ...t; >.;rr v.c4i. _ .;j:•M- ..a j h:� ,';: ;._ 'Crs`�':ir:l-: "�',-. 'g,. •: -i'» .f.>. n::a$ :i.ri i`'•Ss::Fr.•',,:;cr 'ct.y-..� u:U',•,%}z'.::g.._.. tn'. e.:.:f:v.„.,.<w. ...,.�.'.h,`.:::ur:„-.::-.il.:.<.r;C.�:�..y,�+.,x%-t";•>':.,_.-4. ...f:'1...�,: .,P.;�;ni ...r;:�i.' ...,....�.%2-S.'"ti..}r..a.. ��� . •y,!- ..N1V�,:4!�I:r�....Y.r i.li..t�ir...: Borings CB-4&CB-18 Short Term(end of construction)Condition 4 46 Intermediate Term(Rapid Drawdown)Condition 1 75 Long Term Condition 2.27 35�>% "r�2'#"J Cr..: `d)�'t_ia,- rvr= - :q: "�(Y• ^,+� -iiSan ovs •e4.aas - ,..•..}`(�.,, ;�['.. ++��:: ,n o:F'•;ki 2'si' ::3?i�)'6t`3 ',�5F�1. ��,.=iL - — :��.: ,:fa• tY• :ti w•:i^. i li?=il.. is '•s; .r..•.., ;u'� - .._,......._ ... .,.1,.. ...,1`.;sw•, _{rY-;3';'C:'�7?,:�.+r,c.�S,i_ ,c4> �~k=: '.73;:i ...'�..., 'A .�1'tlR�'s�+.''�#. a , ,. ..i7...i i:�t�s.......a.rt5. .., ;t .� .,,r. ..... �...,...,T^�:.�::o....,1...,•.i1...a+..:. Short Term(end of construction)Condition 4.39 Intermediate Term(Rapid Drawdown)Condition 1.64 Long Term Condition 2.21 ..�.ry, msY3�' :ik,.re. .<.}�^;re• :�n.,n,••y-�•%is• '.l�[z%#''::x.:, :{�.�e.s:..may,.:.t.: ,;:w.:. ,.y.:' '.`�,., ..y: --5,:>,;;_ ,.:�:C..;.� ' ^`��� rit"4 ti :� :.,.��aa. -i .1,. .,?i':`:i'.•.� ,-l:•t': Z�•v -,<, .t'� ri ~kyS•Ct:3r ..y e'. t„S>`~• ;�,C�`-? 3: 4. •.J:.: .+h•.-.JA.i�,RY*Wi to ... ....•, t ....,r...:. .''i?<,.. ;.a2? .,,:T:c:L,,.... 'ii:�"tx='✓•n -'�'ts"�... . .:.o.a...S.,.,...a w-. '.., ...:..��.. }. tic._..i:.c..........,_....-....iit,P+L•.: Short Term(end of construction)Condition 4.24 Intermediate Term(Rapid Drawdown)Condition 149 Long Term Condition 1.90 iltw2 tweilGeotechnicnflProjects12005t05-G120 T'olunay-Wong Engineers,Inc. Project No. 05-G120 Rev.0 11/21/2005 -45 -7t'� o-aut}l,;,',.3.;R'•K.--/.;.}:+,t�..;h'::° rt.:'»:.;i;i"i:%:i '•3 T�...i• ..�;. �q,y:r.^r ;:kl.:,� a'a r •.,- of;-a 4 7- `,rry - ':7 w ��Q� PI L t40 .: e tti c�� y irx t -ri,p i `;ieTai, ak.L 6.6 .i. ` ti. i \•:i� .c.f�. �t�;d,Qi3TION ryptS.it^ :6.S..t::, • ,:.ii;. :tSt%* ."li: - i?\4✓.S}:-�•. <,k" `i'1:i, �.i•r.y:C2otf�: ... ._. .. .<:•• ;;�`,;`...,..�.�. ���;-.,�;. ,>:,�� .arS ..s. ::'7Borlii�'`g;CBr.:Q~'(��3 �&=33�'^:s:>:.,.�. ;,,;:,.. .. ..... .... ....::?. .„.,. r.a ..,,...,.....,...�.,....,pats', „�»..- ...,_s. � .. . ..,1C..r•,.. .. . ... ..... ... ,.., Short Term(end of construction)Condition 3.43 Intermediate Term(Rapid Drawdown)Condition 1.67 Intermediate Term(Rapid Drawdown)Condition 1.25 -Weathered Soil Long Term Condition 1.80 Long Term Condition-Weathered Soil 1.56 'w`Si r:T.S;:°, .u7:.k;z. wi•t,u..: ,}i n.. _,`.U�. .S;ii-iM-:uliS,i}!(a �,(y' %M11t. <-JSS'.�,r`.�.:.J, :��n.�,�'it.;.$zi .,.q. :hL:• -;s c:[vx a•4•' r:#; :�:cti;.l:'.•ir.,t - :Ss. •,•-o>• .:.....v�:_<.-,.,.y:.r...`<-..:;�...,.ra) ,C.,..,a�..,-,.�,.6�,�3:;..`;'::?... :. ':s,s:;;.,,,o....:•.;fi,;:.di;'ti)V��Fi�.iF�,,'.4�P"�f'.L,':?Q'rJVi.�7Gie. . �?�/ .. .. .. Intermediate Term(Rapid Drawdown)Condition Weathered Soil 1.29 Long Tenn Condition-Weathered Soil 1.55 Typical minimum factors of safety against slope stability failures for the proposed bridge embankments and detention pond,which are used for design purposes,are: ... .:.. •, rvr•,.s.r..hr�;,,T°,,, �;;.v,:: ..i;yz;.•,;.;y ev `<i, :.y:• ivi�,s- •,x:, i :^vd:,.k..ts l:�. .t,,.a,..:�i, tF.•:'?i '`:ti1, - >i�u;;�;�fsi;?.;k� "iY(ti.j ,. :'�,.,:•Co dlitfa�ii., °• .-x,. ;,�a-n '`r,.., .z`. Faito �oi4�a�'ei.�' ., : :c "''.,..,,..y:,:.t_,.o•t=� A •c-., :�..,, a - F :max ac Short Term(end of construction)Condition 1.3 Intermediate Term(Rapid Drawdown)Condition 1.25 Long Term Condition 1.5 Results of the slope stability analyses indicate that a 12-ft to 15-ft deep, concrete-lined and grass-lined embankment,having 3H:1 V slope inclination or flatter are stable for the short term(end of construction),intermediate term(rapid drawdown),and long term conditions. Some erosional distress should be expected on exposed cohesive slopes that are subjected to overbank runoff. Backslope drainage and grass cover for cohesive slopes is an essential protection for erosion. Mechanical lining may be considered if the grass cover does riot provide a good response. 12 EXCAVATED SOILS FROM CONSTRUCTION Based on the results of the laboratory testing, the cohesive fat and lean soils encountered during construction may be used for fill in the pavement areas, provided similar soils are present within pavement limits. Cohesionless silty sands and semicohesionless silts, sandy silts,encountered below 12-ft depth in Boring CB-1,between 14-ft and 17-ft in Boring CB-9A,between 15.5-ft to 18-ft 1{nv21twe11GeotechnlcallProjects12005105-G120 Tolunay-Wong Engineers,Inc. Project No. 0S-G120 Rev.0,11/21/2005 -46 of47 depths in Boring CB-14,below 13.5-ft depth in Boring CB-28 and below 20-ft depth in Boring CB-31, should not be used for fill in their natural state. Those excavated granular soils may be mixed with the on-site cohesive soils using a ratio of one part sand to two parts on-site clays. 13 DESIGN REVIEW Review of the design and construction plans as well as the specifications should be performed by TWEI before release. The review is aimed at determining if the geotechnical design recommendations and construction criteria presented in this report have been properly interpreted. Design review is not within the scope of work authorized in this study 14 CONSTRUCTION SURVEILLANCE Surveillance of the utilities installation,pavement subgrade preparation, bridge/embankment structures, retaining walls, detention ponds, signal; lightning and sign poles construction are recommended and have been assumed in preparing our recommendations. These field services are required to check for changed conditions that may result in modifications to our recommendations. The quality of the construction practices will affect foundation performance and construction activities should be monitored. 15 LIMITATIONS This report has been prepared for the exclusive use of the City of Pearland and their design team for specific application to the proposed project at aforementioned location in City of Pearland, Texas. Our report has been prepared in accordance with generally accepted geotechnical engineering practice common to the local area. No other warranty,expressed or implied,is made. The analyses and recommendations contained in this report are based on the data obtained from the referenced subsurface exploration. The borings indicated subsurface conditions only at the specific locations and time,and only to the depths penetrated. The borings do not necessarily reflect strata variations that may exist between boring locations. The validity of the recommendations is 1 based in part on assumptions about the stratigraphy made by the Geotechnical Engineer Such assumptions may be confirmed only during earthwork, utility, pavement, bridge and embankment, retaining wall, and detention pond construction. If subsurface conditions different from those described are noted during construction,recommendations in this report must be re-evaluated. 111w21tweiiGeotechnisaltProjectst200S105-G120 Tolunay-Wong Engineers.Inc. Project No. 05-G120 Rev.0.11/21/2005 -47 of47— f If any changes in the nature, design, or location of the proposed project are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and conclusions of this report are modified or verified in writing by TWEI. TWEI is not responsible for any claims, damages, or liability associated with interpretation of subsurface data or re-use of the subsurface data or engineering analyses without the expressed written authorization of TWEI: Iltw2ltweilGeotechnica1lProjects12005105-G120 Tohrnay-Wong Engineers Inc. Project No. 05-G120 Rev.0.11/21/2005 TABLE fit w2UweilGeotechnicaiiProJec&s11005105-G120 Tolunay-Wong Engineers.Inc. Project No. 05-G120 Rev.0.11/21/2005 TABLE 1 THEORETICAL VALUES OF SETTLEMENT RATIO(Rs)TO ACCOUNT FOR PILE GROUP EFFECT(t) CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM MAGNOLIA/SOUTHFORK PEARLAND,TEXAS TWEI PROJECT:05-G120 Page 1 of 1 Number of Piles In Pile Group 3 4 9 16 25 (One row of three piles or (Two rows of two piles or one (Three rows of three piles or (Four rows of four piles) (Five rows of five piles) triangular pile layout) row of four piles) one row of 9 piles) K K K K K Lid s/d 10 100 1,000 2. 10 100 1,000 2. 10 100 1,000 10 100 1,000 10 100 1,000 2 1.62 1.90 2.10 2.14 1.83 2.25 2,54 2.62 2.78 3.80 4.42 4.48 3.76 5.49 6.40 6.53 4.75 7.20 8.48 8.68 10 5 1.30 1.54 1.62 1.64 140 1.73 1.88 1.90 1.83 2.49 2.82 2.85 2.26 325 3.74 3.82 2.68 3.98 4.70 4.75 10 - - - - 1.21 1.39 148 150 1.42 1.76 1.97 1.99 1.63 2.14 2.46 2.46 1.85 2.53 2.95 2.95 2 1.74 1.84 2.16 2.88 1.99 2.14 2.65 2.87 3.01 3.64 4.84 5,29 4.22 5.38 7 44 8.10 5.40 7.25 9.28 11.25 25 5 1.36 1.54 1.80 1.88 147 1.74 2.09 2.19 1.98 2.61 3.48 3.74 2.46 3.54 4.96 5.34 2.95 4.48 6.50 7.03 10 - - - - 1.25 1 46 1.74 1.78 1 49 1.95 2.57 2.73 1.74 2.46 3.42 3.63 1.98 2.98 4.28 4.50 2 2.00 1.86 2.08 2.38 2.43 231 2.56 3.01 3.91 3.79 4.52 5.66 5.58 5.65 7.05 8.94 7.26 7.65 9.91 12.66 50 5 1.54 1.60 178 2.02 1.73 1.81 2.10 2.44 2.46 2.75 3.51 4.29 3.16 3 72 5.11 6.37 3.88 4.74 6.64 8.67 ID - - - - 1.38 1.50 1.78 2.04 1.74 2.04 2.72 3.29 2.08 2.59 3.73 4.65 2.49 3.16 4.76 6.04 2 2.10 1.96 1.90 2.48 2.56 2.31 2.26 3.16 4.43 4.05 4.11 6.15 6.42 6.14 6.50 9.92 8.48 8.40 10.25 14.35 100 5 1.66 1.64 1.70 2.14 . 1.88 1.88 2.01 2.64 2.80 2.94 3.38 4.87 3.74 4.05 4.98 7.54 4.68 5.18 6,75 10.55 10 - - - - ,1.47 1.56 1 76 2.28 1.95 2.17 2.73 3.93 2.45 2.80 3.81 5.82 2.95 3.48 5.00 7.88 (1)Reference Pile Foundation Analysis and Design by Poulos and Davis, 1980, (Table 6.2 on page 121 and Figures 6.2, 6.3, 6 4, and 6.5 on pages 111 and 112). Settlement Ratio=(Average pile group settlement)/(Settlement of single pile at same average load as a pile in the group). Rs = Settlement Ratio; L = embedded pile length, d = pile diameter or pile width; s = pile spacing;K=pile stiffness factor(measure of relative compressibility of the pile and soil),K= 1,000(Table 5 4,page 104 of above reference)for the site;n=number of piles in group. 05-G120 Tolunay-Wong Engineers, Inc. FIGURES Iltw2ltweilGeotechnicaliProjects12005t0S-G120 Tolunay-Wong Engineers,Inc. Project No. 05-GI20 Rev.0,11/2112005 ^ill E!I�'Illlt<- tt. v... ow iii, bw ����E�n�iiiilViie` �`� ig ......mi w t �Epr���CIk11r.IG1A rF1r�� ' 1/1111110".: Wr WO% - ��,imgat. III� Ihtft IGk�'P1�\ <•. �, � ' --s - wry-,,--y - � w D ,u +13 l 3. IL. • - . - 0111:....m 1=11 It --- " w SITE VICINITY MAP W :, .4.� ", ToI " (SCALE:1 INCH=1 MILE) El> A ,, �' "' ", \%y —' y _\:‘..„. 'MAGNOLIA'.3' ,S i,i.,5I.1,i1I 11:Pgg.-- ..:_,;-,..'4k-.--t:_-,.,,,,,i,,-.s*-.,N\.,t..q:,/-,---._-_-_.7:.,2,r1,-1,1.e-,7--_-.-- CB-13 1_—,- CB-7_[-"r,2 _ --i;7.(„,.., -- .. ,1,,„ 4-:-_:—_—____--_ li,il'' 1• 0 $ .ice ��'� r� i i �I " V ft6't'I_____'..._F.:. „,..--_-,._,.-.i--,_-_.._.,_- .,7__,„_:_„__,.________ ___-____,_—,_-._,.„rc--_-- ....-Ti, -'-'----'.-...i--:---,---t-----i,if.,.rtsit.,,'.,.,,„.,,.\_ - • J�• — .. ui s1 ", y r• a-.1`� y "• - rh."'„ "• 1 w 4', • oo, \ , ........,, ._,_,J.. 0 250' 500' S APPROXIMATE BORING LOCATION • PREVIOUS BORING LOCATION FROM TWEI PROJECT NO.04-G048 DRILLED BETWEEN 2-19-05&2-24-05. - CITY OF PEARLAND MOBILITY&DRAINAGE PROGRAM MAGNOLIA/SOUTHFORK Tolunay-Wong PLAN OF BORINGS PEARLAND,TEXAS Engineers,Inc. CITY OF PEARLAND Houston,Texas HOUSTON,TEXAS PROJECT NO. 05-G120 FIGURE 1A n_ \�. �' SEE FIGURE 2A i FOR MORE DETAIL 1 I, _i r___,„_., . .-Ali 4I'kgf?.? . 1 ,; ,, ., L. /7., ." , - ., , �G nf � ,���� — .. ., \'L .....111W....• ... .., nr : 12- -------14,7/ Alf/ ma ". . 0 .,, .... ,N.t . CB1 .ice MYO IPSAL .. • � .a� �_— — y�"�s•,I li 1 '' •I It - � ill-- "• 1 �"_ --y I •u • i •, .I n. I r •.. .. .., .. I. Il el of 0 250' 500' S APPROXIMATE BORING LOCATION • PREVIOUS BORING LOCATION FROM TWEI PROJECT NO 04-G048 DRILLED BETWEEN 2-19-05&2-24-05. CITY OF PEARLAND MOBILITY&DRAINAGE PROGRAM • MAGNOLIA!SOUTHFORK Tolunay-Wong PLAN OF BORINGS PEARLAND,TEXAS . . Engineers,Inc. CITY OF PEARLAND Houston,Texas HOUSTON,TEXAS PROJECT NO. 05-G120 FIGURE 1B SEE FIGURE 2B FOR MORE DETAIL 11 { , "1� . *111...........______,„ .,,, ..0 I ILI L .. ... "--------4-: p. ,.. ''' '__Qkl,I,:, 4 ---"'r_„4._•_1, '-'',-•'-' -,---7,--c,---''--------.',.._7_,-,._!_-;__. --,,-, :::::-4.';',..::z.tc.-7::',Stj'-..:1-'.:_':::e,,,,:::....„„: •'''''' ..., . J - 11 I CB-2• _ 27 ., MAGNOU► 'CB 8 __.__ . .. 1A c°> ii r---- - —7 .. 'k'' . dijilli I- 4,, a ..,4(NN, ., "' 11.1.4 Z L » ! s SEE FIGURE 2 :� i. W "' I - I �'.��il' 4 / ., .. Z FOR MORE bE apV p � -J nM,l i „, 1 1 m y _.� a, .. U, Y_._. ,.. n . i. . CB-3 . ., If ," I L • i APROXIMATE LOCATION OF PIEZOMETER 0 250' 500' S APPROXIMATE BORING LOCATION • PREVIOUS BORING LOCATION FROM TWEI PROJECT NO.04-G048 DRILLED BETWEEN 2-19-05&2-24-05. CITY OF PEARLAND MOBILITY&DRAINAGE PROGRAM MAGNOLIA/SOUTHFORK Tolunay-Wong PLAN OF BORINGS PEARLAND,TEXAS __ Engineers,Inc. CITY OF PEARLAND HOUSTON,TEXAS Houston,Texas PROJECT NO. 05 G120 FIGURE I C SEE FIGURE 2D —-- FOR MORE DETAIL - u. . \i - -1E-C13--- ' 1 7 ''-.I: 4ri. .. ..---,,, )- , ... 1r--... - .:. _-__)::- .. -. ....- -.._ . . -..,..,.-, ...:_______,.H .,, P 1 —, --; .. , ., .. ..„. > C;,, �� �I a' !O _ .. .( i 1 -I - f--=',, -� �jG T< J ,fit ` .'-_ aiiat' _II k. ,� I � a { jp, 1 l'i,_ � ss.� SEE FIGURE 2E 91 FOR MORE DETAIL // - / °cam 0 250' 500' & APPROXIMATE BORING LOCATION • PREVIOUS BORING LOCATION FROM TWEI PROJECT NO.04-G048 DRILLED BETWEEN 2-19-05&2-24-05. CITY OF PEARLAND MOBILITY&DRAINAGE PROGRAM MAGNOLIA/SOUTH FORK Tolunay-Wong PLAN OF BORINGS PEARLAND,TEXAS Engineers,Inc. CITY OF PEARLAND Houston,Texas HOUSTON,TEXAS PROJECT NO. 05-G120 FIGURE 1D a. 1 ql o CB-4 • ni I I Q ! i I i rt i i' N 1 � i i z f : i 'Q i i, i ! i W ! ( I 2 • �' i 1 i i 44 1 i I I i t ti 1 i -' -V"i-, r,i_ .: ... ,,... A ,.. . ._ SOP.. ,- OpK� a • tocli III ? { �, ti ,��,..- . 'sew. y N, .�..i'''- -� ii -—,. -,ems.._ .01 11� iciE 1.L.SP-E-----: ,.....r.- 7 .A, , � 1 TEL WW2 END NOT FOUND CB-1.� � , 1 r i1 tc_ i ! i 1 l i i ►� S A , I i , i ; , 1 i ; 1 Y i i , i i I i i i • i i ) McCLEAN @ MARY'S CREEK BRIDGE DETAIL A S APPROXIMATE BORING LOCATION t 1 CROSS-SECTION • PREVIOUS BORING LOCATION FROM TWEI PROJECT NO.04-G048 DRILLED 0 20' 40' ON 2-20-04. ........�� CITY OF PEARLAND MOBILITY&DRAINAGE PROGRAM DETAIL SITE LAYOUT MAGNOLIA/SOUTHFORK To1unay-Wong MARY'S CREEK AT McLEAN ROAD PEARLAND,TEXAS Engineers,Inc, CITY OF PEARLAND Houston.Tow TWEI PROJECT NO. HOUSTON,TEXAS 05-G120 FIGURE 2A i i i , iii i ii y. i N / I I ' c 1, . i. ill 1.1 lei .j ti . , ....-- B' - „, _ . r ,,, I w , .. , 8 ,...,e . cst, 50 CB-23A "-� K ,., 1 ect CD sts G.- . ..-4 L - -- I r j =1,1_---- criag sod.*it ENTE R 93'0452 10?9r: iIli `:i; o 1 GCB-23 I: il i ›- ' H WATER UNE EXPOSED i. '} 1 {(� '� OG a i!' lip 4. `. U •ID 11 • HARKEY BRIDGE DETAIL B ty APPROXIMATE BORING LOCATION +, 1 CROSS-SECTION • PREVIOUS BORING LOCATION FROM TWEI PROJECT NO.04-G048 DRILLED 0 20' 40' ON 2-21-04 CITY OF PEARLAND MOBILITY&DRAINAGE PROGRAM DETAIL SITE LAYOUT MAGNOUAI SOUTHFORK Tolunay-Wong MARY'S CREEK AT HARKEY ROAD PEARLAND,TEXAS Engineers,In c. CITY OF PEARLAND Ho i1av'T`� TWEI PROJECT NO. FIGURE 28 HOUSTON,TEXAS 05-G120 . r t N i 1 / I t i t '[ r •r T�- y ice. `f: `sr .LfitT.d............,r••. icr eT»c" / WP ewe—..- .& r- • 4 'r,r ," —' " "41c :''''' ...:/: off:' ' 249+00,�//,/ 250400 :/ 251 00 2'7+00 8 do - _- J coma coma=.. 11 ��, ' 6 / 7," /4 1, C B-8 oar i ' • ;! ivjj ' Cyp LADE + ' i S CTION ONE ti MAGNOLIA BRIDGE a@ DITCH DETAIL C IS APPROXIMATE BORING LOCATION • PREVIOUS BORING LOCATION FROM t 1 CROSS-SECTION 0 30' 60' T1NEI PROJECT NO.04-G048 DRILLED ,.... "1" ON 2-21-04. CITY OF PEARLAND MOBILITY&DRAINAGE PROGRAM DETAIL STE LAYOUT MAGNOLIA/SOUTHFORK MARY'S CREEK AT MAGNOLIA ROAD PEARLAND.TEXAS Tolunay--Wong Engineers,Inc. CITY OF PEARLAND Hausta,,lam HOUSTON,TEXAS 05G120 TWEI PROJECT NO. FIGURE 2C 43.7 w�+ x ill 0 ilu N 12551 0 ; ISTING EXI•TING WWTP S T ` RESIDENTIAL ._ _......A LSTRUCTURELTu al D 43.6 iii unim ii.wirM7rimiumm!!!.4.1:111111rizt. kii.z...X1P1111111111111. mini- - A 43.5 EXISTING DITCH x 43. 43.3 x 43.8 43.7 k k -- e Y DITCH @ WWTP SITE DETAIL D 50 APPROXIMATE BORING LOCATION PREVIOUS BORING LOCATION FROM CROSS-SECTION TWEI PROJECT NO.04-G048 DRILLED 0 50' 100' ON 2-23-04. ........ CITY OF PEARLAND MOBILITY&DRAINAGE PROGRAM DETAIL SITE LAYOUT MAGNOLIA/SOUTHFORKK PEARLAND,TEXAS Tolunay-Wong DITCH AT W WTP SITE Engineers,Inc. r Houst CITY OF PEARLAND on,Texas PROJECT NO. HOUSTON,TEXAS 05-G120 FIGURE 2D 1 III 111, 572 i X x 59.0 x ,,�, x X 01111CTING BRIDGE 589 111 --.c~ 2+00 all 139+00 1 '%'�-oo ��� e 111111110 - '�1/� C = -36A • CB36 .G DITCH x 43 9 DITCH AND BRIDGE AT MAGNOLIA ROAD DETAIL E ti APPROXIMATE BORING LOCATION • PREVIOUS BORING LOCATION FROM 4. I CROSS-SECTION TWEI PROJECT NO 04-G048 DRILLED 0 30' 60' ON 2-24-04 CITY OF PEARLAND MOBILITY&DRAINAGE PROGRAM DETAIL SITE LAYOUT MAGNOLIA/SOUTHFORK PEARLAND,TEXAS Minnow-Wong DITCH AND BRIDGE AT MAGNOLIA ROAD Engineers,inc. CITY OF PEARLAND HOUTtOn• TOWS TWEI PROJECT NO. HOUSTON,TEXAS 05-G120 FIGURE 2E STA.:218034.89 PIEZOMETER COMPLETION DEPTH Offset:71.55'Lt (Fe) DATE. 5-19-2005 Slip Cap DRY AUGERED. 0 TO 15.0 FT —4--- MR WASH BORED: 15.0 TO 25.0 FT 3 .0' DRILLING FLUID.Water —A— +50-55' V • 4.*: 1 • : : * • .4 444111-- TYPE SEALIBACKFILL. * .4 BENTONITE CHIPS PIEZOMETER DEVELOPMENT 8.0' DATE.5-20-2005 0 +4 RISER: METHOD.Airlift Method tie TYPE: SCHEDULE 40 PVC I.D. 1.0 INCH , * * _ILL +UM. IF ., ti A ";! iiil 11:1 i 1••• :...• WATER LEVEL READINGS .ie oil -- !h•:. 2.0' .:.. *4 FREE WATER AT: 13.5 ft ,x- . : ..:: Lk _..19,9 ±99.66' v 1,--ii TYPE OF COUPLING: DATE DEPTH*(FT) ELEVATION(FT) A i' Olt :tl -----ii:o: SLIP 5-20-05 3.9' +46.66' q.:: ni: 1111' liD11.111 i 6-21-05 6.4' +44.16' TYPE OF FILTER: ,, ;,i,: 20/40 SILICA SAND 7-22-05 1.8' +48.76' i:o — ,:44 'N.........41;i1B 9-9-05 6.9' +43.66' it TO 10-26-05 12.15' +38.41' 5.0' ;!: , ill — V4 Pi' kl .2e 111 SCREEN: TYPE:SCHEDULE 40 PVC * DEPTH BELOW EXISTING GRADE -----4:i:: •.• iii% SLOTTED I.D. 1.0 INCH REMARKS:. ti — Ititit PZ-28 was installed in Boring CB-28 upon completion of drilling V 14.\ ,ai A 15.0 +35.56' 11-1H 4" City of Pearland Mobility and Drainage Program Tolunay-Wong Project No. Engineers,Inc. 05-G120 Magnolia/Southfork Houston,Texas Pearland,Texas City of Pearland Piezometer Installation Report FIGURE 3 Pearland,Texas Piezometer No.:PZ-28 , SECTION A-A' SUBSURFACE SOIL PROFILE, MARY'S CREEK AT McCLEAN ROAD RELATIVE DISTANCE BETWEEN BORINGS IN FEET 0 10 20 30 40 50 50 70 80 00 150 110 1 0 130 140 150 160 170 ` 60 HI IHI so - CENTERLINE CB-4 - LEGEND OF DITCH (04-0048) - C--18 MARY^S CREEK _ 111. Paving 4D �'— 40 NORTHSIDE Fat Clay (CH) - e OF DITCH SOOT/WIDE - f/ Of DITCH �_ es EASandy Lean Clay (CL) Z 20 _ '"j - ' 20 CH Silty Sand (SM) Z - �en I// 0 s— Water -table during W 0 4 - - 0 iling_ . -z— Water table at .- boring completion - 4 60' Al - CL •20 65' 68.' *"# - -20 _ CL -20 73'TOr 7--m. 75' � - g �� SM SR1 80' - .40 I .40 CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM SUBSURFACE SOIL PROFILE MAGNOLIA/SOUTHFORK Tolunay-Wong MARY'S CREEK AT McLEAN ROAD PEARLAND,TEXAS Engineers,Inc. CITY OF PEARLAND Houston,Texas PEARLAND,TEXAS TWEI PROJECT NO. 05-G120 FIGURE 4 SECTION B-B' SUBSURFACE SOIL PROFILE, MARY'S CREEK AT HARKEY ROAD RELATIVE DISTANCE BETWEEN BORINGS IN FEET 0 10 20 90 40 50 60 70 60 90 100 110 120 130 140 150 60 IIIII IIII IIII 1111 IIII 1111 1111 IIII 1111 IIII IIII 1111 IIII IIII IIII- 6o CB-4(0418048) CB-23 clansman n CB-23A OF DITCH MARY'S CREEK 2 (CH) BILL(CH 4 = - 40 c.n / ► // .10 i � Fill a 4 C8 NORMS= // / CT DITCH Fat Clay (CH) CL 24, S�THSIDE 23'- 1y•, IILI - 25 OF DITCH - { - %// Lean Clay (CL) U. 20 i {{ CT s8, }fj :!, - 20 Z 33-vy 33' 33' ni :.1 Sandy Silt (NL) 2 -co /Cu / �� , - [ 0 4/' 43' / 4 0' I' S15Silty Band (SN) Q - 0346 SM 4H' e6L /4,/ - W a— Water table during - - drilling 6 / B i CH r C8 / .20 • / - -20 / - 78'j � / ea eo ' eo' - ao .40 CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM SUBSURFACE SOIL PROFILE MAGNOLIA/SOUTHFORK Tolunay-Wong MARY'S CREEK AT HARKEY ROAD PEARLAND,TEXAS Engineers,Inc. CITY OF PEARLAND PEARLAND,TEXAS Houston,Texas TWEI PROJECT NO. 05-G120 FIGURE 5 SECTION C-C' SUBSURFACE SOIL PROFILE,MARY'S CREEK AT MAGNOLIA RELATIVE DISTANCE BETWEEN BORINGS IN FEET 0 10 20 30 40 50 50 70 80 80 100 tto 120 130 140 150 150 170 180 190 200 210 220 230 11111111111111 1 III WI 1111 IIII IIII IIII ,IIII lIII IIII IIII II11 IIII IIII IIII IIII IIII IIII IIII IiI-F-H-H- LEGEND 60 is:25 —60 CB MARY'S CREEK • '- FILL B 24 - ix1. Fill - Q 6' CENTERLINE or DITCH 4 ,_R Fay(ca)_ E , Fat Clay (CH) - / / - 1f!/� 40 J Silt (ML) - / CH _ 18.5' / f' - CH SODTHSIDE OF DITCH Lean Clay (Cl) Z - / RORTHSILQ OF DITCH I 33'-5Loren Clay220 • 33' CL 39' j %- 20 YJ.�.!� .1 Sand (Cl) 0 - 38' ,3 F CL / CH a - / - i Water table at - J CH 48 /� boring completion W - 53' J/ Rater table during p 534 15 CH e CL - drilling - CL 58'- - 0 59' 63'"0 Cl _ CH ca 40 - / - - -20 80'� 80' -• JJJ 80 / -to 40 1 CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM SUBSURFACE SOIL PROFILE MAGNOLIA/SOUTHFORK Tolunay-Wong MARY'S CREEK AT MAGNOLIA ROAD PEARLAND,TEXAS Engineers,Inc. CITY OF PEARLAND Houston,Texas PEARLAND,TEXAS TWEI PROJECT NO. 05-G120 FIGURE 6 SECTION D-D' SUBSURFACE SOIL PROFILE,DITCH AT WWTP SITE 155450 160+00 160+50 161+00 161+50 162+00 162+50 163.00 163+50 164+00 164+50 165400 ( III ( III III ) 1 1 1 1 ( III 1 1 1 1 III III ) ( III 1 1 1 1 1 1 1 1 LEGEND WWTP SITE so (.E3.Si CB-10 60 - - FILL cH) • 3 FILL (®) oCB-33A Paving 2' r DITCH 2•_,F/LL (CH) - :�_+' Fill - _ % N - ' ca �I �� Silty Sand (55d) {0 - 4 CH 0 - 40 ! i'� Sandy Lean Clay (CL) _ 0 / r - LL r 30' � Lean Clay (Cl) ? - --,,,��......���yyr♦♦♦�, CL ////i y 20 38 S37 33' 20 ram... Lean Clay w/ Sand (Cl) F - 43, - 40'T�f® 4 0�f���J CL - �� > 47at {5'-fr1 r I Fat Clay (CH) _ CL _ W 53' 51'- r 56' C9 l Fat Clay r/ Sand (CH) on 0 - CH J - 0 V CH r 613:ir% Silty Clay (CL-ML) r 65'- r i6tp 70 Cl 70 //.CL r �r6 Clayey Sand (SC) 14' »SC 68 Cl. - BO' 80' _ SO'-= -.— Water table during drilling - - Water table at boring Completion -40• - -40 CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PR MAGNOLIA/SOUTHFORK Tolunay-Wong SUBS RFACE DITCH AT SOIL 1NWTPOFILE PEARLAND,TEXAS Engineers,Inc. . CITY OF PEARLAND Houston,Texas PEARLAND,TEXAS TWEI PROJECT NO. 05-G120 FIGURE 7 SECTION E-E' SUBSURFACE SOIL PROFILE,DITCH AND BRIDGE AT MAGNOLIA ROAD 138+70 138+80 138+90 139+00 139+10 139+20 139+30 139+40 139+50 139+60 139+70 139+80 139+90 140.00 140+10 140+20 140+30 140+40 140+50 140+60 140+70 140+80 140+90 141+00 141+20 11111 IIII WI IIII 1111 IIII 1111 Ilil IIII 1111 1111 1111 IIII IIII IIII IIII -III! IIII ill! WI IIII 1111 1111 111111111 EXIST',G TWO-ANE BRIDGE(NOPTH OP PROPOSED TWO-LAME BRIDGE) 60 �.�� CB-36 C1a a6A 60 20,4 nu. (cB) 3 TILL (�) a FILL (c6) CE - 10,-f�� 13•4 EXISTING RETAIVING W _ DITCH 15•s// %!f�/J 13 SS 4o v CL CL _ �� —16' « 40 - 18 /5 _ _// CH EXISTING RETAINING WALL J,� CEI 2 U. %% CL 34. 7 4 Q. // Off - e 384 - 20 CH IIJ CH W 0 - ,y ' 0 cti 70• CL 73•-4 - 'm /S. 78.5 Q. .20 80•- 80• u. CL 80• - .40 .40 LEGEND - Paving � Silty Sand (SM) Lean Clay (CL) Fat Clay (CH) Water table during iling Fill r' ' Sandy Lean Clay (CL) Lean Clay w/ Sand (CL) Fat Clay w/ Sand (CB) i Water table at _-.'ram' boring completion CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM SUBSURFACE SOIL PROFILE MAGNOLIA/SOUTHFORK Tolunay-Wong DITCH AND BRIDGE AT MAGNOLIA ROAD PEARLAND,TEXAS Engineers,Inc. CITY OF PEARLAND PEARLAND,TEXAS Houston,Texas TWEI PROJECT NO. 05-G120 FIGURE 8 - `•.t c ,, z ry MY ' ./ r '- i _t't } 'j5§1laLF _{ _ f t [ r ; ' .. • • Explanation , F l need.Dail ) 4,''c -it.,'-.,-. t • • ln;F:mk�.d Q,.¢tl.� +f Ad O�6en.... Evrf�r4lmJiL,rR!'e.lH t:^ ,.... - i , e . ti++mt's.R 6b.tyd edwt a...•.a•••:.Y• 't'I. £ e r • � y y i r F ;:,ft.' - 3 c�.s de:.4444 weeaf�p+,a..i!who,iiil. l &.-_„„,,,...d.w.d»»r. . .1 .ia- = ....a.-..A.aaAc ....a,o....:me .e a4u.:..:i. i 1 r I t ee 34 -^"*.-ti: l Y ! t l �? .L4- L iC t • l AnrYkt•ls...d 1xDtelu ` ti a..wee>.ea.r•N.m.e.,.eS.inreie..oaa.t aa:.a»rw.m..ewvfi.o-...t emu:- i t ., 4 • f r /sed...4..44 a.raatw..a.J..a+. .au...,,a.daeLMdetmat[IAdd.q r 7 j f. $$� D,2a? 1.FormpxWA ,. M S t ( .M L 1 S®G.:t.Md .Mee mw�cc.kdh' a.n u.-r,=p S,Sr 1 tee: t A' .,r.+m.*4 4. - �r.�...e t.x r't l er, �S { ,s g ee` wa u. to. ane»...w:.4- .r.7.. ..0..•.a. a..iit• i, S ~x :? •L 1.. :(-A ... pee...,. m-�..1..-...ve,w.rh ma.fra1r+ .(nru+m - S• , • .ID..f.Yi Qwfl..i.*flML'irBMi'o1 li- 1 ` r t Fa1-4..eM 0-.»Ea.,----0"."— at,'" o•.AI4kMdem;;Trealiat4., 1 . r +r tc a,it' t t: Y t fi 1 r t " st r-t, Nee...: i 8r matt Fmmatipn - .4........ . p'.Ct a...n.t..e daW+.Ne.rS ee.ava eyn.aama...4..a&#1 j F 3.42,2.4-1 wee..t b.:..n»..c:-i.a-, mawl - s..- ..so..vrw.: .� bee.Lr...y.md..i,.sm'."7-, 3 1ctl....1.,.."....-.-*. +�t.amkr t Y k 1. l ,1,r • t titi1 ,E ..a..r-•Wet ser'14a..am.,.nw»n•.. �.r�M•har ace d..wr.- ar A. , S '� , of.. _ • r5C fl44�e.••.*V .m.r�.b..a.e..,.r�.d W4+......f... i.ad4. •.-.. t ;'a J IC Y. _dl 4 Leer , .1 4Tma./e '..4:,.14da.r..mt/tee-..''.hews'-it.....twt,..n ........ t •f 1 i a Y.f a„ ...-='`,,----,,,,,- i»JW.;YNaI.W..�i s41fwD ."."* �. Ji 7 :W �c 5 Y l f t _ .l 6a an .a.J,adaa a.i..dVt .**r1YW.l ....11y. .M •ltl ! 1'; .+ •a..w. .rrY rw..drw.4..t *.%4 ee.a...am#....'"'4w.,,, • 4.4 .:_ L" . i t, .f•+Z'' tt i • F„ t if ,...v.s.s.'*3 .a4�•4,,- . M.4.11g.xWmW,.M../n..44.10? lnW..� t ,b r,' ,f 'R. y S F ee• , , .meew34 w�»..r...' J'a.,,a,-f^w....n:4.s..l• :"' . , f- r ;� �.sa"=".1••n.... - 26i.+.I.4......,L seer r.rc4.an . .. , - _i- •..d®.,...:e...p.:.r,.p.w..dae..arca..a.Juta*..e....em.trer.....ar .. _ - _ ., - �� t • - LEGEND Project: ity And Drainage Tolunay-Wong Project No. Approximate Site Alignment Program—MagnoliaMobil !Southfork Pearland,Texas Engineers,Inc. 05-G120 Taken From: Aou,tott.Texu Geologic Atlas Of Texas Client: Houston Sheet City of Pearland Geologic Map Not to Scale Revised 1982 Pearland,Texas • FIGURE 9 I __J ly is ' ;i • 4h v • _ 4 r, Asti" } `. }.n s _=-` t ,:. 0100:4;',.''...., .''.., 1 : , , • i• - 1- - . ,.... - ; .I ' `''.-T-',2-- ..2,,,..a.:FAr......7-::! i � . :II' i ,_ 1 ' 1 _ :." =„�_. _ _.... __ ,�� = is :iirvo f • 1 .'7•7-7•'.4," ''''' -.7..":* • ' - --'''''--''''. ' -----;:.:,.'-• ''' ade,..;; ; __..._ I;',- ? .,v i I'I '';•;;,-','t intit211110d1111411k, 4;04! I s;-- I .t ! •I W9 rt■ fie._ . ,- iC• _- %.s$+ _ a,` � to 9 r _.. .., ,'_--' •�ti;"let* ,t, "aW _ . . .r 7117 i77 I�:a ilt l �' MI I C1M .t - , EatNi h*. • .� t. t• + y ti, Wiz' ;v P t `'y �4, i 7�'1 i 4 I .-, . •1- t-.77 I '51Elig• ' '' ., El.i A e„ '‹ ti t —' 1 6, ' _ -1, '= , ,k ---_ �� 1y" �.va� C ra mod•` a@A_ �' I'a . r 1; ,., 'i In • • i tl • ,;_ • _• _,_._• ', _ __'-i•. �y',4:_. a, t' in: . I:--•., '`Y. �` ice -. i` .._', I aa.yt!. t'1.y,ik,�» • =j.a_;: :- ' '-- - ..i: u:i, . IZGEND Project: Pearland Mobility And Drainage Tolanay-Wong Project No.: A , waoxim.+e dti t Program—Magnolia/Southfork Engineers,Inc, 05-G120 fltilmcb ne.ne eta I Pearland,Texas Housta4 Testy M APOTimeiSheAli�nvs Client: City of Pearland Fault Map Not to Scale eke:onysmfax onary ry'�ihmyal Pearland,Texas Figure 10 , . . T T/ / i'/ / 'f— 4-- 4— 4--- COHESIVE Hl4 4—_ 4— Y� � �'. ' h 4-- _i__ P' ,�_ Z PI 4-- H 4-- COHESIONLESS 44 4-4- 4-� yW=62.4 pcf - �— — 4-- .3__ i 4-- ti 2 - - �-' 4 .�- 4 v �— / P2 / / / TYPICAL SOIL PARAMETERS k- ---PW 1 .I Pq 1. P Pq k- COHESIVE SOILS COHESIONLESS SOILS BRACED WALL P,=0.4 y,H PERMANENT WALL yt=125-130pcf yt=125pcf P2=0.65 eft-'f,)KK.H p1=y,bKo d=200 psf $'=30° Pw Yv,(H-h) P2=P,+(7i-62.4)(H h)Ro �'=1$°-22° Py=0.5q Ko=1-sin @ y,=TOTAL UNIT WEIGHT ICa=tan2(454 4'/2) Pq 0.5q City of Pearland Mobility and Drainage Program Tolunay-Wong Magnolia/Southfork Engineers, Inc. Project No. 05-G120 Pearland,Texas Houston,Texas City of Pearland Lateral Earth Pressure Diagrams FIGURE 11 Pearland,Texas Layered Soils(Cohesive/Cohesionless) APPENDIX A Project Soil Boring Logs Borings CB-1 through CB-11 Drilled February 19 through 24,2004 Borings CB-12 through CB-37 Drilled April 26,27,and 28 and May 17 and 18,2005 Boring CB-23A Drilled on September 8 and 9 2005,and Borings CB-9A,CB-33A and CB-36A drilled on October 24 and 25,2005 IUw2ltweilGeotechnicallProJects12005105-G120 Tolunay-Wong Engineers.Inc. Project No. 05-G120 Rev.0,11/21/2005 LOG OF BORING CB-1 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/19/2004 Client: City of Pearland Elevation: +47.5 ft Dry Augered: 0 to 10 ft Free Water During Drilling at: 9.5 ft Washed Bored: 10 to 25 ft Water at: Dry after 31 hours Caving at: 6.0 ft ELEVATION/ SOIUSAMPL ER POCKET We Dens. Ou or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 &FIELD DATA or SPT (%) ( ( (%) (%) —0 1 ' 2.50 Stiff tan&gray LEAN CLAY(CL),"FILL' 19 41 24 3.75 — w/calcareous nodules&grass roots Stiff to very stiff tan&gray FAT CLAY(CH)2 23 57 36 45— '� w/sand pockets,calcareous nodules&ferrous nodules 4.00 14 89 —5 3.00= 40— - 1'4° Firm red&gray LEAN CLAY(CL) 22 107 1.06 8 v w/sand seams&calcareous nodules —10 1.25 22 32 14 89 35— Loose tan SILT(ML) w/day seams 41s- 94 --15 9/6' 30— 4/6. Loose tan SANDY SILT(ML) 67 —20 318 w/clay seams Dense tan SILTY SAND(SM) 25— X MB' —25 23/8" Boring terminated @ 25 ft 20- -30 Note(s): Coordinates: N: 13767053.22; E: 3155144.55 page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. I LOG OF BORING CB-2 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland;Texas Date: 2/21/2004 Client: City of Pearland Elevation: +46.48 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Damp @ 25 ft Washed Bored* to ft Water at: Dry after 18 hours Caving at: 22.8 ft ELEVATION! SOIL%$AMPLER POCKET We Dens. Qu or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION &FIELD DATA or SPT (%) (PO ( (%) LL PI `Z�; 0 1•00 Firm to very stiff gray FAT CLAY(CH) 37 45—` too w/ferrous nodules 35 79 52 95 -w/gravel&organics to 2' 1.75 -gray&tan below 2' 1.25 34 98 —5 40— 1.50 -w/calcareous nodules below 6' 37 76 47 1.75 -w/slidcensides @ 8'-10' 36 87 1.02 3 * —10 3.00 -red&gray below 10' 25 • 35— I 4.25 21 99 - -15 30— 3.50 -w/slickensides below 18' 22 104 2.57 8 ` —20 25— 4.50 -very stiff-hard below 23' 21 —25 - - Boring terminated @ 25 ft 20— —30 Note(s): Station: 384+79.59 Offset:26.86'Lt Coordinates: N: 13766988.12; E:3152638.28 page 1 of 1 TOLUNAY-WONG 110 ENGINEERS, INC. LOG OF BORING CB-3 Project: City of Peariand Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/19/2004 Client: City of Pearland Elevation: +471 ft Dry Augered: 0 to 10 ft Free Water During Drilling at: 9.9 ft Washed Bored: 10 to 25 ft Water at: 1 7 ft after 19 hours Caving at: 9.0 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Ou or UU St. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 &FIELD DATA or SPT (%) ( (�� (%) (%) 0 rs,t' ' 1.50 Firm to stiff gray&tan FAT CLAY(CH),"FILL" 29 88 1.25 w/asphalt&calcareous nodules 32 70 44 45—' • 1.25 too Firm to stiff tan&gray FAT CLAY(CH) 36 84 0.70 5 5 w/ferrous nodules 1.25 32 95 40— J 1.25 35 68 44 10 - 2.50 -red&gray below 10' 35- 2.50 -w/slickensides @ 13'-15' 30 93 1.52 6 * � r �-15 30 2.50 26 20 25 3.25 -very stiff w/slickensides below 23' 28 r 25 Boring terminated @ 25 ft 20-- -30 Note(s): Station: 316+44.08 Offset 41 49'Lt Coordinates: N: 13766271 42; E: 3145898.54 page 1 of 1 • TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-4 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/20/2004 Client: City of Pearland Elevation: +48.57 ft Dry Augered 0 to 25 ft Free Water During Drilling at: 24 ft Washed Bored: 25 to 80 ft Water at: Damp after 27.5 hours Caving at: 25.9 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU Str. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (%) (pcf) (tat) (%) (%) 0 t 1.75 Stiff tan&gray FAT CLAY(CH),"FILL" 29 94 tiej�L 2.50 —W/grassroots 28 75 49 / 4 Stiff to very stiff tan&gray FAT CLAY(CH) 25 91 w/ferrous&calcareous nodules 45— 3.75 -w/slickensides below 4' 29 91 2.79 1 * -5 2.75 40— 1.75 96 —10 2.25 31 90 1 44 4 / 2.25 31 78 52 35— —15 2.50 32 90 1.90 5 * 30— (16) —20 25— 4.00 —25 20— 4.00 22 108 4.43 11 —30 • Note(s): Station: 316+43.54 Offset: 1537.35'Lt Coordinates: N: 13767766.39; E. 3145846.91 page 1 of 3 TOLUNAY-WONG 110 ENGINEERS, INC. LOG OF BORING CB-4 Project: City of Peariand Mobility& Drainage Program Project No.: 05-G120 Magnolia/Southfork-Peariand,Texas Date: 2/20/2004 Client: City of Peariand Elevation: +48.57 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: 24 ft Washed Bored: 25 to 80 ft Water at: Damp after 27.5 hours Caving at: 25.9 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. Ou or UU SV. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH g FIELD DATA or SPT (%) (P� (5'� (°�) (%) �//`I Very stiff to very stiff-hard red&gray FAT CLAY(CH) w!slickensides _ 4.50 -WI calcareous deposits @ 33'-35' 98 15 —35 / 107 4.50 22 • 10-- / 3.63 4 —40 4.00 -stiff to very stiff below 43' 5—_ —45 4.00 + 0— 29 98 1.62 6 (30) —50 4.50 —55 -10— 3.25 25 103 1.36 1 60 Note(s): Station:316+43.54 Offset: 1537.35'Lt Coordinates: N: 13767766.39; E. 3145846.91 page 2 of 3 TOLUNAY-WONG 10 ENGINEERS, INC. • LOG OF BORING CB-4 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/20/2004 Client: City of Pearland Elevation: +48.57 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: 24 ft Washed Bored: 25 to 80 ft Water at: Damp after 27.5 hours Caving at: 25.9 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Ou or UU Str. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (°�) ( (� (°�') (%) Very stiff.tan&gray LEAN CLAY W/SAND(CL) ,•.• .; w/calcarous nodules _ r e -15— 3.2515 116 1.85 2 72 —85 _20_ 4.50 Very stiff-hard han&gray SANDY LEAN CLAY(CL) 16 113 3.01 3 w/calc areous nodules —70 • -25— i 3'� Very stiff tan&gray FAT CLAY(CH) 22 102 1.37 1 * w/sllckensides&calcareous nodules —75 Tan&gray SILTY SAND(SM) w/calcareous nodules -30— ' 22 34 —80 Boring terminated @ 80 ft -35— —85 -40— -g0 Note(s): Station:316+43.54 Offset: 1537.35'Lt Coordinates: N: 13767766.39; E:3145846.91 page 3 of 3 TOLUNAY-WONG 10 ENGINEERS, INC. I . LOG OF BORING CB-5 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/19/2004 Client: City of Pearland Elevation: +471 ft Dry Augered: 0 to 20 ft Free Water During Drilling at: 17 ft Washed Bored: 20 to 25 ft Water at: 6.5 ft after 28 hours Caving at: 6.7 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU SV. Pass SYMBOLS PEN.(tsf) DESCRIPTIONLL PI #200 DEPTH &FIELD DATA or SPT ("�0) (P� ( %) (%) 0 1. 0•5 Soft tan&gray FAT CLAY(CH),"FILL" 71.00 —mw/grass roots 97 ,�1 3 Firm to stiff tan&gray FAT CLAY(CH) 31 90 59 w/ferrous nodules - -very stiff @ r 5 2.25 1.50 -w/slickensides @ 6'-8' 37 83 0.75 2 * 40—' 1.25 38 10 1.50 35—'- r 1.50 Stiff tan&gray LEAN CLAY(CL) 21 105 1.02 8 35 19 ` J w/silt partings ---15 30 v 2.25 Stiff to very stiff red&gray FAT CLAY(CH) 23 55 35 99 w/silt pockets&seams --20 25 3.25 -w/slickensides below 23' 25 25 Boring terminated @ 25 ft 20 —30 Note(s): Station: 340+84.72 Offset:2112.62'Lt Coordinates: N: 13768459.50; E:3148214,48 page 1 of TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-6 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date' 2/19/2004 Client: City of Pearland Elevation: +49.1 ft Dry Augered: 0 to 8 ft Free Water During Drilling at: 6 ft Washed Bored: 8 to 25 ft Water at: 5.1 ft after 26 hours Caving at: 8.0 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. au or UU SV Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (%) ( ( (%) (%) _0 • ;u 0.50 Firm to stiff gray&tan FAT CLAY(CH),"FILL" 91 too w/calcareous nodules 31 75 52 140 -w/roots to 1' ▪r�y 1 A ILV f +n �� 45 OW • 't• 2.00 30 76 53 88 5 Z. f 1•00 38 82 0.44 4 • ,,v' �' ►� 325 Very stiff red&gray FAT CLAY(CH) 21 40 J � w/calcareous&ferrous nodules,slickensides —10 y 1.50 Stiff tan&gray LEAN CLAY(CL) 23 101 1.07 8 34 19 w/sand seams Stiff red&gray FAT CLAY(CH) 2.75 w/sllckensides 29 100 j 35 --15 2.75 28 30- 1-20 Stiff tan&gray LEAN CLAY(CL) w/calcareous nodules 1.50 21 25 25 Boring terminated©25 ft 20 —30 Note(s): Station:285+49.41 Offset:49.80'Lt Coordinates:N: 13766309.66; E: 3142880.13 page 1 of TOLUNAY-WONG(110 ENGINEERS, INC. 1 LOG OF BORING CB-7 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/20/2004 Client: City of Pearland Elevation: +50.0 ft Dry Augered: 0 to 21 ft Free Water During Drilling at: 21 ft Washed Bored: 21 to 80 ft Water at: 17.6 ft after 24 hours Caving at: 35.5 ft ELEVATION/ SOIUSAMPLER' POCKET We Dens. Qu or UU Str. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (%) ( ( f) (%) (%) 50—'""'0 �u^, 1.75 Stiff tan&gray FAT CLAY(CH),"FILL" 22 80 2,50 w/sand pockets&calcareous nodules 20 57 37 72.50Stiff to very stiff dark gray FAT CLAY(CH) 27 96 1.86 8 w/ferrous nodules 1.75 25 64 44 45-5 1.75 -gray&tan below 6' 26 97 1.36 9 150 -w/slickensides below 8' 30 74 52 40—10 3.25 2.25 30 91 1.09 7 35-15 - T )1I 3.75 30—20 Very stiff tan&gray LEAN CLAY W/SAND(CL) w/ferrous nodules 3•50 19 109 1.39 4 36 18 76 A 25-25 Tan&gray SANDY SILT(ML) w/calcareous nodules 21 65 20 30 ; Note(s): Station: 262+55.62 Offset: 117.62'Lt Coordinates: N: 13766236.99; E: 3140600.35 page 1 of 3 • TOLUNAY-WONG ENGINEERS, INC. I LOG OF BORING CB-7 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/20/2004 Client: City of Pearland Elevation: +50.0 ft Dry Augered: 0 to 21 ft Free Water During Drilling at: 21 ft Washed Bored: 21 to 80 ft Water at: 17.6 ft after 24 hours Caving at: 35.5 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (%) ( (�f) (%) LL PI #200 &FIELD DATA or SPT , (%) I. ' - Tan&gray SANDY SILT(ML) — w/calcareous nodules T ' 4.25 Very stiff tan&gray FAT CLAY(CH) 27 97 1.61 1 * w/slickensides&ferrous nodules 15-35 — 3.00 20 110 1.57 4 10—40 fie, w — v Very /calcareous dense tannodules&gray SILTY SAND(SM) 4 /� 545 sore Very stiff-hard tan&gray FAT CLAY(CH) — w/slidcensides&ferrous nodules — 4•50 24 103 118 1 * 0-50 — 4.50 90 -5—55 ,, — 4.25 -very stiff @ 58'-60' 19 108 2.89 2 * -10—60 Note(s): Station:262+55.62 Offset: 117.62'Lt Coordinates: N: 13766236.99; E. 3140600.35 page 2 of 3 i TOLUNAY-WONG ENGINEERS, INC. 1 LOG OF BORING CB-7 Project: City of Pearland Mobility& Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/20/2004 Client: City of Pearland Elevation: +50.0 ft Dry Augered: 0 to 21 ft Free Water During Drilling at: 21 ft Washed Bored: 21 to 80 ft Water at: 17.6 ft after 24 hours Caving at: 35.5 ft • SOIUSAMPLER POCKET Pass ELEVATION/ SYMBOLS PEN.(tsf) DESCRIPTION We Dens. Qu or UU Str. LL PI #200 DEPTH &FIELD DATA or SPT (�0) (P�) ( ('�0) CA) , Very stiff-hard taxi&gray FAT CLAY(CH) — �f w/slickensides&ferrous nodules 4.50 18 113 3.02 3 • -15-65 01 4.50 95 -20-70 4.50 24 102 0.89 1 • - -25—75 4.60 • — � 19 110 2.26 1 -30—80 Boring terminated @ 80 ft -35 85 -40-90 Note(s): Station:262+55.62 Offset: 117.62'Lt Coordinates: N: 13766236.99; E: 3140600.35 page 3 of 3 TOLUNAY-WONG 110 ENGINEERS, INC. t` ; LOG OF BORING CB-8 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/21/2004 Client: City of Pearland Elevation: +54 ft Dry Augered• 0 to 20 ft Free Water During Drilling at: 19 ft Washed Bored: 20 to 80 ft Water at: 26.7 ft after 20 hours Caving at: 53.1 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU Str. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (o) (Pc) ( (o) (%) —0 ;'� 140 Firm to stiff tan&gray FAT CLAY(CH),"FILL" 28 89 1.75 w/calcareous nodules 25 98 1.08 4 — ,• 1.50 26 61 40 art i h,S'rw 50— oe't 2.00 26 98 1 42 6 —5 `xTMz f � iT5t 2.50 K. 28 75 50 "7^ 3.00 Stiff to very stiff tan&gray FAT CLAY(CH) 45— wl ferrous&calcareous nodules,slickensides —10 2.00 26 96 1 19 2 * 1.75 -red&gray below 13' 29 57 40 40 —15 2.00 -w/silt seams below 18' 25 102 1.20 5 35— v —20 — � 3•50 29 95 1.72 4 • 30— (20) —25 4.50 -very stiff-hard below 28' 25- -30 • Note(s): r Station:248+14.88 Offset: 80.76'Rt Coordinates: N: 13765776.24, E:3139200.26 page 1 of 3 TOLUNAY-WONG 10 ENGINEERS, INC. I LOG OF BORING CB-8 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/21/2004 Client: City of Pearland Elevation: +54 ft Dry Augered: 0 to 20 ft Free Water During Drilling at: 19 ft Washed Bored: 20 to 80 ft Water at: 26.7 ft after 20 hours Caving at: 53.1 ft • SOIUSAMPLER POCKET Pass ELEVATION/ SYMBOLS PEN.(tsf) DESCRIPTION We Dens. Qu or UU Str LL PI #200 DEPTH &FIELD DATA or SPT (Y0) ( ( (�0) (%) — `/Y Very stiff-hard tan&gray FAT CLAY(CH) — w/ferrous&calcareous nodules 4.25 Very stiff tan&gray LEAN CLAY(CL) 17 111 2.08 10 20— / w/calcareous nodules&silt seams —35 t / 4.25 24 Very stiff tan&gray FAT CLAY(CH) 15— w/slidcensides,ferrous&calcareous nodules —40 / 4.so -very stiff-hard @ 43'-45' 20 10— / —45 4.25 5— —50 2.25 Stiff tan&gray LEAN CLAY W/SAND(CL) 19 108 1 44 11 33 20 83 0— w/sand seams (25) —55 1.25 Firm tan&gray FAT CLAY(CH) 99 -5— Ai/' '.... wl sand seams —60 Note(s): Station:248+14.88 Offset:80.76'Rt Coordinates: N: 13765776.24, E.3139200.26 page 2 of 3 , TOLUNAY-WONG 110ENGINEERS, INC. LOG OF BORING CB-8 Project: City of Pearland Mobility& Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/21/2004 Client: City of Pearland Elevation: +54 ft Dry Augered: 0 to 20 ft Free Water During Drilling at: 19 ft Washed Bored. 20 to 80 ft Water at: 26.7 ft after 20 hours Caving at: 53.1 ft i • ELEVATION/ SOIUSAMPLER POCKET We Dens. Cu or UU Str. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (%) (Pc() ( � (%) (%) Very stiff-hard tan&gray FAT CLAY(CH) — w/sand seams 4.50 18 112 2.85 1 • 58 39 94 -10- -85 — / 3.50 -very stiff @ 68'-70' 16 116 3.34 5 -15— -w/slickensides below 68' 70 4.00 21 107 2.93 3 • -20 —75 4.50 21 -25— —80 Boring terminated @ 80 ft -30- -85 -35- -90 Note(s): Station:248+14.88 Offset:80.76'Rt Coordinates: N: 13765776.24, E:3139200.26 page 3 of 3 TOLUNAY-WONG IS ENGINEERS, INC. e LOG OF BORING CB-9 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/19/2004 Client: City of Peariand Elevation: +53.4 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Damp @ 25 ft Washed Bored: to ft Water at: Damp after 25 hours Caving at: 25 ft TION/ SOIUSAMPLER POCKET We Dens. Qu or UU Str. Pass ELEVA DEATH SYMBOLS PEN.(tsf) DESCRIPTION PI &FIELD DATA or SPT (%) (Pcf) (� (%) (%) -0 t.• 1.00 Firm gray&tan FAT CLAY(CH),'FILL' 90 1.25 w/calcareous nodules 31 79 53 � 0.75 Firm to stiff tan&gray FAT CLAY(CH) 50— w/ferrous nodules 1.00 40 98 71 —5 2.00 -w/slickensides below 8' 38 82 0.93 1 • I - 45— 1.50 31 97 _-10 3.00 -very stiff below 10' Very stiff tan&gray LEAN CLAY(CL) 3.00 w/silt pockets 20 97 40 -red&gray below 13' —15 Very stiff red&gray FAT CLAY(CH) w/slickensides 35— 325 —20 30— 3.25 28 —25 Boring terminated @ 25 ft 25- -30 Note(s): Station: 181+15.98 Offset:94.51'Rt Coordinates: N: 13764407.54, E. 3132753.26 page 1 of 1 TOLUNAY-WONG 10 ENGINEERS, INC. l LOG OF BORING CB-9A Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 10/24/2005 Client: City of Pearland Elevation: +52.9 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: 17 ft Washed Bored: to ft Water at: 11.0 ft after 24 hours Caving at: 13.8 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. Ou or UU Str Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION ° ° LL PI #200 &FIELD DATA or SPT (�0) ( ( (�0) (%) 0 k Ay.• 3.00 Very stiff gray&dark gray FAT CLAY(CH)"FILL" w/sand pockets 1 K 50-� = ; . 3.00 Very stiff gray&tan SANDY LEAN CLAY(CL)"FILL" ti 1.50 Stiff tan&gray FAT CLAY(CH) 1.50 33 92 149 5 75 52 90 45— 3.25 -very stiff w/sand pockets&calcareous nodules,8'-10' 10 1.25 -stiff below 10' 1 40 1.50 32 94 0.70 10 * 63 41 88 1•°° Loose tan SILT(ML)interbedded with FAT CLAY(CH) 91 ^-15 z 35 j Very stiff tan FAT CLAY(CH) 3.00 w/sllckensides 24 101 2.23 7 • t 20 30— 3.25 --25 Boring terminated @ 25 ft 25 30 Note(s): Groundwater was measured at a depth of 16.5 ft 15 minutes after encountering free water Station: 180+36 Offset: 3.0'Rt Coordinates: N: 13764492.20; E:3132663.53 page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-10 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/23/2004 Client: City of Pearland Elevation: +56.3 ft Dry Augered: 0 to 35 ft Free Water During Drilling at: 33 ft Washed Bored: 35 to 80 ft Water at: 11 7 ft after 23 hours Caving at: 31.0 ft SOIL/SAMPLER POCKET Pass ELEVATION/ SYMBOLS PEN.(tsf) DESCRIPTION We Dens. Cu or UU Str. LL PI #200 DEPTH &FIELD DATA or SPT (%) (Pc0 (st) (off) (%) 0 ;. . 1.25 Arm to very stiff gray&tan FAT CLAY(CH),"FILL" 32 55— r,,s;..z, 2.25 w/grass roots 28 84 57 95 ":; 4.25 ://›. Stiff to very stiff tan&gray FAT CLAY(CH) 3.25 w/ferrous nodules 31 —5 50— 3.00 2.60 -w/slickensides below 8' 34 91 66 --10 1.75 30 89 1.08 3 • (8) 45— w / 4.25 —15 40=- 3.00 25 100 1 78 3 • —20 35 2.75 28 95 2.45 3 • 25 30-_ / 7 3.00 22 —30 Note(s): Station: 161+72.35 Offset:42.03'Lt Coordinates: N: 13764574.89; E.3130810.01 page 1 of 3 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-10 , Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/23/2004 Client: City of Pearland 1 Elevation: +56.3 ft Dry Augered: 0 'to 35 ft Free Water During Drilling at: 33 ft Washed Bored: 35 to 80 ft Water at: 11 7 ft after 23 hours Caving at: 31.0 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Ou or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (,�u) ( t�fl (%) LL PI #200 &FIELD DATA or SPT (%) - ••, ; Very stiff-hard tan&gray SANDY LEAN CLAY(CL) 25— w/calcareous deposits - - 4.25 22 104 2.88 3 _—35 20 .- f 1418' • 18 40 26 70 zere• . - / Verystiff tan&grayFAT CLAY CH / ( ) 15— w/calcareous nodules&slidcensides / 3.50 29 95 1.62 1 ' ---� Stiff tan&gray LEAN CLAY(CL) 10— 7 w/ferrous nodules&sand seams 1.50 22 104 175 10 92 / (25) _—50 5— Stiff to very stiff tan&gray FAT CLAY(CH) -- // w/calcareous nodules -- 1.50 31 95 1.57 9 (25) —55 0 / / 3.50 20 / —e0 Note(s): Station: 161+72.35 Offset:42.03'Lt Coordinates: N: 13764574.89; E.3130810.01 page 2 of 3 TOLUNAY-WONG 10ENGINEERS, INC. LOG OF BORING CB-10 1 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/23/2004 Client: City of Pearland Elevation: +56.3 ft Dry Augered: 0 to 35 ft Free Water During Drilling at: 33 ft Washed Bored: 35 to 80 ft Water at: 1.1 7 ft after 23 hours Caving at: 31.0 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION &FIELD DATA or SPT (%) ( (' (%) LL PI (%) ' Stiff to very stiff tan&gray FAT CLAY(CH) • // w/calcareous nodules -5 4.25 -w/slidcensides @ 63'-65' 21 105 2.91 2 • _—65 / Very stiff-hard tan&gray LEAN CLAY(CL) -10= / w/calcareous nodules 4.50 15 117 3.53 7 70 r.;rr.:rs Very dense tan&gray CLAYEY SAND(SC) -15-- i i f 'zzXz: 'X.'l..:C'X.' z z r• 1918• 42 z u•:Z y 30/8' Z7:Z2::/, 4588' —75 ...,r.• Very dense tan SILTY SAND(SM) -20-- 3ti6' 13 3518' ••••••• 42!8- -80 Boring terminated @ 80 ft -25— _r 1 —85 _30� —9U Note(s): Station: 161+72.35 Offset:42.03'Lt Coordinates: N: 13764574.89; E:3130810.01 page 3of3 • TOLUNAY-WONG ENGINEERS, INC. I 1 LOG OF BORING CB-11 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/24/2004 Client: City of Pearland Elevation: +54.2 ft Dry Augered: 0 to 20 ft Free Water During Drilling at: 18 ft Washed Bored: 20 to 80 ft Water at: Damp after 29 hours Caving at: 23.6 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. au or UU Str. Pass , DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (,!o) ( (�� (,fie) LL PI #200 &FIELD DATA or SPT (%) - 0 ,''''.:V.'o;,A Firm gray&tan FAT CLAY(CH),'FILL' 88 - ;r • 0.75 w/grass roots&calcareous nodules 31 77 56 K 1.75 Finn to stiff brown&gray FAT CLAY(CH) 31 88 1 17 5 r w/ferrous nodules&sand seams 50 s 1.25 34 80 55 r5 r 1.75 34 86 0.84 1 • r -r 2.25 45—r r 10 1.75 Stiff tan&gray LEAN CLAY W/SAND(CL) 83 r ; '• :, w/sand seams&calcareous nodules _ ! r 2.25 -w/calcareous deposits @ 13'-15' 20 107 1.25 2 32 18 82 40--r r 15 r it r - 4.50 , Very stiff-hard tan&gray FAT CLAY(CH) 35 s w/slickensides r 20 r / 3.50 -very stiff below 23' 27 96 1.91 2 * 30� / 4 r 25 �....... Very stiff tan&gray SANDY LEAN CLAY(CL) r .••..• WI ferrous nodules&calcareous deposits r r 3.75 25J" •.4 —30 1 Note(s): Station: 138+81.66 Offset:28.80'Rt r Coordinates: N: 13764478.34, E: 31288523.99 page 1 of 3 -'., TOLUNAY-WONG ENGINEERS, INC. I LOG OF BORING CB-11 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/24/2004 Client: City of Pearland Elevation: +54.2 ft Dry Augered: 0 to 20 ft Free Water During Drilling at: 18 ft Washed Bored: 20 to 80 ft Water at: Damp after 29 hours Caving at: 23.6 ft ELEVATION/ SOIL/SAMPLER POCKET Wc Dens. au or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 &FIELD DATA or SPT (%) ('- ( (%) - ' Very stiff tan&gray SANDY LEAN CLAY(CL) s w/calcareous deposits r -r 4.00 15 117 1.21 3 20-r r 35 s /........... 4.25 15 1 r 40 s J 3.00 stiff tan&grayFAT CLAY CH 29 93 1.64 1 • 10 w/Veryickensides&ferrous nodules ) r45 s // 4.50 -very stiff-hard @ 48'-50' 5-r r 50 r r 3.00 31 93 1 42 1 ' 0— r 55 0 Very stiff tan&gray LEAN CLAY(CL) — w/sand seams r-I- / 3.00 19 110 2.05 8 -5--r —60 Note(s): Station: 138+81.66 Offset:28.80'Rt Coordinates: N: 13764478.34, E.31288523.99 page 2 of 3 TOLUNAY-WONG ENGINEERS, INC. - LOG OF BORING CB-14 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 2/24/2004 Client: City of Pearland Elevation: +54.2 ft Dry Augered: 0 to 20 ft Free Water During Drilling at: 18 ft Washed Bored: 20 to 80 ft Water at: Damp after 29 hours Caving at: 23.6 ft ELEVATION/ SOIIJSAMPLER POCKET We Dens. Qu or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION PI li &FIELD DATA or SPT (%) (Pcf) ( (%) (off) Very stiff-hard tan&gray LEAN CLAY(CL) s / w/sand seams • 4.50 18 112 4.38 9 -10-- r 85 h s 2.25 -stiff below 68' 22 -15 s r 70 / wVery/sand stiff-hardseams tan&gray LEAN CLAY W/SAND(CL) ' tr s - "-s, r 4.50 80 -20s ,r r 75 Stiff tan&gray SANDY LEAN CLAY(CL) — w/sand seams 2.50 15 118 1.35 3 88 -25-' 80 • Boring terminated @ 80 ft -30-s r 85 r • -35- -90 Note(s): Station: 138+81.66 Offset:28.80'Rt Coordinates: N: 13764478.34, E:31288523.99 page 3 of 3 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-12 _ Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/26/2005 Client: City of Pearland Elevation: +47.61 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored• to ft Water at: 3.7 ft after 32 hours Caving at: 6.0 ft SOIUSAMPLER POCKET Pass ELEVATION/ SYMBOLS PEN.(1sf) DESCRIPTION We Dens. Du or UU Str. LL PI #200 DEPTH &FIELD DATA or SPT (%) ( (� (%) (%) 0 4 1/4"Asphalt+6'Sand Base - No x i , Gray SANDY LEAN CLAY(CL)"FILL" 27 42 25 55 2.50 \w/calcareous nodules&roots 31 89 1.05 2 77 53 45— Stiff gray FAT CLAY(CH) w/siidcensides&ferrous nodules 1.50 -gray&tan @4'-8' —5 1.50 -firm w/calcareous nodules @ 6'-10' 33 86 0.81 5 91 65 89 40- 1.75 -gray&reddish brown below 8' 10 2.25 29 94 1.53 8 * 76 51 35— 2•50 -stiff below 13' —15 30- 3.50 -very stiff below 18' 22 -w/sand pockets&sand seams below 18' —20 25— 3.75 -silty clay w/sand layer @ 24'- 25' —25 Boring terminated @ 25 ft 20— 30 Note(s): Station:401+64.55 Offset: 38.50'Rt Coordinates: N: 13767057.90; E:3154323.06 page 1 of 1 TOLUNAY-WONG. ENGINEERS, INC. 1 LOG OF BORING CB-13 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/26/2005 Client: City of Peariand Elevation: +47.64 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 6.0 ft after 32 hours Caving at: 6.3 ft ELEVATION/ SOIL/SAMPLER 'POCKET We Dens. Ou or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (%) ° LL PI' #200 &FIELD DATA or SPT ( ( (�0) (%) —0 5 1/2"Asphalt+4"Sand Base ti ^' ,, Gray SANDY LEAN CLAY(CL)"FILL" V 1.50 Stiff gray&tan FAT CLAY(CH) 39 94 66 45 w/slickensides,sand pockets&ferrous nodules 1.50 —5 - 1.75 40 2.00 -gray&reddish brown below 8' 37 -10 2.25 33 75 50 35— 3.25 -very stiff @ 13'-20' 26 100 2.02 9 * 68 46 —15 30— 3.75 24 100 1.30 2 * 98 —20 25— 4.50 -hard below 23' -wl sand&silt pockets below 23' —25 Boring terminated @ 25 ft 20— —30 Note(s): Station: 393+66.51 Offset:23.06'Rt Coordinates: N: 13767009.38; E: 3153526.34 page 1of1 r TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-1,4 ,, Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/26/2005 Client: City of Pearland Elevation: +49.45 ft Dry Augered: 0 to 20 ft Free Water During Drilling at: 18.5 ft Washed Bored: 20 ft to 25 ft Water at: 7.8 ft after 31 hours Caving at: 8.0 ft SOIL/SAMPLER POCKET Pass ELEVATION/ SYMBOLS PEN.(tsf) DESCRIPTION We Dens. Qu or UU Str. LL PI #200 &FIELD DATA or SPT ("0) (P� ( (Y0) (%) 0 T Asphalt+9"Sand Base A .4 Gray FAT CLAY(CH)"FILL" 2.25 \w/calcareous nodules 40 99 70 Stiff gray&tan FAT CLAY(CH) w/slidcensides&ferrous nodules 45— 1'25 -w/roots&calcareous nodules @ 2'-4' —5 -firm@4'-8' 1.25 41 99 71 1.75 -gray.&reddish brown below 8' 40 , -10 2.00 -firm below 10' 39 86 0.62 1 • 3.00 Stiff gray&reddish brown LEAN CLAY w/SAND(CL) 21 106 1.50 14 39 22 81 35— w/silt pockets f _-15 Reddish brown SILT(ML) - r / Very stiff gray&reddish brown FAT CLAY(CH) 30— " iaw -w/silt seams&calcareous nodules @ 18.5'-20' —20 3.50 -w/silt pockets&ferrous nodules below 23' 27 25- -25 Boring terminated @ 25 ft 20- -30 Note(s): Groundwater was measured at a depth of 8.6 ft 15 minutes after encountering free water Station: 339+91 71 Offset 1079.54'Lt Coordinates: N: 13767425.81, E: 3148192.20 page 1 of 1 TOLUNAY-WONG (10ENGINEERS, INC. LOG OF BORING CB-15 Project: City of Pearland Mobility& Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/26/2005 Client: City of Pearland Elevation: +48.33 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 5.3 ft after 30 hours Caving at: 5.7 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU Str. Pass SYMBOLS PEN.(tsf) DESCRIPTION ILL PI #200 DEPTH &FIELD DATA or SPT (%) ( (� (%) (%) —0 3"Asphalt+10'Sand Base Gray FAT CLAY(CH)"FILL" 38 83 60 88 1.25 Firm to very stiff gray FAT CLAY(CH) w/slidcensides&ferrous nodules 1.25 -gray&tan©4'-10' —5 -w/calcareous nodules©4'-6' 1.50 41 92 67 40— 1.50 —10 2.00 -gray&reddish brown below 10' 35— 3.00 20 56 37 —15 30— 4.25 24 104 2.56 7 * -20 25-- 4.00 23 103 1 44 6 • 73 51 25 Boring terminated @ 25 ft 20--- -30 • Note(s): Station:333+0012 Offset:28.54'Rt Coordinates: N: 13766285.11, E:3147555.85 page 1 of 1 - TOLUNAY-WONG11) ENGINEERS, INC. i LOG OF BORING CB-16 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/26/2005 Client: City of Pearland Elevation: +48.73 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 5.9 ft after 30 hours Caving at: 6.5 ft ELEVATION! SOIUSAMPLER POCKET Wc Dens. Qu or UU SV. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (%) (%) LL PI #200 &FIELD DATA or SPT (P ) (tsf) (%) —0 9"Asphalt cement stabilized Sand Base ti :),47..1 1.75 —SILTY SAND(SM)"FILL" 36 41 Stiff gray&tan FAT CLAY(CH) _ w/slickensides&ferrous nodules 1.25 -firm @ 4'-8' 41 97 71 —5 -w/sand seams&pockets©4'-6' I ti T 1.25 1.76 37 84 0.72 2 • 40— -'-10 2.00 -gray&reddish brown below 10' 32 85 59 ti 3.00 29 96 1.50 6 • 78 53 35 7-15 • 2.50 -w/calcareous nodules @ 18'-20' 32 89 63 98 30—_ 20 ` 3.00 26 97 116 2 • 25—\_ —25 Boring terminated @ 25 ft 20--� —30 Note(s): Station:324+26.40 Offset: 5.33'Lt Coordinates: N: 13766276.04, E:3146681.53 page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. I LOG OF BORING CB-17 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/26/2005 Client: City of Pearland Elevation: +48.15 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 5.8 ft after 29 hours Caving at: 6.0 ft SOIL/SAMPLER POCKET Pass ELEVATION! SYMBOLS PEN.(taf) DESCRIPTION We Dens. Qu or UU Str.&FIELD DATA or SPT (%) (per (1s0 (%) LL PI #200 (%) =0 9 1/2"Asphalt+4"Sand Base J � v p;'4 Gray FAT CLAY w/SAND(CH)"FILL" 28 81 -r r 1.50 \w/sand seams,calcareous&ferrous nodules 38 102 74 45—r Stiff gray&tan FAT CLAY(CH) w/ferrous nodules -r 1.00 -firm @ 4'-8' J 5 J 1.25 39 91 66 40— 1.50 36 85 0.53 2 * 10 2.00 -gray&reddish,w/slickensides below 10' 36 83 59 98 J 35—r 2.50 30 93 1.54 7 " 79 55 J 15 J 30—r 3.25 -very stiff below 18' -t—20 25-- 3.50 23( 101 2.08 7 * r 25 Boring terminated @ 25 ft 20 —30 Note(s): Station: 315+96.74 Offset: 734 76'Lt Coordinates: N: 13766963.85; E:3145817.05 page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. BOG OF BORING CB-18 Project: City of Pearland Mobility& Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27/2005 Client: City of Pearland Elevation: +46.36 ft Dry Augered: 0 to 42 ft Free Water During Drilling at: 42 ft Washed Bored. 42 ft to 80 ft Water at: 7 1 ft after 23 hours Caving at: 7.6 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. au or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (%) (%) LL PI #200 &FIELD DATA or SPT (Pa) (tsf) (%) --0 140 Firm to stiff dark gray FAT CLAY(CH) _ w/ferrous nodules 45 -w/roots to 6' 1.00 -tan&gray @ 2'-10' 1.25 —5 40— 1.00 34 79 56 1.00 —10 1.25 -gray&reddish brown @ 10'-25' 29 95 75 51 35— { 1.50 32 87 61 —15 30 1.5025' - / -w/calcareous nodules @ 18'- 22 72 48 —20 25— 2.00 —25 20 - 2.00 -tan&gray @28'-30' —30 Note(s): Groundwater was measured at a depth of 38 ft 15 minutes after encountering free water Station:315+47.61 Offset: 1336.32'Lt Coordinates: N: 13767562.28; E. 3145738.44 page 1 of 3 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-18 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27/2005 Client: City of Pearland Elevation: +46.36 ft Dry Augered: 0 to 42 ft Free Water During Drilling at: 42 ft Washed Bored: 42 ft to 80 ft Water at: 7 1 ft after 23 hours Caving at: 7.6 ft ELEVATION/ SOIL/SAMPLER ,POCKET We Dens. Ou or UU SV. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (,�) (P ( (%) LL PI #200 30 &FIELD DATA or SPT (%) /V Hard tan&gray FAT CLAY(CH) 15-- 4.50 -w/calcareous nodules @ 33'-45' 24 106 4.03 14 * 59 39 -w/slickensides @ 33'-35' (28) —35 10 / / 4.50 -reddish brown&gray below 38' 20 109 4.97 13 58 38 96 —40 5— v / 4.00 -very stiff below 43' 23 106 1.59 4 -w/slickensides below 43' (36) —45 / 4.00 -verystiff to hard below 48' 24 102 3.59 8 * 3 7 50 —50 4.00 25 104 3.61 8 • —55 / 3.75 -w/ferrous nodules below 58' 23 104 1 74 2 • 66 45 —80 Note(s): Groundwater was measured at a depth of 38 ft 15 minutes after encountering free water Station: 315+47.61 Offset: 1336.32'Lt Coordinates: N: 13767562.28; E: 3145738.44 page 2 of 3 TOLUNAY-WONG01)ENGINEERS, INC. I ( LOG OF BORING CB-1'8 Yli Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27/2005 Client: City of Pearland Elevation: +46.36 ft Dry Augered: 0 to 42 ft Free Water During Drilling at: 42 ft Washed Bored' 42 ft to 80 ft Water at: 71 ft after 23 hours Caving at: 7.6 ft ELEVATIONI SOIUSAMPLER POCKET we Dens. Ou or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (off) ( (tsf) (%) LL PI #200 &FIELD DATA or SPT (%) Very stiff tan&gray FAT CLAY(CH) -15— w/ferrous nodules / 3.75 -w/clayey sand layers @ 63'-65' --65 ;�:.::.::. Hard light gray&tan SANDY LEAN CLAY(CL) -20— ;' w/sand seams&ferrous nodules -- / 4.50 16 39 22 68 —70 -25— •- /• 4.50 • Very stiff to hard LEAN CLAY(CL) 22 104 2.60 6 • 45 26 w/slickensides —75 -30-- tee. Very dense gray&reddish brown SILTY SAND(SM) 21 26 ssI"� 35/ —806' Boring terminated @ 80 ft -35— —85 -40— —90 Note(s): Groundwater was measured at a depth of 38 ft 15 minutes after encountering free water Station:315+47.61 Offset: 1336.32'Lt Coordinates: N: 13767562.28; E: 3145738.44 page 3 of 3 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-19 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/26/2005 Client: City of Pearland Elevation: +49.58 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 5.0 ft after 27 hours Caving at: 6.3 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. Qu or UU Str. Pass SYMBOLS PEN.(tsf) DESCRIPTION DEPTH &FIELD DATA or SPT (%) ( (� (%) LL PI #200 _ (%) 0 4"Asphalt+7°Sand Base .17' , Gray FAT CLAY w/SAND(CH)"FILL" 28 68 45 83 - / j 1 b0 --�w/sand seams&calcareous nodules 32 74 51 91 Stiff gray FAT CLAY(CH) w/slickensides&ferrous nodules 45— - 1.00 -w/sand seams @ 2'-4' —5 -firm @4'-6' 1.75 1.50 -gray&reddish brown w/calcareous nodules below 8' 30 72 48 40— 10 2.00 Stiff gray&tan LEAN CLAY(CL) 22 42 24 w/sand pockets,silt seams&calcareous stains 2.75 Stiff reddish brown&light gray FAT CLAY(CH) 29 94 1.36 4 ' w/slickensides 35—_15 2.75 28 96 1 75 4 " 70 47 30--20 4.50 -hard,w/calcareous nodules below 23' 25--25 Boring terminated @ 25 ft 20- -30 Note(s): Station: 306+14.30 Offset:6.79'Lt Coordinates: N: 13766188.53; E.3144871.54 page 1 of 1 TOLUNAY-WONG4/10ENGINEERS, INC. t LOG OF BORING CB-20 Project: City of Pearland.Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27/2005 Client: City of Pearland Elevation: +50.07 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: 23 ft Washed Bored: to ft Water at: 6.1 ft after 25 hours Caving at: 6.7 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. Qu or UU Str. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (%) ( (�0 (Y0) (%) 50—0 i 5"Asphalt+5"Sand Base 4 Gray FAT CLAY(CH)"FILL" j^ 1.50 --.w/ferrous&calcareous nodules i J Stiff gray&tan FAT CLAY(CH) w/ferrous nodules "•r:� 1.75 Stiff gray&tan FAT CLAY w/SAND(CH) 26 77 54 71 45-5 ,,,�� w/ferrous nodules 1.50 Stiff to hard gray&tan FAT CLAY(CH) w/ferrous nodules 2.00 -gray&reddish brown below 8' 26 64 45 -w/calcareous nodules @ 8'-20' 40—10 4.50 -w/silt&sand pockets @ 10'-12' 2.50 -w/slickensides below 13' 28 72 51 99 35 15 3.25 25 30 20 4.50 -w/silt layer©23' 22 25 25 Boring terminated @ 25 ft Y —30 Note(s): Groundwater was measured at a depth of 6.3 ft 15 minutes after encountering free water Station:295+76.9 Offset:4.69'Lt Coordinates: N: 13766135.49; E.3143835.49 page 1 of TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-21 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27/2005 Client: City of Pearland Elevation: +50.41 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 8.2 ft after 23 hours Caving at: 11.6 ft ss ELEVATION/ SOSY BOLS R PEN POCKET DESCRIPTION We Dens. Qu or UU Str. LL PI #200 DEPTH &FIELD DATA or SPT (%) ( Os() (��) (%) 50--0 �• 2.25 Stiff gray FAT CLAY w/SAND(CH)"FILL" 24 67 46 85 w/ferrous&calcareous nodules 1•75 •Stiff to very stiff tan&gray FAT CLAY(CH) w/ferrous nodules 2.00 45--5 0.75 -firm @6'-10' 1.25 -w/calcareous nodules @ 8'-12' 31 69 48 40_-10 3.00 -gray&reddish blown below 10' -w/silt pockets @ 10'-12' d! // Stiff reddish brown&gray LEAN CLAY(CL) 3.25 w/silt pockets 21 107 1.71 7 36 19 35--15 Very stiff reddish brown&gray FAT CLAY(CH) 3.00 -w/slickensides below 18' 25 97 0.95 2 * 79 53 30--20 2.50 -stiff,w/silt seams&partings below 23' 21 25--25 Boring terminated @ 25 ft —30 Note(s): Station:277+80.81 Offset: 30.07'Rt Coordinates: N: 13766302.94, E:3142105.10 page 1 of • TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-22 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27/2005 Client: City of Pearland Elevation: +49.88 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 8.0 ft after 24 hours Caving at: 8.7 ft SOIL/SAMPLER POCKET Pass ELEVATION/ SYMBOLS PEN.(tsf) DESCRIPTION we Dens. Qu or UU Str. LL PI #200 DEPTH &FIELD DATA or SPT (%) ( ( (%) (%) —0 �1"Asphalt+6"Sand Base • Gray FAT CLAY(CH)"FILL" 29 67 46 90 A mow/ferrous nodules 2.25 Stiff gray&tan FAT CLAY(CH) 1 w/ferrous nodules 2.00 -w/calcareous nodules @ 4'-20' 45-5 1.75. 29 68 48 ti ~ - 2.25 10 / 3.25 Very stiff gray&reddish brown LEAN CLAY(CL) 22 45 28 92 w/calcareous nodules/stains&silt pockets ti 3.00 Very stiff reddish brown&gray FAT CLAY(CH) 24 99 1.42 10 " -w/silt pockets©13'-15' 35—15 -w/slickensides @ 13'-20' Z 3.25 26 64 43 —` 20 2.75 -stiff,w/sand pockets below 23' 19 110 2.12 15 25 25 Boring terminated @ 25 ft 1 20--30 Note(s): Station:270+23.55 Offset: 30.50'Rt Coordinates: N: 13766261.80; E.3141348.95 page 1 of 1 TOLUNAY-WONG (110 ENGINEERS, INC. LOG OF BORING CB-23 f Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27/2005 Client: City of Pearland Elevation: +50.26 ft Dry Augered: 0 to 23 ft Free Water During Drilling at: 23 ft Washed Bored: 23 ft to 80 ft Water at: Dry after 19 hours Caving at: 8.5 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU SV. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (%) (KO (� (%) (%) 50--0 1.. � 4.50 + Hard gray&reddish brown FAT CLAY(CH)"FILL" 22 102 55 35 93 >' w/grass,roots,sand pockets&ferrous nodules ., ,4 x -- 1 fir* 1.25 Firm gray&reddish brown FAT CLAY w/SAND(CH)"FILL" 20 50 30 77 w/ferrous nodules,sand seams&rock fragments r e "�' 1.25 Firm gray&tan FAT CLAY(CH)"FILL" 45 s 5 r;:' w/rock fragments&ferrous&calcareous nodules -r / 1.75 Stiff gray&tan•FAT CLAY(CH) jw/ferrous&calcareous nodules } -- 1.75 40 s 10 2.75 -gray&reddish brown below 10' 23 59 40 92 r • / 1.50 22 102 35_-15 _' / 2.50 * / -w/slickensides @ 18'-20' 31 92 1 48 6 _- (16) 30--20 i_r_ 3.25 •w/sand seams below 23' 17 111 1.91 15 V Stiff to very stiff light gray&tan LEAN CLAY(CL) 25_—25 w/sand seams r 4 1.25 19 110 2.33 9 45 28 —30 Note(s): Station:262+59.68 Offset: 158.10'Lt Coordinates: N: 13766277.61, E:3140602.58 ` page 1 of 3 TOLUNAY-WONG Op ENGINEERS, INC. i LOG OF BORING CB-23 Project:, City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27/2005 Client: City of Pearland Elevation: +50.26 ft Dry Augered: 0 to 23 ft Free Water During Drilling at: 23 ft Washed Bored: 23 ft to 80 ft Water at: Dry after 19 hours Caving at: 8.5 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. Cu or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (,�u) ( ( (%) LL PI' #200 &FIELD DATA or SPT (%) 20— Stiff to very stiff light gray&tan LEAN CLAY(CL) • r w/sand seams -r 4.50 * Very stiff to hard reddish brown&gray FAT CLAY(CH) 27 98 2.60 4 w/slickensides,calcareous&ferrous nodules 15--35 _r 4.00 29 99 4.26 8 * (26) 10 s 4° e° s .. i.421 sve• Very dense gray&reddish brown SANDY SILT(ML) .r Y 2216' w/siltstone fragments&clayey sand seams 5--45 . _r 4.50+ Hard gray&tan FAT CLAY(CH) 22 105 1.90 2 " 62 41 97 w/slickensides&ferrous nodules&calcareous nodules 0 J-50 •O 4.50+ 19 107 2.97 4 * .r _5_—55 ." _r -r 4.50+ —60 Note(s): Station:262+59.68 Offset: 158.10'Lt Coordinates: N: 13766277.61, E:3140602.58 page 2of3 TOLUNAY-WONG 440 ENGINEERS, INC. I. LOG OF BORING CB-23 Project: City of Pearland Mobility& Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27/2005 Client: City of Pearland Elevation: +50.26 ft Dry Augered: 0 to 23 ft Free Water During Drilling at: 23 ft Washed Bored: 23 ft to 80 ft Water at: Dry after 19 hours Caving at: 8.5 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. Ou or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (,�u) ( (� (%) LL PI #200 &FIELD DATA or SPT (%) -10— Hard gray&tan FAT CLAY(CH) - / w/ferrous nodules&calcareous nodules s 4.50+ 18 114 5.03 13 53 35 92 -r -15--85 1 4.50+ w/slidcensides below 68' 21 107 1.67 1 ' _r -20--70 /7/ 94.50 24 104 2.09 2 ' (40) -25 75 _r - 21 33 Very dense gray&tan SILTY SAND(SM) a2Iti• w/fat day seams&traces of calcareous nodules —80 tee• — 3 6 Boring terminated©80 ft .r -35 85 s _r —90 Note(s): Station:262+59.68 Offset: 158.10'Lt Coordinates: N: 13766277.61, E.3140602.58 page 3 of 3 TOLUNAY-WONG(10ENGINEERS, INC. LOG OF BORING CB-23A Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 9/8&9/2005 Client: City of Pearland Elevation: +50.26 ft Dry Augered. 0 to 25 ft Free Water During Drilling at: 23 ft Washed Bored: 25 to 80 ft Water at: 71 ft after 22 hours Caving at: 14.5 ft ELEVATION( SOIL/SAMPLER POCKET We Dens. Ou or UU SU. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT ('�0) ( (� (°�0) (%) 50=0 j 4.50 Very stiff to hard gray&tan SANDY LEAN CLAY(CL) 11 s / w/ferrous nodules - 2.25 -w/roots,0'-2' 18 2.00 Stiff to very stiff tan&gray FAT CLAY(CH) 19 45— 5 w/sand pockets&ferrous nodules 2.25 23 2.25 -w/calcareous nodules @ 8'-10' 23 40 10 1.50 23 100 _r 2.50 -slickensided @ 12'-18' 26 100 1.09 2 • 3.00 -very stiff,reddish brown&tan below 14' 29 15 2.75 28 95 1.53 3 3.50 19 1 J--20 _ v • 3•00 Very stiff tan&light gray SANDY LEAN CLAY(CL) 19 109 1.99 10 _r ; w/sand pockets&calcareous nodules 25--25 f 1.50 Firm to stiff reddish brown&light gray LEAN CLAY(CL) 24 100 0.64 14 0 0.75 w/ferrous&calcareous nodules (22) —30 Note(s): Water level was measured at a depth of 7.5 ft 15 minutes after encountering free water Station:261+20 Offset:227.26'Lt Coordinates: N: 13766335.16; E. 3140438.42 i . -' page 1 of 3 • TOLUNAY-WONG opENGINEERS, INC. LOG OF BORING CB-23A M Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 9/8&9/2005 Client: City of Pearland Elevation: +50.26 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: 23 ft Washed Bored: 25 to 80 ft Water at: 7 1 ft after 22 hours Caving at: 14.5 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. Qu or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION o o LL PI #200 &FIELD DATA or SPT (/o) (pcf) (tsf) (/o) (%) 20— Of Firm reddish brown&light gray LEAN CLAY(CL) •!- w/ferrous&calcareous nodules .d- / 4.25 Verystiff reddish brown&light grayFAT 22 g CLAY(CH) .r w/slickensides&silt seams 15—1-35 Stiff red& ra y SANDY LEAN CLAY CL , 1.50 -w/silt seams 20 109 1.04 7 (26) _- .'?.::/ 10— 40 Tan SILTY SAND(SM) 40/6 23 27/6 ioi 55//6 Hard reddish brown&tan FAT CLAY(CH) 5 s 45 / w/sand seams 4.50 -w/silt pockets&slickensides below 48' 0--50 1 / r / r � 4.50 -tan&light gray w/sand pockets&ferrous nodules below 53' 16 116 5.43 15 _r -5--55 1 f J 4.50 19 109 —60 Note(s): Water level was measured at a depth of 7.5 ft 15 minutes after encountering free water Station:261+20 Offset: 227.26'Lt Coordinates: N: 1376,6335.16; E. 3140438.42 page 2 of 3 0 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-23A Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 9/8&9/2005 Client: City of Pearland Elevation: +50.26 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: 23 ft Washed Bored: 25 to 80 ft Water at: 7 1 ft after 22 hours Caving at: 14.5 ft ELEVATION/ SOIL/SAMPLER 'POCKET We Dens. Oa or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (/o) ( (WO (/o) e &FIELD DATA or SPT oo LL PP #200 ) -10— Hard tan&light gray FAT CLAY(CH) w/sand seams,sand pockets&ferrous nodules s .4.50 -w/slickensides below 63' 25 101 1.53 1 • -w/calcareous stains @ 63'-70' -15 s 85 -w/silt pockets @ 63'-65' / 4.50 -light gray&tan below 68' 19 110 2.70 2 • -20--70 4.50 20 106 q -25--75 s / 4.50 -w/calcareous nodules below 78' 17 111 4.75 4 -��-80 Boring terminated @ 80 ft -35--85 s _r —90 Note(s): Water level was measured at a depth of 7.5 ft 15 minutes after encountering free water Station:261+20 Offset:227.26'Lt Coordinates: N: 13766335.16; E:3140438.42 page 3 of 3 TOLUNAY-WONG ENGINEERS, INC. fI LOG OF BORING CB-24 Project City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/18/2005 Client: City of Pearland Elevation: +51 41 ft Dry Augered: 0 to 30 ft Free Water During Drilling at: 30 ft Washed Bored: 30 ft to 80 ft Water at: Dry after 21 hours Caving at: 3.0 ft ELEVATION! SOIL/SAMPLER POCKET We Dens. Qu or UU Str. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (°�) (P ( (%) (%) 0 ; '' , 1.50 Stiff gray&tan FAT CLAY(CH)"FILL" 29 50— . 4 L « x 0.50 -soft below 2' 30 91 66 a f,:* / 0.75 Firm to very stiff gray&tan FAT CLAY(CH) 34 —5 w/ferrous nodules 45— 1.50 34 88 70 48 1.50 29 93 —10 3.25 22 40— / 2.00 -red&gray below 13' 26 100 1 45 13 55 36 _ —15 - / 3.25 -w/stickensides @ 18'-25' 26 99 —20 30 / / 3.25 sand pockets,23'-25' 22 105 2.75 14 62 41 -w/ —25 25=_ / - / 3.50 -stiff w/ferrous nodules below 28' 19 108 1.63 10 30 Note(s): Groundwater was measured at a depth of 7.8 ft 15 minutes after encountering free water Station:250+24.28 Offset: 22.36'Rt Coordinates: N: 13765844.07, E: 3139406.96 page 1 of 3 TOLUNAY-WONG 10 ENGINEERS, INC. LOG OF BORING CB-24 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/18/2005 Client: City of Pearland Elevation: +51 41 ft Dry Augered: 0 to 30 ft Free Water During Drilling at: 30 ft Washed Bored: 30 ft to 80 ft Water at: Dry after 21 hours Caving at: 3.0 ft SOIUSAMPLER POCKET Pass ELEVATION/ SYMBOLS PEN.(tst) DESCRIPTION We Dens. Qu or UU SV LL PI #200 DEPTH &FIELD DATA or SPT (%) (' (ts�• (%) (%) - '/k1 Very stiff red&gray FAT•CLAY(CH) � w/ferrous nodules 20—_ / 4.00 -w/silt seams&ferrous nodules,33'-35' 23 101 2.08 8 99 15-_ 3.50 -red&light grayw/lean dayseams- 20 108 2.29 15 9 =40 10—_ 2.50 -stiff w/silt seams,43'-45' 23 105 1 71 6 —45 5 / 4.50 -verystiff to hard w/sand pockets&silt pockets belo w 48' 21 110 4.09 12 52 34 —50 0 / / 3.00 -light gray,tan&red w/calcareous nodules,&lean clay seams 17 115 2.59 14 89(35) —55 4.50 -hard tan&gray below 58' 15 119 5.39 13 58 39 —60 Note(s): Groundwater was measured at a depth of 7.8 ft 15 minutes after encountering free water Station:250+24.28 Offset:22.36'Rt Coordinates: N: 13765844.07, E. 3139406.96 page 2 of 3 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-24 Project: City of Pearland Mobility&Drainage Program Project.No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/18/2005 Client: City of Pearland Elevation: +51 41 ft Dry Augered: 0 to 30 ft Free Water During Drilling at: 30 ft Washed Bored: 30 ft to 80 ft Water at: Dry after 21 hours Caving at: 3.0 ft • ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU Str. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (%) (Pd) (ts� (%) (%) Hard tan&gray FAT CLAY(CH) w/ferrous nodules&sand.pockets -10— I -_ 4.50 + -red&gray w/slickensides,calcareous nodules&stains 19 110 3.28 5 " below 63' (39) —65 -15 - / 19 4.50 • 110 1.82 1 67 48 95 —70 -20-- / I - / 4.50 + 21 108 5.05 9 * Jr - / —75 -25— / 4.50 + 22 108 3.30 2 • 59 39 —80 Boring terminated @ 80 ft -30— 85 -35— —90 Note(s): Groundwater was measured at a depth of 7.8 ft 15 minutes after encountering free water Station: 250+24.28 Offset:22.36'Rt Coordinates: N: 13765844.07, E:3139406.96 page 3 of 3 TOLUNAY-WONG 10 ENGINEERS, INC. LOG OF BORING CB-25 fi t Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/17/2005 Client: City.of Pearland Elevation: +55.90 ft Dry Augered: 0, to 20 ft Free Water During Drilling at: 18 ft Washed Bored: 20 to 80 ft Water at: 13 ft after 23 hours Caving at: 53.3 ft ELEVATION/ SOIL/SAMPLER• POCKET We Dens. au or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (%) (Pa) ( � (%) LL PI #200 &FIELD DATA or SPT (%) 0 2.5o Stiff gray&tan FAT CLAY(CH)"FILL" 22 64 44 55 ,. ,^< w/calcareous nodules ', 2.00 -w/ferrous deposits @ 2'-4' 24 Z4 c 3.00 23 68 48 �5 50 • 4.50+ Stiff to hard gray FAT CLAY(CH) 22 w/ferrous nodules 3.75 -very stiff,w/slickensides&ferrous nodules @ 8'-10' 23 81 57 10 2.50 22 102 45 2.50 26 104 1.88 5 * 65 44 15 40 Reddish brown&Iightgray SILT(ML) - 516. Very stiff reddish brown,tan&gray FAT CLAY(CH) 28 99 torsi w/calcareous nodules 20 35 ti , 3.25 -w/slickensides @ 23'-25' 28 100 2.54 15 * 97 —25 // 150 -very stiff to hard red&gray,w/silt pockets©28'-30' 21 108 3.40 14 (19) —30 Note(s): Station:248+42.73 Offset: 13.23'Rt Coordinates: N: 13765844.95; E. 3139225.04 - , page 1 of 3 ' TOLUNAY-WONG110 ENGINEERS, INC. I LOG OF BORING CB-25 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/17/2005 Client: City of Pearland Elevation: +55.90 ft Dry Augered: 0 to 20 ft Free Water During Drilling at: 18 ft Washed Bored: 20 to 80 ft Water at: 13 ft after 23 hours Caving at: 53.3 ft ELEVATION/ SOIUSAMPLER ,POCKET We Dens. Ou or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 &FIELD DATA or SPT (%) (PO (30 (%) (%) /I�''� Very stiff tan&gray FAT CLAY(CH) 25 / w/calcareous nodules&silt pockets 4.50 Hard gray&tan LEAN CLAY(CL) 17 115 3.27 7 44 25 wl ferrous nodules&sand pockets 35 20 1 / •/ 3.25 � Very stiff red&gray FAT CLAY(CH) 22 102 1.22 4 * 81 57 w/slickensides 40 15 3.00 Very stiff red&gray LEAN CLAY(CL) 18 111 2.80 14 w/sand pockets&calcareous nodules 45 10 ti / 4•50+ z � Hard red&gray FAT CLAY(CH) 24 106 3.28 9 * 98 w/slickensides and calcareous nodules (27) 50 5 ti 2•00 Stiff tan&gray LEAN CLAY w/SAND(CL) 18 113 1.04 6 47 28 76 -wl silt seams @ 53'-55' 55 0 ti 2.75 Stiff red,tan&light gray LEAN CLAY(CL) 16 116 1.25 1 * w/slickensides,ferrous/calcareous nodules&sand pockets (31) —60 Note(s): Station:248+42.73 Offset: 13.23'Rt Coordinates: N: 13765844.95, E.3139225.04 page 2 of 3 TOLUNAY-WONG 114,ENGINEERS, INC. LOG OF BORING CB-25 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/17/2005 Client: City of Pearland Elevation: +55.90 ft Dry Augered: 0 to 20 ft Free Water During Drilling at: 18 ft Washed Bored: 20 to 80 ft Water at: 13 ft after 23 hours Caving at: 53.3 ft SOIUSAMPLER POCKET Pass ELEVATION/ SYMBOLS PEN.(tsf) DESCRIPTION We Dens. Cu or UU Str. LL PI #200 DEPTH &FIELD DATA or SPT (Y0) (P ) (if) (°�O) (%) Stiff red tan&light gray LEAN CLAY(CL) -5 w/slickensides,ferrous/calcareous nodules&sand pockets 4.50+ -hard below 83' 18 114 4.38 14 * V 65 -10 Very stiff to hard tan&gray FAT CLAY(CH) w/slickensides 4.50+ -w/calcareous nodules&ferrous nodules below 68' 24 108 3.22 4 * -w/sand pockets,68'-70' (35) "-70 -15 1 / / 4.50 + -red&gray below 73' 21 109 2.24 2 * 60 41 95 75 -20— z / 4•50 + 20 109 5.66 9 " 80 25 Boring terminated @ 80 ft 85 -30 90 • Note(s): Station:248+42.73 Offset: 13.23'Rt Coordinates: N: 13765844.95; E. 3139225.04 page 3 of 3 TOLUNAY-WONG IV ENGINEERS, INC. LOG OF BORING CB-26 I I Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/18/2005 Client: City of Pearland Elevation: +51 46 ft Dry Augered 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: Dry after 25 hours Caving at: 8.0 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU Str. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (%) ( ) (�) (%) (%) 0 t; 3` ° Very stiff tan&gray FAT CLAY(CH)"FILL" 24, - ti 50— ' ',04 1,,. 1.25 Firm to very stiff tan&gray FAT CLAY(CH) 32 97 69 w/ferrous nodules&slickensides too 33 88 0.95 5 • —5 45— 2.00 27 2.50 -w/calcareous nodules @ 8'-12' 27 —10 3.75 24 68 45 40 3.25 Very stiff red&gray LEAN CLAY(CL) 19 112 2.22 9 • w/slickensides,silt pockets,ferrous nodules&calcareous —15 nodules 35 2.75 Stiff to very stiff red&gray FAT CLAY(CH) 28 78 52 w/slickensides —20 30— 4.00 23 104 2.24 7 * —25 Boring terminated @ 25 ft 25— —30 Note(s): Station:236+92.47 Offset:62.46'Lt Coordinates: N: 13765868.62; E. 3138072.54 page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. • ` LOG OF BORING CB-27 , Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/17/2005 Client: City of Pearland Elevation: +50.95 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 5.1 after 30 hours Caving at: 7 7 ft SOIL/SAMPLER POCKET Pass ELEVATION/ SYMBOLS PEN.(tsf) DESCRIPTION we Dens. Qu' or UU Str. LL PI #200 DEPTH g FIELD DATA or SPT (%) ( ( (%) (%) —0 j 4.50 4. Hard gray FAT CLAY(CH) 23 74 51 50— w/grass roots&ferrous nodules 1.75 -firm to very stiff below 2' 28 1.75 -wl slickensides below 4' 28 95 0.85 2 * —5, 1 45 T 125 -w/sand pockets @ 6'-10' 29 2.50 -w/calcareous nodules @ 8'-10' 26 63 42 ^-10 3.50 -red&gray below 10' 21 40 3.00 -w/silt pockets @ 13'-15' 27 100 2.96 7 • _. I --15 35-- 2.75 27 64 42 20 30 4 3.50 Very stiff tan&gray LEAN CLAY(CL) 19 109 2.22 15 w/sand seams&ferrous nodules 25 Boring terminated @ 25 ft 25— 30 Note(s): Station:229+20.19 Offset: 17.87'Lt Coordinates: N: 13765789.19; E:3137303.06 page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. 1 LOG OF BORING CB-28 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/17/2005 Client: City of Pearland Elevation: +50.56 ft Dry Augered: 0 to 15 ft Free Water During Drilling at: 13.5 ft Washed Bored: 15 ft to 25 ft Water at: 5.0 ft after 28 hours Caving at: 11 7 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU SV. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (,�) ( (tsf) ("�u) LL PI #200 &FIELD DATA or SPT (/o) 50 D 4 + Hard gray LEAN CLAY(CL) 20 w/grass roots,sand pockets&ferrous nodules 1•55 Firm to stiff gray&tan FAT CLAY(CH) 28 76 54 w/ferrous nodules&sand pockets 1.75. 29 93 1.04 6 * -5 45— _ 1.50 w/calcareous stains @ 6'-8' 33 79 .55 1.25 -w/bioturbation below 8' 37 85 0.42 5 40— 10 j "5 Finn red&gray LEAN CLAY(CL) 23 105 0.88 10 29 11 X y� Loose to dense reddish brown SILTY SAND(SM) 24 -—15 3/8• 35— k. Ore• 24 47 ae• —20 5/6" 30— X �/ tare18• _tan below 23.5' 20 38 14 —25 rre• 25— - Boring terminated @ 25 ft —30 Note(s): Groundwater was measured at a depth of 5.6 ft 15 minutes after encountering free water Piezometer PZ-28 was installed in Borehole CB-28 two days after completion of drilling. Station:218+84.89 Offset: 71.55'Lt Coordinates: N: 13765617.68; E:3136269.53 page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. I LOG OF BORING CB-29 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27/2005 Client: City of Pearland Elevation: +51 49 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 23.0 ft after 22 hours Caving at: 23.6 ft SOIL/SAMPLER POCKET Pass ELEVATION/ SYMBOLS PEN.(tsf) DESCRIPTION We Dens. Qu or UU SV. LL PI #200 DEPTH &FIELD DATA or SPT (%) (Pei) ( -(%) (%) —0 for 3.00 Very stiff gray FAT CLAY w/SAND(CH)"FILL" 25 71 48 77 >', w/calcareous nodules 50— • v, 3.25 Firm to very stiff gray&tan FAT CLAY(CH) / -w/ferrous nodules,2-12' 2 -w/slickensides,2'-8' 32 89 1.96 2 ' —5 45— 1.76 , -w/calcareous nodules @ 6'-15' 1.75 -gray&reddish brown below 8' -w/silt pockets&calcareous stains @ 8'-10' —10 1.25 -w/silt seams @ 10'-12' 22 104 1.09 15 -w/slickensides,12'-23' 40— 3.75 23 62 42 98 —15 35— 3.50 31 95 144 8 • (16) —20 30— 3.75 -w/slit pockets&ferrous nodules below 23' 21 107 3.24 15 25 Boring terminated @ 25 ft 25— —30 Note(s): Station:208+07.07 Offset: 137.00'Rt Coordinates: N: 13765103.82; E. 3135287.27 page 1 of 1 TOLUNAY-WONG4/0 ENGINEERS, INC. LOG OF BORING CB-30 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/17/2005 Client: City of Pearland Elevation: +51.68 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 13.8 ft after 27 hours Caving at: 14.2 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU SV. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION &FIELD DATA or SPT (%) (pcf) (Lqf) (%) LL PI (o/,) _—0 J J 4.25 Firm to very stiff gray FAT CLAY(CH) 23 74 49 / w/ferrous nodules&roots 50— 1.50 29 1.25 -tan&gray,w/calcareous nodules @ 4'-8' 33 90 63 —5 — 1.50 -w/sand pockets @ 6'-8' 30 45 / 4.25 Stiff red&tan LEAN CLAY(CL) 18 110 1.98 8 w/ferrous nodules,silt seams&sand seams —10 3.25 Stiff to very stiff red&tan FAT CLAY(CH) 23 104 1.28 7 w/silt pockets,sand pockets,ferrous nodules&calcareous 40—_ nodules 4.50 + -hard @ 13'-15' 26 72 47 - - -- -w/slickensides below 13' _ —15 35— 2.50 25 102 0.95 2 * —20 30— 3.25 22 105 2.40 7 —25 Boring terminated @ 25 ft 25- --30 Note(s): Station:203+02.37 Offset: 155.74'Rt Coordinates: N: 13765066.77, E:3134787 45 page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-31 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/18/2005 Client: City of Pearland Elevation: +53.58 ft Dry Augered: 0 to 20 ft Free Water During Drilling at: 18 ft Washed Bored: 20 ft to 25 ft Water at: 11.8 ft after 28 hours Caving at: 17 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. Ou or UU SV. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (%) (� (f) (%) (y,) —0 r ' , 3.50 Very stiff gray&tan FAT CLAY(CH)"FILL" 22 � ' w/ferrous &calcareous nodules a" z, 1.50 -stiff @ 2'-4' 28 50—_ $"ON 1.00 Firm to stiff tan&gray FAT CLAY(CH) 35 80 56 —5 7 w/ferrous nodules&slickensides 1.75 33 87 0.68 1 * 1.50 -w/calcareous nodules©8'-10' 32 71 48 45- -10 1.25 -red&gray below 10' 24 98 0.90 7 -w/ sand&silt pockets @ 10'-15' - — 40— / 1.50 -w/bioturbation @ 13'-15' 39 —15 v - / 1.25 -w/silt&sand seams @ 18'-20' 25 102 0.90 7 35-_ —20 Medium dense tan SILTY SAND(SM) 30—_ X ers• tut, we" --25 • Boring terminated @ 25 ft 25- -30 Note(s): Groundwater was measured at a depth of 13 ft 15 minutes after encountering free water Station: 191+03.72 Offset:271.31'Rt Coordinates: N: 13764580.84, E. 3133816.93 page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-32 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27/2005 Client: City of Pearland Elevation. +52.97 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 24.7 ft after 20 hours Caving at: 25 ft SOIL/SAMPLER POCKET Pass ELEVATION/ SYMBOLS PEN.(tsf) DESCRIPTION We Dens. Qu or UU Str. LL PI #200 DEPTH &FIELD DATA or SPT (%) (F I (tsf) (�0) (%) —0 ;F� ��• 2.50 Stiff gray&tan FAT CLAY(CH)"FILL" w/ferrous nodules 1 Firm to very stiff gray FAT CLAY(CH) 41 109 78 95 50— w/ferrous&calcareous nodules 1.25 -w/slickensides below 4' 42 79 , 0.71 2 • 5 1.75 45— 2.25 -gray&reddish brown below 8' -w/silt pockets @ 8'-15' -w/calcareous stains @ 8'-10' —10 3.00 26 101 1.85 8 * (9) 40— 2.50 22 60 41 96 15 35-- 2.75 27 —20 30` 3.50 30 94 1.99 5 • 84 59 97 —25 - Boring terminated @ 25 ft 25-- -30 Note(s): Station: 171+87.20 Offset: 14.04'Rt Coordinates: N: 13764432.17, E:3131816.52 page 1of1 ` TOLUNAY-WONG (010 ENGINEERS, INC. LOG OF BORING CB-33 f Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/17/2005 Client: City of Pearland Elevation: +56.60 ft Dry Augered: 0 to 36 ft Free Water During Drilling at: 36 ft Washed Bored: 36 to 80 ft Water at: Dry after 23 hours Caving at: 10 4 ft SOIUSAMPLER POCKET Pass ELEVATION/ SYMBOLS PEN.(tsf) DESCRIPTION We Dens. au or UU SV. LL PI #200 DEPTH &FIELD DATA or SPT (Y0� ( ( (%� (%) —0 ° 4.50+ Hard gray&tan FAT CLAY(CH)TILL" 23 55 r Y��x w/roots,slickensides,shell fragments&calcareous nodules 1•75 Stiff to very stiff gray&tan FAT CLAY(CH) 31 - w/stickensides -w/roots,2'-4' I _ 3.00 30 82 59 —5 50— 2.75 31 2.75 -w/ferrous nodules below 8' 34 89 —10 2.00 27 94 1.09 2 * 80 54 45— 6 ' °11 3.00 22 106 2.45 15 —15 40-- -bloGry structure,18'-20' 27 99 1.53 3 * 55 36 98 3.00 - / -reddish brown&gray below 18' —20 35-- / / 2.75 28 96 1.24 2 * —25 / 30—_ / / 3.25 26 70 47 —30 Note(s): Groundwater was measured at a depth of 26.2 ft 15 minutes after encountering free water Station: 159+69.42 Offset: 17 73'Lt Coordinates: N: 13764571.82; E:3130605.64 page 1 of 3 TOLUNAY-WONG 40 ENGINEERS, INC. I. LOG OF BORING CB-33 r Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/17/2005 Client: City of Pearland Elevation: +56.60 ft Dry Augered: 0 to 36 ft Free Water During Drilling at: 36 ft Washed Bored: 36 to 80 ft Water at: Dry after 23 hours Caving at: 10.4 ft SOIUSAMPLER POCKET We Dens. Qu or UU Str. Pass ELEVATION/ DEPTH SYMBOLS PEN.(tsf) DESCRIPTION ('�o) (3c0 ( LL PI #200 &FIELD DATA _ or SPT (%) 'o/ Very stiff gray&tan FAT CLAY(CH) i w/slickensides 25— 3.25 -tan,gray&reddish brown below 33' 29 103 2.90 15 - (28) _-35 _ - -7 A 20— 3•00 Very stiff red&tan FAT CLAY w/SAND(CH) 16 112 79 rA,, w/calcareous nodules pockets&seams —40 __ 15=- ezi __ V 4 00 Very stiff reddish brown&tan FAT CLAY(CH) 25 100 1.56 1 78 55 w/slickensides&blocky structure —45 10-_ 1 0 1 1 1 Very stiff red SILTY CLAY(CL-ML) - MOO. 3.50 20 110 2.24 14 1111 —50 i11Ijij101 5-- 1/1�1�1111 ilililili 19�. Very dense tan&red SILTY SAND(SM) 24 19 MIA 1'46; acre• —.55 0= r Very stiff tan&gray FATCLAY(CH) w/slickensides&blocky structure 3.50 20 109 (39)_ . 8 —60 A Note(s): Groundwater was measured at a depth of 26.2 ft 15 minutes after encountering free water Station: 159+69 42 Offset: 17 73'Lt Coordinates: N: 13764571.82; E.3130605.64 page 2of3 i TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-33 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/17/2005 Client: City of Pearland Elevation: +56.60 ft Dry Augered: 0 to 36 ft Free Water During Drilling at: 36 ft Washed Bored: 36 to 80 ft Water at: Dry after 23 hours Caving at: 10.4 ft ELEVATION! SOIU$AMPLER POCKET We Dens. au or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 &FIELD DATA or SPT (%) ( ( (%) (%) Very stiff to hard tan&gray FAT CLAY(CH) w/slickensides&blocky structure - / 4.50 21 108 1.94 2 * 67 48 —65 heavycalcareous4.50+ -w/ deposits @ 68'-70' 16 113 4.68 15 51 34 —70 .:._. Very stiff tan SANDY LEAN CLAY(CL) -15— 17 113 _ Dense tan SILTY SAND(SM) —75 -20— 1ue' 25 39 1a/s• 1918' —80 Boring terminated @ 80 ft -25— —85 -30— 90 Note(s): Groundwater was measured at a depth of 26.2 ft 15 minutes after encountering free water Station: 159+69.42 Offset: 17 73'Lt Coordinates: N: 13764571.82; E:3130605.64 iw, page 3 of 3 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-33A Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 10/25/2005 Client: City of Pearland Elevation: +53.8 ft Dry Augered: 0 to 38 ft Free Water During Drilling at: 38 ft Washed Bored: 38 to 80 ft Water at: 11.0 ft after 23 hours Caving at: 77.0 ft ELEVATION/ SOIUSAMPLER POCKET we Dens. Ou or UU Str. Pass SYMBOLS PEN.(tsf) DESCRIPTION LL PI #200 DEPTH &FIELD DATA or SPT (%) (P , ( (%) (%) —0 � �� 4.50 Hard dark gray&tan FAT CLAY"FILL" I ti �•yr w/roots&slickensides 3.75 Very stiff dark gray FAT CLAY(CH) w/ferrous nodules&slickensides 50—, 3.00 -gray&tan,4'-10' 5 2.75 -stiff @ 6'-10' ti 1.50 -w/calcareous nodules @ 8'-10' 36 85 0.83 2 • 45—� ti 10 3.00 -tan&gray,10'-12' 27 95 1.88 12 L 4.25 -tan w/calcareous nodules,12.-14' 40 3.00 -red&light gray below 14' 25 104 1.23 3 * ti15 4.50 -hard @ 16'-18' ti 2.50 -stiff,red below 18' 33 91 1 78 6 • 35- . (16) 20 2.50 -red&light gray below 23' 31 91 1.12 3 • 30—� 25 3.50 -w/sand pockets @ 28'-30' 22 103 2.15 8 * 25�. , -very stiff below 28' 30 Note(s): Groundwater was measured at a depth of 21 ft 15 minutes after encountering free water Station: 164+48.4 Offset: 0.8'Lt Coordinates: N: 13764505.27; E: 3131080 43 page 1 of 3 TOLUNAY-WONG (10ENGINEERS, INC. LOG OF BORING CB-33A Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 10/25/2005 Client: City of Pearland Elevation: +53.8 ft Dry Augered: 0 to 38 ft Free Water During Drilling at: 38 ft Washed Bored: 38 to 80 ft Water at: 11.0 ft after 23 hours Caving at: 77.0 ft ELEVATION/ SOIL/$AMPLER POCKET We Dens. au or UU SV. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (%) ( (WO (%) LL PI #200 en &FIELD DATA or SPT (%) '/V Very stiff red&light gray FAT CLAY(CH) ti / 4.25 Very stiff gray,tan&red SANDY LEAN CLAY(CL) 17 114 3.93 15 20— w/claystone deposits ti35 • ti v 15—N_ ' 40 ;o18 Very stiff red&gray FAT CLAY(CH) 24 62 41 96 /• 10re -w/silt pockets 40'-50' • 3.50 -w/slickensides,43'-46' 28 95 1.04 2 * 10—l. �45 1.00 -w/silt seams,48'-50' 25 101 0.74 7 5z ti50 3.50 w/slldcensides,53'-60' 26 98 1.81 4 ' 0 55 4.50 + -hard,tan&gray below 58' 18 110 3.85 15 -5—_ —60 Note(s): Groundwater was measured at a depth of 21 ft 15 minutes after encountering free water Station: 164+48.4 Offset:0.8'Lt Coordinates: N: 13764505.27, E.3131080.43 page 2 of 3 , TOLUNAY-WONG ENGINEERS, INC. �j LOG OF BORING CB-33A 'r -! Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 10/25/2005 Client: City of Pearland Elevation: +53.8 ft Dry Augered: 0 to 38 ft Free Water During Drilling at: 38 ft Washed Bored: 38 to 80 ft Water at: 11.0 ft after 23 hours Caving at: 77.0 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. Qu or UU Str. Pass DEPTH &FIELD DATA SYMBOLSPEN. SPT� DESCRIPTION LL PP (200 Hard tan&gray FAT CLAY(CH) / 4.50 -10—_ -1—65 ti 4'5° Hard tan&gray LEAN CLAY(CL) 19 110 2.41 15 -15-t w/sand pockets -`—70 z j "� iais Dense to very dense tan&gray SILTY SAND(SM) 24 44 - 75 LI 21re ti 1.. ti -25 x -w/siitstone seams below 78.5' 80 - Boring terminated @ 80 ft ti ti -30—` —85 ti - -35—� 90 Note(s): Groundwater was measured at a depth of 21 ft 15 minutes after encountering free water Station: 164+48.4 Offset:0.8'Lt Coordinates: N: 13764505.27, E: 3131080 43 page 3 of 3 TOLUNAY-WONG (00 ENGINEERS, INC. i LOG OF BORING CB-34 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date' 4/27/2005 Client: City of Pearland Elevation: +55.47 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 15.3 ft after 19 hours Caving at: 15.9 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. QuorUU Str Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (%) (pcf) (tsf) (%) LL PI #200 &FIELD DATA or SPT (%) 55--0 I 'o,.> 1.50 Stiff dark gray FAT CLAY w/SAND(CH)"FILL" 26 83 57 83 w/ferrous&calcareous nodules,roots&fibers K r 1.00 Arm to very stiff gray FAT CLAY(CH) / w/ferrous&calcareous nodules -w/roots @ 2'-4' 1.25 -gray&tan @4'-10' 50— —5 1.25 1.75 -w/ slidcensides below 8' 37 —10 1.75 -gray&reddish brown below 10' 34 90 64 94 45— = 1.75 -WI silt seams @ 13'-15' 21 —15 w 40— 3.00 27 98 147 2 • —20 35— 4.25 26 98 1.88 5 * — 30— 25 Boring terminated @ 25 ft —30 Note(s): Station: 152+97.67 Offset: 12.28'Rt Coordinates: N: 13764558.05; E:3129934 15 page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-35 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27/2005 Client: City of Pearland Elevation. +55.50 ft Dry Augered: 0 to 25 ft Free Water During Drilling at: Dry Washed Bored: to ft Water at: 21.0 ft after 19 hours Caving at: 21 4 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. Qu or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (%) ( ( (%) LL PI #200 &FIELD DATA or SPT (%) 55--0 u 1.50 Stiff gray&tan FAT CLAY(CH)"FILL" 31 84 60 93 r� w/roots,ferrous&calcareous nodules 1.25 Firm to very stiff gray FAT CLAY(CH) 38 82 0.90 6 * / w/siickensides,ferrous&calcareous nodules 1.25 -w/roots @ 2'-4' 39 87 63 91 50— —5 1.50 1.75 35 90 63 —10 3.00 -reddish brown&gray below 10' 45— -silt pockets @ 10'-15' 3.50 -w/silt seams @ 13'-15' 17 t _ —15 40— 3.50 27 97 —20 35-- 3.75 27 96 2.19 4 * —25 30— Boring terminated @ 25 ft —30 Note(s): Station: 146+61 40 Offset: 3.26'Lt Coordinates: N: 13764543.89; E: 3129297.84 page 1 of 1 TOLUNAY-WONG /10 ENGINEERS, INC. I LOG OF BORING CB-36 _ l ' Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/17/2005 Client: City of Pearland Elevation: +55.99 ft Dry Augered: 0 to 35 ft Free Water During Drilling at: 34 ft Washed Bored: 35 ft to 80 ft Water at: Dry after 26 hours Caving at: 7 7 ft 1 ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU Str. Pass DEPTH SYMBOLS PEN.(tat) DESCRIPTION LL PI #200 &FIELD DATA or SPT (�0) ( ( (%) (%) —0 1.ii,.9 4.50+ Hard gray&tan FAT CLAY(CH)"FILL" 24 , 55— � t w/roots&calcareous nodules / 1.25 Firm to stiff gray&tan FAT CLAY(CH) 36 w/slickensides _ 1 25 -w/sand pockets @ 2'-4' 37 83 0.70 1 • —5 50— i 1.50 33 1.50 -w/calcareous nodules @ 8'-10' 34 88 0.86 2 ' 81 58 —10 1.5o Stiff tan&gray LEAN CLAY(CL) 33 88 47 27 45— -w/ferrous nodules&silt pockets 'I 2.50 -w/calcareous nodules below 13' 18 110 2.49 15 —15 40 _ i 1.75 * Stiff to very stiff gray&tan FAT CLAY(CH) 30 93 0.96 370 49 99 w/slickensides&blocky structure —20 35— ) , _ ,/,'A 2.75 19 103 1.56 2 * —25 30— / 3.00 / 25 101 1.91 4 (24) 30 Note(s): Groundwater was measured at a depth of 13.6 ft 15 minutes after encountering free water Station: 139+45.66 Offset: 15.27'Rt Coordinates: N: 13764491.83; E:3128583.96 page 1 of 3 I TOLUNAY-WONG ENGINEERS, INC. I LOG OF BORING CB-36 ( ) Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/17/2005 Client: City of Peariand Elevation: +55.99 ft Dry Augered: 0 to 35 ft Free Water During Drilling at: 34 ft Washed Bored: 35 ft to 80 ft Water at: Dry after 26 hours Caving at: 7 7 ft ELEVATION/ SOIUSAMPLER POCKET We Dens. Qu or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION LL PI &FIELD DATA or SPT (%) (KO (' (%) (%) Firm gray&tan FAT CLAY(CH) 25— w!slickensides / 7.25 —35 11 o t!`• Firm gray&tan SANDY LEAN CLAY(CL) w/calcareous nodules 18 28 12 66 ���;; 20 / Hard red&gray FAT CLAY(CH) 4.50 w/slidcensides,blocky structure,ferrous nodules&calcareous 18 112 4.56 8 ' nodules (30) -w/silt pockets&daystone fragments©38'-40' —40 15 _ / ` / 3.25 -very stiff below 43' 30 93 1.83 2 45 10= / 3.50 26 100 2.72 9 ' 68 46 100 —50 5— / / 3.50 30 92 2.22 4 • 100 —55 0— _ .S 1.50 Stiff tan&gray LEAN CLAY(CL) 24 103 1.09 15 44 26 —60 Note(s): Groundwater was,measured at a depth of 13.6 ft 15 minutes after encountering free water Station: 139+45.66 Offset: 15.27'Rt Coordinates: N: 13764491.83; E: 3128583.96 page 2 of 3 TOLUNAY-WONG ENGINEERS, INC. i 1 LOG OF BORING CB-36 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 5/17/2005 Client: City of Pearland Elevation: +55.99 ft Dry Augered: 0 to 35 ft Free Water During Drilling at: 34 ft Washed Bored: 35 ft to 80 ft Water at: Dry after 26 hours Caving at: 7 7 ft ELEVATION/ SOIUSAMPLER POCKET wo Dens. Cu or UU Str. Pass DEPTH SYMBOLS PEN,(tsf) DESCRIPTION (%) ( (tst) (%) LL PI #200 &FIELD DATA or SPT (%) Stiff tan&gray LEAN CLAY(CL) -5 4•5°+ 42 94 4.36 15 Hard reddish brown&gray FAT CLAY(CH) -w/sllckensides&blocky structure (40) —65 -10 -4"thick silt layer @ 68' 22.18' 23 92 17r8' Oil 181e' —70 _15 _ 4.50 -tan&gray w/slickensides&calcareous nodules below 73' 19 112 2.37 3 * 54 35 —75 -20= _ r.••..... rare• 18 ... tee. Hard tan&gray SANDY LEAN CLAY(CL) —80 •... 38/6' w/sand seams/layers • Boring terminated @ 80 ft -25— —85 -30— —90 Note(s): Groundwater was measured at a depth of 13.6 ft 15 minutes after encountering free water Station: 139+45.66 Offset: 15.27'Rt Coordinates: N: 13764491.83; E. 3128583.96 page 3 of 3 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-36A '' Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 10/24/2005 Client: City of Pearland Elevation: +56 ft Dry Augered: 0 to 30 ft Free Water During Drilling at: Washed Bored: 30 to 80 ft Water at: 10.1 ft after 26 hours Caving at: 71.0 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (,�) (P (�� ("�") LL PI t1200 &FIELD DATA or SPT (%) —0 .� 4.50 Hard tan&gray LEAN CLAY(CL)"FILL" 55— r v, �K 1,vg° 1.25 Firm gray,tan&dark gray FAT CLAY(CH)"FILL" 1.25 Firm gray FAT CLAY(CH) —5 50— 1.50 -gray&tan @6'-12' 1.50 -w/slickensides @ 8'-10' —10 v 1.00 38 90 0.83 3 * 45— (9) j 2.00 Stiff tan&gray LEAN CLAY w/SAND(CL) 25 101 2.02 8 wl fat day pockets&seams 1.50 -tan,14'-16' 20 107 1.59 15 —15 -w/sand pockets below 14' 40- 4.50 -hard tan&red w/sand pockets,16'-18' 2.50 Stiff tan&red FAT CLAY(CH) 30 95 1.54 6 w/slickensides —20 -WI calcareous nodules,18'-20' 35— 3.50 -very stiff below 23' -red below 23' —25 30 3.00 -tan&red below 28' 28 96 1.31 2 * -30 Note(s): Free water was not encountered in the upper 30 ft during drilling. Gronwater was not measured below 30 ft depth because rotary drilling method was used to maintain an open borehole. Station: 140+99.4 Offset: 15.8'Rt Coordinates: N: 13764498.68; E. 3128737.32 page 1 of 3 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-36A Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 10/24/2005 Client: City of Pearland Elevation: +56 ft Dry Augered: 0 to 30 ft Free Water During Drilling at: Washed Bored. 30 to 80 ft Water at: 10.1 ft after 26 hours Caving at: 71.0 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU, Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION ("�u) ( ( 0 ('�o) LL P1 #200 &FIELD DATA or SPT (%) Very stiff tan&red FAT CLAY(CH) 25- / 3.00 -tan below 33' 24 101 1.54 3 * —35 20— / 1•(3° Firm gray&tan FAT CLAY W/SAND(CH) 24 102 1 17 14 50 31 80 <.. w/sand pockets&bioturbation(crawfish hole) (36) —40 15— 4.50 Very stiff to hard tan&gray -w/claystone seams,43'-45'FAT CLAY(CH) —45 10 3.25 -w/clacareous nodules&slickensides @ 48'-50' 28 96 0.93 1 —50 5 _ / / 4.50 -reddish brown below 53' —55 0= / 2.50 -stiff,tan&reddish brown below 58' 33 91 2.26 3 — � (56) —60 Note(s): Free water was not encountered in the upper 30 ft during drilling. Gronwater was not measured below 30 ft depth because rotary drilling method was used to maintain an open borehole. Station: 140+99.4 Offset: 15.8'Rt Coordinates: N: 13764498.68; E:3128737.32 page 2 of 3 TOLUNAY-WONG 110 ENGINEERS, INC. I LOG OF BORING CB-36A Project: City of Pearland Mobility& Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 10/24/2005 Client: City of Pearland Elevation: +56 ft Dry Augered: 0 to 30 ft Free Water During Drilling at: Washed Bored: 30 to 80 ft Water at: 10.1 ft after 26 hours Caving at: 71 0 ft I . ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (,�u) (F� (�� (%) LL PI #200 &FIELD DATA or SPT (%) I � Stiff tan&reddish brown FAT CLAY(CH) -5— / 2.75 Stiff to hard tan&gray LEAN CLAY(CL) 16 114 3.33 8 -w/sand pockets —65 -10 T 4 50 + -hard hard w/fat clay pockets below 68' 18 111 4.07 9 —70 -15- / "�� 4•50 Hard gray&tan LEAN CLAY wl SAND(CL) • w/calcareous nodules —75 • -20= er?:•""-. •f.,^ 45o + 16 116 2.21 5 • —80 Boring terminated @ 80 ft -25- -85 -30— —90 Note(s): Free water was not encountered in the upper 30 ft during drilling. Gronwater was not measured below 30 ft depth because rotary drilling method was used to maintain an open borehole. Station: 140+99 4 1 Offset: 15.8'Rt Coordinates: N: 13764498.68; E.3128737.32 page 3 of 3 TOLUNAY-WONG ENGINEERS, INC. i LOG OF BORING CB-37 Project: City of Pearland Mobility&Drainage Program Project No.: 05-G120 Magnolia/Southfork-Pearland,Texas Date: 4/27&28/2005 Client: City of Pearland Elevation: +55.69 ft Dry Augered: 0 to 20 ft Free Water During Drilling at: Dry Washed Bored: 20 ft to 25 ft Water at: Dry after 31 hours Caving at: 5.9 ft ELEVATION/ SOIL/SAMPLER POCKET We Dens. Qu or UU Str. Pass DEPTH SYMBOLS PEN.(tsf) DESCRIPTION (%) (P� (�� (%) LL PI #200 &FIELD DATA or SPT (%) I —0 ••Jf ° Very stiff gray FAT CLAY w/SAND(CH) 31 77 54 84 55—_ 3• w/roots 1.25 Firm to stiff gray&tan FAT CLAY(CH) 39 78 0.85 4 * w/ferrous nodules 1.25 L 5 50-, 1.75 38 84 0.84 3 2.00 -w/calcareous nodules below 8' -w/sand seams @ 8'-10' 7-10 1.25 38 69 45 89 45— Stiff gray&tan LEAN CLAY w/SAND(CL) 1.75 w/sand seams 21 25 8 76 - ®,Fad —15 Very stiff reddish brown&gray FAT CLAY(CH) 40 siickensides,ferrous nodules&calcareous nodules ` 4.25 —20 35— 3.25 30 90 112 4 * —25 30— Boring terminated @ 25 ft —30 Note(s): Station: 125+22.98 Offset:9.46'Rt Coordinates: N: 13764057 44, E: 3127242.61 i, page 1 of 1 TOLUNAY-WONG 110 ENGINEERS, INC. 1 SYMBOLS AND TERMS USED ON BORING LOGS • Unified Soil Classifications Sampler Symbols Meaning System Symbols Depth of thin-walled tube sample t Fill 1 Silt w/Sand(ML) no ' Depth of Standard Penetration Test(SPT) ■ Asphalt/Pavement E Well Graded Sand(SW) rjDepth of auger sample 0 Lean Clay(CL) �"�"Well Graded Sand w/Gravel(SW-GM) I i Z Depth of sampling attempt with no ( recovery frAi Lean Clay w/Sand(CL) —Poorly Graded Sand(SP) H WA :-__ TxDOT Cone Penetrometer Test r4rdi Sandy Lean Clay(CL) T.T.:'Poorly Graded Sand w/Silt(SP-SM) Field Test Data Fat Clay(CH) I1 I'I Silt(ML) 2.50 Pocket penetrometer reading in tons per square foot 7- 8/6" Blow count per 6-in.interval of the Standard ir? Fat Clay w/Sand(CH) ru Elastic Silt(NII1) Penetration Test Observed free water during drilling 0 Sandy Fat Clay(CH) Elastic Silt w/Sand(MH-SP 11:1 - ) z Observed static water level Laboratory Test Data 05.4 Silty Clay(CL) "-r'T Silty Gravel(GM) M t a• We(%) Moisture content in percent 1►Ot l Sandy Silty Clay(CL-ML) ' -Clayey Gravel(GC) Dens.(Pct) Dry unit weight in pounds per cubic foot oi0�l % Qu(tsf) Unconfined compressive strength in tons per square FrSilty Clayey Sand(SC-SM) •Well Graded Gravel(GW) foot i ,: UU(tsf) Compressive strength under confining pressure in F.7.- Clayoy Sand(SC) : : ; Well Graded Gravel w/Sand(SP-GM) tons per square foot 1 .• . r Str.(%) Strain at failure in percent lig Clayey Silt(ML) a Poorly Graded Gravel(GP) LL Liquid Limit in percent i10I Sandy Silt(ML) ®Peat PI Plasticity Index #200(%) Percent passing the No.200 mesh sieve [Fri Silty Sand(SM) ( ) Confining pressure in pounds per square inch • Slickensided failure *• Did not fail RELATIVE DENSITY OF CONSISTENCY OF COHESIVE SOILS COHESIONLESS&SEMI-COHESIONLESS SOILS The following descriptive terms for relative density apply to The following descriptive terms for consistency apply to cohesive soils such as clays,sandy clays,and silty clays. cohesionless soils such as gravels,silty sands,and sands as well as semi-cohesive and semi-cohesionless soils such as sandy silts,clayey silts,and clayey sands. Typical Typical Typical Pocket Compressive SPT"N" Relative SPT"N" Penetrometer(tsf) Strength(tat) Consistency Value Range** Density Value Range* pp<0.50 qu<0.25 Very soft 5 2 , Very 0.50 5 pp<0.75 0.25<_qu<0.50 Soft 3-4 Loose 04 0.75 5 pp<1.50 0.50 5 qu<1.00 Firm 5-8 Loose 5-10 1.50 5 pp<3.00 1.00 5 qu<2.00 Stiff 9-15 Medium Dense 11-30 3.00 5 pp<4.50 2.00<_qu<4.00 Very Stiff 16-30 Dense 31-50 pp 2 4.50 qu 2 4.00 Hard 2 31 Very Dense Over 50 '"N"is the number of blows from a 140-lb weight having a free ••An"N"value of 31 or greater corresponds to a hard consistency. fall of 30-in.required to penetrate the final 12-in.of an 18-in. The correlation of consistency with a typical SPT"N"value range sample interval.The density designations correspond to a SPT"N" is approximate. value range based on an effective overburden pressure of 1 tsf: Density descriptors may be modified because of variations in the effective overburden pressure. Tolunay-Wong op Engineers,Inc. REV 11-25-05 APPENDIX B Consolidated Undrained Triaxial Test Results With Pore Pressure Measurements and Particle Size Distribution Reports On Selected Project Soil Samples F IltwlltweilGeotechnkallProjectsl2005105-G120 Tolunay-Wong Engineers,Inc Project No. 05-G120 Rev.0,11/21/2005 1.5 Total Effective C,tsf 0.108 0.096 1 , i._ 4),deg 17.0 22.6 Tan;4)) 0.31 0.42 ....-'' r'' I .- ��,� ai `i i zii� --.N. ) r"/ N. ico 0.5 -•-`'*--',> • :***%'....N 0 1 i i 0 0.5 1 1.5 2 2.5 3 Total Normal Stress,tsf Effective Normal Stress,tsf --- 1.5 r ---------------------' Sample No. 1 2 3 3 Water Content,% 29.3 29.3 29.3 1.25 Dry Density,pcf 94.6 94.6 94.6 F Saturation,% 99.0 99.0 99.0 .� Void Ratio 0.8153 0.8153 0.8153 ti 1 Diameter,in. 2.791 2.791 2.791 �; 2 Height,In. 5 748 5.748 5 748 w Water Content,%, 27.5 27.5 27.5 0.75 Dry Density,pcf 94.6 95.4 96.9 Saturation,% 93.0 94.7 98.1 co m .1 ¢ Void Ratio 0.8141 0.7993 0.7715 0 0.5 Diameter,in. 2.793 2.792 2.821 Height,in. 5.736 5.695 5.490 1(.. Strain rate,in./min. 0.013 0.013 0.013 025 Eff Cell Pressure,tsf 0.34 0.70 142 Fail.Stress,tsf 0.55 0.90 1 45 Excess Pore Pr.,tsf 0.12 0.22 0.48 0 1.5 3 4.5 6 Strain,% 0.9 3 7 2.9 Ult.Stress,tsf 0.56 0.91 145 Axial Strain,% Excess Pore Pr.,tsf 0.12 0.22 0.48 Strain,% 0.9 4.0 2.9 Type of Test: Fri Failure,tsf 0.77 1.37 2.39 CU with Pore Pressures63 Failure,tsf 0.22 0.47 0.94 Sample Type:Undisturbed Client:City of Pearland Description:Finn gray&reddish brown FAT CLAY(CH) Project: City of Pearland Mobility&Drainage Program LL=75 PL=24 Pi=51 Magnolia/Southfork-Pearland,Texas Assumed Specific Gravity=2.75 Source of Sample:CB-18 Depth: 10-12 ft Remarks: Failure Type:Bulge Proj. No.•05-G120 Date Sampled: 5/20/05 Pocket Pen,tsf: 1.25 TRIAXIAL SHEAR TEST REPORT Plate 1B pg 1 of Tolunay-Wong Engineers, Inc. 2 1 2 2 k 1.5 1.5 Lm1 1 �� 0 0 0.5CL.coC.. ow 0.5 F----—--- y w H g u'S� °� u'S � 0 -0.5 -0.5 0% 3% 6% 0% 3% 6% 2 3 2 4 1.5 - I 1.5 ``1 i d all 1 1 Ern N .:3 1 o o 0.5 -- -------- `o o 0.5 P o 0 -0.5 -0.5 0% 3% 6% 0% 3% 6% 1.2 Peak Strength Total Effective a= 0.10 tsf 0.09 tsf •/ a= 16.3 deg 21.0 deg --''' 0.8 tan a= 0.29 0.38 /. A. 0.4 � / �— 1 „+tom e 1 r 1 1 l 0 0 0.4 0.8 1.2 1.6 2 2.4 P,tsf Stress Paths: Total Effective——— Client:City of Pearland Project:City of Pearland Mobility&Drainage Program ! Source of Sample:CB-18 Depth: 10-12 ft Project No. 05-G120 Plate 1B pg 2 of 2 TOLUNAY-WONG ENGINEERS, INC. I 1.8 Total Effective 'C,tsf 0.142 0.139 0,deg 18.3 25.6 �' Tan; ) 0.33 0.48 ��� to 1.2 �i� m �'r �/. CO471 m CO 0.6 a / \ % il { 0 ! i L I 1 0 0.8 1.2 1.8 2.4 3 3.6 Total Normal Stress,tsf Effective Normal Stress,tsf--- 3 Sample No. 1 2 3 Water Content,% 22.2 22.2 22.2 2.5 Dry Density,pcf 102.3 102.3 102.3 T.° Saturation,% 87.6 87.6 87.6 c Void Ratio 0.7085 0.7085 0.7085 i w 2 Diameter,in. 2.818 2.818 2.818 ' a Height,In. 5.752 5.752 5.752 co m %' 3 Water Content% 23.5 23.5 23.5 CO 1.5 Dry Density,pcf 102.7 103 4 105.4 016 Saturation,% 93.7 95.2 100.0 co 2 ¢ Void Ratio 0.7028 0.6911 0.6580 0 I " -/- Diameter,in. 2.816 2.816 2.820 Height,in. 5 742 5.702 5.572 I Strain rate,in./min. 0.013 0.013 0.013 0.5 Eff Cell Pressure,tsf 0.34 0.70 142 Fail.Stress,tsf 0.67 1.03 1 71 0 Excess Pore Pr.,tsf 0.18 0.33 0.58 0 2.5 5 7.5 10 Strain,% 0.9 1.6 2.7 Ult.Stress,tsf 0.71 1.13 174 Axial Strain,% Excess Pore Pr.,tsf 0.17 0.29 0.48 Strain,% 1.2 3.1 6.6 Type of Test: a, Failure,tsf 0.83 1.40 2.56 CU with Pore Pressures 63 Failure,tsf 0.15 0.37 0.85 Sample Type:Relatively Undisturbed Client:City of Pearland Description: Stiff gray&reddish brown FAT CLAY(CH) Project:City of Pearland Mobility&Drainage Program Magnolia/Southfork-Pearland,Texas Assumed Specific Gravity=2.8 Source of Sample:CB-23 Depth: 13-15 ft Remarks: Failure Type:Bulge Proj.No. 05-G120 Date Sampled: 5/20/05 Pocket PenP,tsf: 1.50 TRIAXIAL SHEAR TEST REPORT Plate2B pg 1 oft Tolunay-Wong Engineers, Inc. 3 3 2 i I 2 I 2 II 1 a) a) 1 w gi 1 `—_-� 0 se 2 .r.-1."4 r g. i .2 .3. c„ Or mI r o $ `o S 0 aai o- W -1 6 A -2 -2 0% 3% 6% 0% 3% 6% 3 3 3 4 2 2 I - I m Es.z 1 N � 1 a.a.�- 1a. co13 0 0 0 $ 0 0 a � 0- ..,.(0 o Ai ao -2 -2 0% 3% 6% 0% 3% 6% 1.5 Peak Strength Total Effective a= 0.13 tsf 0.13 tsf a= 17.5 deg 23.4 deg —. tan a= 0.31 0.43 -"'' 1 i' i fps i / � i i i, 0 0 0.4 0.8 1.2 1.6 2 2.4 p,tsf Stress Paths: Total Effective——— Client:City of Pearland Project:City of Pearland Mobility&Drainage Program r Source of Sample: CB-23 Depth: 13-15 ft Project No. 05-G120 Plate 2B pg 2 of 2 TOLUNAY-WONG ENGINEERS, INC. 1.5 Total Effective . l C,tsf 0.131 0.124 4',deg 14.1 20.8 Tan;4') 0.25 0.38 -- . y I vi --a o .. .. i� N s .....0.....„-or !� - 0.5 e/ N` < \ \ ` •.` t, \1(0 1 , + - 1 1 0 0.5 1 1.5 2 2.5 3 Total Normal Stress,tsf Effective Normal Stress,tsf --- 1.5 Sample No. 1 2 3 Water Content,% 33.7 33.7 33.7 1.25 „,-._._- ---_______,...3 Dry Density,pcf 88.0 88.0 88.0 0 Saturation,% 99.3 99.3 99.3 Void Ratio 0.9164 0.9164 0.9164 i ) 1 Diameter,in. 2.795 2.795 2.795 w Height,in. 5.747 5.747 5.747 a) Water Content,% 33.3 32.6 31.0 co 0.75 -` 2 .. Dry Density,pcf 87.0 87.8 89.9 m H Saturation,% 96.0 95.9 95 7 m �... / ¢ Void Ratio 0.9378 0.9189 0.8748 0 0.5 Diameter,in. 2.806 2.842 2.846 Height,in. 5.764 5.564 5.423 Strain rate,in./min. 0.013 0.005 0.003 0.25 Eff.Cell Pressure,tsf 0.34 0.70 141 Fail.Stress,tsf 0.54 0.81 1.24 0 Excess Pore Pr.,tsf 0.17 0.31 0.61 0 2.5 5 7.5 10 Strain,% 0.9 1.5 4.2 Ult.Stress,tsf 0.60 0.78 1.25 Axial Strain,% Excess Pore Pr.,tsf 0.10 0.32 0.56 Strain,% 4.0 3.3 6.7 Type of Test: a, Failure,tsf 0.72 1.21 2.04 a3 Failure,tsf 0.17 0.40 0.80 CU with Pore Pressures Sample Type:Relatively Undisturbed Client:City of Pearland Description: Stiff gray&tan FAT CLAY(CH) Project:City of Pearland Mobility&Drainage Program LL=70 PL=22 P1=48 Magnolia/Southfork-Pearland,Texas Assumed Specific Gravity=2.7 Source of Sample:CB-24 Depth:6-8 Remarks: Failure Type:Bulge w/45 deg.shear Prof.No..05-G120 Date Sampled: 6/7/05 Pocket Pen,tsf: 1.50 TRIAXIAL SHEAR TEST REPORT P1ate3B pg 1 of Tolunay-Wong Engineers, Inc. 1.6 1.6 2 I 1.2 ii 1.2 i I 1 e m N 0.8'- H H 0.8 M Nl (0) `o . 0.4 11 c ,o 0.4 0.m a �__..._. w > W > o'Lt IE 0 -0.4 -0.4 0% 5% 10% 0% 5% 10% 1.6 3 1.6 4 1.2 I 1.2 I I e In N N 0.8 43) y 0.H y- N d1 co en c « 0.4 / c o 0.4 0-w I y 0 i 0 0 w 0 -0.4 -0.4 0% 5% 10% 0% 5% 10% 1.2 Peak Strength Total Effective a= 0.13 tsf 0.12 tsf a= 13.7deg 19.6deg �-- '- i tan a= 0.24 0.36 0.8 -€r} ..... i 111 __ __ ..... ..... __ 0.4 I -C "e+Iiillitillr;--1--- r A I !� l All 0 �' 0 0.4 0.8 1.2 1.6 2 2.4 P,tsf Stress Paths: Total Effective--- Client:City of Pearland Project: City of Pearland Mobility&Drainage Program j Source of Sample:CB-24 Depth: 6-8 Project No. 05-G120 Plate 3B pg 2 of 2 TOLUNAY-WONG ENGINEERS, INC. I 1.5 Total Effective i C,tsf. 0.300 0.291 i 4,deg 12.7 18.1 ' Tan;4) 0.23 0.33 �� . 1 i ,,..t__, --r I- v/ `` co �. U, 0.5 ��� \ / - l E 1 1 1 0 I _1 1 n t 4-*' 'N \\ 0 0.5 1 1.5 2 2.5 3 Total Normal Stress,tsf _ Effective Normal Stress,tsf--'- 3 Sample No. 1 2 3 Water Content,% 22.1 22.1 22.1 2.5 Dry Density,pcf 101.9 101.9 101.8 co Saturation,% 91 1 91 1 , 91.1 5 Void Ratio 0.6549 0.6549 0.6553 %- Iii 2 Diameter,in. 2.803 2.803 2.803 iE v; Height,in. 5.800 5.800 5.800 to o 3 Water Content,% 23.8 23.8 23.8 CO 1.5 Dry Density,pcf 101 7 102.0 102.4 o 0 Saturation,% 97.8 98.6 99.5 2 ¢ Void Ratio 0.6575 0.6518 0.6460 , 0 1 1 Diameter,in. 2.803 2.813 2.855 Height,in. 5.807 5 750 5.560 Strain rate,inimin. 0.100 0.067 0.010 0.5 Eff Cell Pressure,tsf 0.35 0.71 143 Fail.Stress,tsf -0.96 1.14 1.56 Excess Pore Pr.,tsf 0.20 0.30 0.59 0 0 5 10 15 20 Strain,% 1.2 2.0 2.9 Axial Strain,% Ult.Stress,tsf 0.98 1.22 1.58 Excess Pore Pr.,tsf 0.19 0.25 0.55 Strain,% 1.5 4.0 4 7 Type of Test: 'di Failure,tsf 1.11 1.55 2.40 CU with Pore Pressures is3 Failure,tsf 0.15 0.41 0.83 Sample Type:Relatively Undisturbed Client:City of Pearland Description: Stiff gray FAT CLAY(CH) Project:City of Pearland Mobility&Drainage Program Magnolia/Southfork-Pearland,Texas •Assumed Specific Gravity=2.70 Source of Sample:CB-25 Depth: 10-12 ft Remarks: Failure Type:Slickensides Proj.No..05-G120 Date Sampled:5/11/05 Pocket Pen,tsf:2.50 � TRIAXIAL SHEAR TEST REPORT P1ate4B pg1of2 Tolunay-Wong Engineers, Inc. 2 1 r 2. 2 I 1.6 I 1.6 isE 3 1.2 m 1.2 2 2E m N i ® m% O.65 ,a(7) o « 0.8 ;ow 0.8 n 0 n• M 8— _1 813 0.4 Lu i6 0.4 4_ 0 0 0% 5% 10% I 0% 5% 10% 2 2 ' 3 I 4 1.6 1.6 I I m le m co IF, un 1.2 • oS 0.8 o S 0.8 6 0.4I/ 0.4 ' 1 16 0 0 0% 5% 10% 0% 5% 10% 1.5 Peak Strength Total Effective a= 0.29 tsf 0.28 tsf a= 12.4 deg 17.2 deg tan a= 0.22 0.31 �— I a / ir 0.5 f �'� f / !I 1 / / / / ' / / l 0 0 0.4 0.8' 1.2 1.8 2 2.4 p,tsf Stress Paths: Total Effective——— Client:City of Pearland Project: City of Pearland Mobility&Drainage Program Source of Sample: CB-25 Depth: 10-12 ft Project No.. 05-G120 P1ate4B pg2 of 2 TOLUNAY-WONG ENGINEERS, INC. I 1.5 Total Effective C,tsf _ 0.178 0.178 i •,deg 12.0 16.5 Tan;4) 0.21 0.30 ....a w1 '---- V1 - ....i.. ....,.................„,,... �����si c0 0.5 �_' 1 ..- .\\;_1( - . r -V 0 r 1 t i 0 0.5 1 1.5 2 2.5 3 Total Normal Stress,tsf Effective Normal Stress,tsf --- 1.5 Sample No. 1 2 3 Water Content,% 33.8 33.8 33.8 1.25 Dry Density,pcf 88.5 88.5 88.5 1-6 Saturation,% 99.0 99.0 99.0 Void Ratio 0.9405 0.9405 0.9405 1 Diameter,in. 2.789 2.789 2.789 u; �'- 3 Height,in, 5.776 5.776 5.776 N >n 2 Water Content,% 33.2 33.2 33.2 rn 0.75 �/'� .. Dry Density,pcf 86.2 86.6 87.1 t5 I 2 Saturation,% 91.9 92.9 93.9 5 / a Void Ratio 0.9923 0.9822 0.9718 0 0.5 Diameter,in. 2.812 2.819 2.854 Height,in. 5.834 5.774 5.603 Strain rate,in./min. 0.200 0.080 0.010 025 Eff Cell Pressure,tsf 0.32 0.69 143 - Fail.Stress,tsf 0:58 0.78 1.18 0 Excess Pore Pr.,tsf 0.21 0.33 0.53 0 5 10 15 20 Strain,% 0.5 3.5 2.0 Axial Strain,% Ult.Stress,tsf 0.58 0.79 1.21 Excess Pore Pr.,tsf 0.20 0.32 0.53 Strain,% 0.8 4.0 2.8 Type of Test: a/ Failure,tsf 0.69 1 14 2.08 CU with Pore Pressures a, Failure,tsf 0.11 0.36 0.89 Sample Type:Relatively Undisturbed Client:City of Pearland Description: Stiff gray&tan FAT CLAY(CH) Project:City of Pearland Mobility&Drainage Program Magnolia/Southfork-Pearland,Texas Assumed Specific Gravity=2.75 Source of Sample: CB-33 Depth:8-10 ft Remarks: Failure Type:Slickensides Proj. No."05-G120 Date Sampled:6/9/05 Pocket Pen,tsf:2.75 TRIAXIAL SHEAR TEST REPORT Plate5B pg1of2 Tolunay-Wong Engineers, Inc. 16 1 16 2 I. 1.2 II 1.2 I ED. lm . 0.8 ami N 0.8 N N w ce N 1- N m N w ay • d S 0.4 aW 0.4 r W 0' IL 0 -0.4 -0.4 . 0% 8% 16% 0% 8% 16% a 1.6 3 1.6 4 12 1 1.2 I r I 2 q le y N 0.8 N re N N d �:t P m ate .. jr-^,�1� a� ,- o 0.41 ^�.,.-----.,,,r a 0.4 N > III N > m 0 w 0 -0.4 -0.4 0% 8% 16% 0% 8% 16% 0.9 Peak Strength Total Effective , a= 0.16tsf 0.18tsf --�� a= 12.1 deg 15.6 deg ----'- tan a= 0.21 0.28 —-- ' 0.6 T --- Q p��� ..- -- I 1 I I I 1 1 I 0 0 0.4 0.8 1.2 1.6 2 2.4 p,tsf Stress Paths: Total Effective——— Client: City of Pearland Project:City of Pearland Mobility&Drainage Program . Source of Sample:CB-33 Depth: 8-10 ft Project No. 05-G120 Plate 5B pg 2 of 2 TOLUNAY-WONG ENGINEERS, INC. I 1.5 Total Effective ' ( C,tsf 0.151 _ 0.139 ' t, 4),deg 13.8 19.7 Tan;4)) 0.25 0.36 _ „/ i Of i -// CO _// �.".....- 0 / -.........\\\ 0.5 // -/� �` • /d / \ \ i \ I \`, • 1 0 I t I , I0 0.5 1 1.5 2 2.5 3 Total Normal Stress,tsf Effective Normal Stress,tsf--- 1.5 Sample No. 1 2 3 Water Content,% 32.8 32.8 32.8 1.25 Dry Density,pcf 88.4 88.4 88.4 Irs �� 3 Saturation,% 97.8 97.8 97.8 5 Void Ratio 0.9065 0.9065 0.9065 ) 1 Diameter,in. 2.095 2.095 2.095 N I Height,in. 4 199 4 199 4.199 m /` 2 Water Content,% 31.2 31.2 31.2 u) 0.75 r Dry Density,pcf 88.7 89.8 91 1 m 1 Saturation,% 93.6 96.1 99.2 '(7) 1 ¢ Void Ratio 0.9007 0.8774 0.8501 0 0.5 f Diameter,in. 2.093 2.099 2.099 Height,in. 4 194 4 119 4.058 Strain rate,in./min. 0.040 0.040 0.007 0.25 Eff.Cell Pressure,tsf 0.33 0.68 1.37 Fail.Stress,tsf 0.58 0.84 1.24 0 I Excess Pore Pr.,tsf 0.15 0.26 0.53 0 2.5 5 7.5 10 Strain,% 0.8 1 1 1 4 Ult.Stress,tsf 0.56 0.84 1.25 Axial Strain,% Excess Pore Pr.,tsf 0.15 0.26 0.51 Strain,% 1.5 1.1 1 7 Type of Test: Ts, Failure,tsf 0.76 1.26 2.09 CU with Pore Pressures 63 Failure,tsf 0.18 0 42 0.85 Sample Type:Relatively Undisturbed Client:City of Pearland Description. Stiff tan&gray LEA CLAY(CL) Project:City of Pearland Mobility&Drainage Program LL=47 PL=20 PI=27 Magnolia/Southfork-Pearland,Texas Assumed Specific Gravity=2.70 Source of Sample: CB-36 Depth: 10-12 ft Remarks: Failure Type:Bulge Proj. No. 05-G120 Date Sampled: 6/9/05 Pocket Pen,tsf: 1.50 TRIAXIAL SHEAR TEST REPORT P1ate6Bpg1of2 Tolunay-Wong Engineers, Inc. 1.6 1.6 2 12 I 1.2 I m e, y 0.8 Lo L 0.8- 0 0 0.4r---- 0 -. 0.4 a W a m --__ U7 m co > -► u) /--.�.- y ® '/ 8 c' 0 i 8- o w u'S -0.4 -0.4 0% 3% 6% 0% 3% 6% 1.6 3 1.6 4 1 1.2 I 1.2 I I N H 0.8 w 0.8 m i a0.4 ! 0.4 (,r o: w Lb o lb 0 -0.4 -0.4 0% 3% 6% 0% 3% 6% 12 Peak Strength Total Effective a= 0.15 tsf 0.13 tsf - a= 13.5 deg 18.8 deg --. 1 r-- tan a= 0.24 0.34 0.8 - i 0.4 --Of-- - �- t ( 0 0 0.4 0.8 1.2 1.6 2 2.4 p,tsf Stress Paths: Total Effective--- Client:City of Pearland Project:City of Pearland Mobility&Drainage Program Source of Sample: CB-36 Depth: 10-12 ft - Project No.. 05-G120 Plate 6B pg 2 of 2 TOLUNAY-WONG ENGINEERS, INC. Particle Size Distribution Report (ASTM D 422) 000 l ,� . m a o N0 0 Q 0 top 0 b oy ! .W N .- g -� {7 a g iG a 9t i! ii i! 0 I ll�K I it, 7.-- -**-()""`\ ' 20 • 30 I ► • re I • Z 40 T 1 1 I I • I.T. I I I I I I • z 50 I I I I I I w I I I I I I U I I I I I I • w 60 I I I I I •70 i i' • 80 90 100 L 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. 1 %+3„ %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 0.0 0.0 2.1 9.0 54.6 34.3 SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Tan&gray FAT CLAY(CH) #10 100.0 #20 99.2 Atterberg Limits(ASTM D 4318) #30 98.7 PL= LL= PI= #40 97.9 #60 96.7 Classification #100 95.3 USCS= CH AASHTO= #200 88.9 Coefficients D85=0.0646 D60=0.0173 D50=0.0059 D30= D15= Di Cu= cc- Date Tested: Tested By Remarks * (no specification provided) Sample No. - Source of Sample: CB-1 Date Sampled: Location: Elev./Depth: 4-6 Checked By: Title: To l u n ay-Wong Client: City of Pearland Engineers, Inc Project: City of Pearland Mobility&Drainage Program Magnolia/Southfork-Pearland,Texas Houston, Texas Project No: 05-G120 Plate 7B Particle Size Distribution Report ort. ASTM- D 422) __• s _ 0 0000 t0 oao .0 co N 0 \ M a 31k M it w . . 0 I C7 }�b V • 1 •10 I • • • 20 • 30 i i - . I I • W I I z 40 I i r l LL. I I 1 I I • Z 50 - .1 I I I w I I I I U I I I I al 60 I I 1 a 1 70 80 1 r I i, 90 I I I I I I 1 100 I I ' I 100 10 1 1 0.1 0.01 0.001 1 GRAIN SIZE-mm. +3" %Gravel %Sand %Fines % Coarse Fine Coarse Medium Fine Slit Clay 0.0 0.0 0.0 0.0 0.6 3.6 38.3 57.5 SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Gray and tan FAT CLAY(CH) #10 100.0 w/ferrous nodules #20 99 7 Atterberg Limits(ASTM D 4318) #30 99.6 PL= LL= Pl= #40 99 4 #60 99.3 Classification #100 98.9 USCS= CH AASHTO= #200 95.8 Coefficients D85= 0,0237 D60= 0.0025 D50= D30= D15= D10= Cu- Cc- Date Tested: Tested By. Remarks / � * (no specification provided) Sample No.. Source of Sample: CB-2 Date Sampled: Location: Elev./Depth: 4-6 Checked By: Title: To I u n ay-Wong Client: City of Pearland Engineers Inc. Project: City of Pearland Mobility&Drainage Program I , Magnolia/Southfork-Pearland,Texas Houston, Texas Project No: 05-G120 Plate 8B Particle Size Distribution Report (ASTM D 422) a s .g x .6 = co ..pp o 0 0 0 0 0 < b oyy (o in N • w X iiS Ak ii * 7k 0 I 10 I I I I I I I I I • 20 a • • • I I • 30 I I I I • I I I I • • z 40 1 r I I I I r ti I I I I II z 50 I I I I I I W I I I I I I W 60 I I L I I I n. I I I I I I I I I I I I I I I I 70 i I I i I I I I I I ' 80 90 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. ! "/o+3' %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 0.0 0.0 0.2 4 7 32.9 62.2 SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Tan&gray FAT CLAY(CH) #10 100.0 w/ferrous nodules #20 99.8 Atterberg Limits(ASTM D 43181 #30 99.8 PL= LL= PI= #40 99.8 #60 99 7 Classification #100 99 4 USCS= CH AASHTO= #200 951 Coefficients D85=0.0430 D60= D50= D30= D15= D10= Cu— Cc- - Date Tested: Tested By Remarks * (no specification provided) Sample No. Source of Sample: CB-3 Date Sampled: Location: Elev./Depth: 6-8 Checked By: Title: Tolunay-Wong Client: City of Pearland Engineers Inc. Project: City of Pearland Mobility&Drainage Program Magnolia/Southfork-Pearland,Texas Houston, Texas Project No: 05-G120 Plate 9B Particle Size Distribution Report (ASTM D 422) I .s .d 5 :g .4 s C 0 O O 0 O O O v O VI w o, N , w CO 0 r _ . 10 20 30 • c I IIIz 40 II I I I II z 50 I I I tu I I I I, I I Icc ', w 60 I 70 1 1 1 } I 80 1 90 _ I I • 1 100 II 100 10 1 1 0.1 0.01 0.001 GRAIN SIZE-mm. +3" %Gravel %Sand %Fines i'l % Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 0.0 0.0 0.1 I 0.2 22.0 77 7 SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Red&gray FAT CLAY(CH) #10 100.0 wt slickensides #20 99.9 , Atterberg Limits(ASTM D 4318) #30 99.9 PL= LL= PI= #40 99.9 #60 99.8 Classification #100 99.8 USCS= CH AASHTO= , #200 99 7 Coefficients D$5= 0.0033 D60= D50= D30= D15= D10= Cu- Cc= Date Tested: Tested By- Remarks . (no specification provided) Sample No.. Source of Sample: CB-6 Date Sampled: Location: Elev./Depth: 13-15 Checked By: Title: Tolunay-Wong Client: City of Pearland Engineers Inc. Project: City of Pearland Mobility&Drainage Program Magnolia/Southfork-Pearland,Texas Houston, Texas Project No: 05-G120 Plate 10B Particle Size Distribution. Report (ASTM D 422) .6 .5 .4 —x, 4 c m 0 0 0 0 0 o v. o c 0 Co M a .- : M 4 4 a ar g ' I I 10 I I I I 20 a G I I I I 30 I I I re I I I W 40 I I i I I I 1 Z I I I I I I I Z 50 I I I I ( I I di I I I I I I I I Ire I I I I W 60 1 I J 1 , I 1. 0 I I I I I I 70 J J d 1 • I I . 80 1 1 1 ' , 90 I I i - I I t I 100 I I l 100 10 1 0.1 0.01 0.001 , GRAIN SIZE-mm. %+3" %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 0.0 0.0 0.4 2.5 26.4 70.7 SIEVE PERCENT SPEC' PASS? Material Description SIZE FINER PERCENT (X=NO) Tan&gray FAT CLAY(CH) #10 100.0 w/ferrous nodules&slickensides #20 99.8 Atterberg Limits(ASTM D 4318) #30 99 7 PL= LL= Pi= #40 99.6 #60 99 4 Classification #100 991 USCS= CH AASHTO= #200 971 Coefficients D85= 0.0126 D60= D50= D30= D15= D10= Cu— Cc= Date Tested: Tested By: Remarks * (no specification provided) Sample No. Source of Sample: CB-9 Date Sampled: Location: Elev./Depth: 8-10 Checked By: Title: Tolunay-Wong Client: City.ofPearland Engineers Inc. Project: City of Pearland Mobility&Drainage Program Magnolia/Southfork-Pearland,Texas Houston, Texas Project No: 05-G120 Plate 11B I Particle Size Distribution Report (ASTM D 422) ,= •Lr •. 'x�. •c c m 0 0 o a}`0 0 0 .or {0 I} 0 I I • II • • • 10 I • • 20 • I • 30 1 i re I I Z 40 C I I 1 I 1 1 f I jr. • 1 I I I I I I Z I I I I I 1 I 50 1 w I I I I I I I U i 1 1 1 I I I w 60 I I I I 1 I I I O. I I I I I I 70 - 80 1 • 90 I I 100 l 1 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. I %Gravel %Sand %Fines %+3a Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 0.0 0.0 0.0 0.6 30.7 68.7 SIEVE PERCENT ' SPEC." PASS? Material Description SIZE FINER ; PERCENT (X=NO) Red&gray FAT CLAY(CH) #10 100.0 w/ferrous nodules&slickensides #20 100.0 Atterberg Limits(ASTM D 4318) #30 100.0 PL= LL= Pl= #40 100.0 #60 99.9 Classification #100 99.9 USCS= CH AASHTO= #200 99 4 Coefficients D85=0.0051 D60= .D50= D30= D15= D10= Cu— Cc— Date Tested. Tested By Remarks x (no specification provided) Sample No. Source of Sample: CB-24 Date Sampled: Location: Elev./Depth: 18-20 Checked By: Title: Tolunay-Wong Client: City of Pearland Engineers Inc. Project: City of Pearland Mobility&Drainage Program Magnolia/Southfork-Pearland,Texas Houston, Texas Project No: 05-G120 Plate 12B Particle Size Distribution Report (ASTM D 422) _ o00 C C C .— - O N O p O O 0 cn N x 10 • 1 I 7F� TJ�tT�lif • • • 10 • • I I ' 20 30 • • re 40 T r 1 I i I • LL I I 1 I I z 50 I I I I • W I I I I I W 60 I I I I ( I a I I I I I I I I I I I I I 70 I I I I I I I I I I I I I I I I 1 I I 80 1 I ' 90 I I 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %+3' %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 0.0 0.0 0.2 0.8 37.2 61.8 SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Reddish brown,tan&gray FAT CLAY(CH) #10 100.0 w/calcareous nodules #20 99.9 Atterberg Limits(ASTM D 4318) #30 99.8 PL= LL= PI= #40 99.8 #60 99 7 Classification #100 99.5 USCS= CH AASHTO= #200 99.0 Coefficients D85=0.0067 D60=0.0019 D50' D30= D15= D10= Cu— Cc— Date Tested: Tested By. Remarks * (no specification provided) Sample No. Source of Sample: CB-25 Date Sampled: Location: Elev./Depth: 18.5-20 Checked By: Title: To I u n ay-Wong Client: City of Pearland En i nee rs Inc. Project: City of Pearland Mobility&Drainage Program g Magnolia/Southfork-Pearland,Texas Houston, Texas Project No: 05-G120 Plate 13B Particle Size Distribution', Report (ASTM D 422) co c) N — g lr) 469R Z 0 I I 10 I I I I I I 20 4 • • 30 � I W 40 1 1 z I I I i I z 50 I I I I I I I I cc al 60 J 1 l 1 I a I I I I I I I I 70 • J I 1 I I 80 1 7 90 � I 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. t3" %Gravel %Sand %Fines f Coarse Fine Coarse Medium Fine Silt Clay f 0.0 0.0 0.0 0.0 0.1 2.3 33.6 64.0 SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Reddish brown&gray FAT CLAY(CH) #10 100.0 w/ferrous nodules&blocky structure #20 99.9 Atterberg Limits(ASTM D 4318) #30 99.9 PL= 19 LL= 55 PI= 36 #40 99.9 #60 99.8 Classification #100 99 7 USCS= CH AASHTO= #200 97.6 Coefficients D85=0.0061 D60=0.0014 050=' D30= D15= D10= Cu- Cc- Date Tested: Tested By Remarks " (no specification provided) Sample No. Source of Sample: CB-33 Date Sampled: Location: Elev./Depth: 18-20 Checked By: Title: Tolunay-Wong Client: City of Pearland Engineers Inc. Project: City of Pearland Mobility&Drainage Program Magnolia/Southfork-Pearland,Texas Houston, Texas Project No: 05-G120 Plate 14B Particle Size Distribution Report (ASTM D 422) e d e 5 a 0y 0 �0t 0 a 0 M N f0 4 :C l�• a a g g 9! I Gil 0 • I I I I • • I I I 10 • I I 20 30 I _ fY I Z 40 I I T I 1 I I I LL I I I I I I I Z 50 I I I I I I I W I I I I I I I U I I I I I I I • W 60 I I I I I I • a 70 • • • • 80 • 90- 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %+3" %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 3.5 29 4 49.2 16.3 SIEVE PERCENT SPEC." PASS? Material Description SIZE FINER PERCENT (X=NO) Light gray and tan SANDY LEAN CLAY #10 98.4 #20 97.2 Atterberg Limits(ASTM D 4318) #30 96.5 PL= 16 LL= 28 PI= 12 #40 94.9 #60 92.4 Classification #100 86.2 USCS= CL AASHTO= #200 65.5 Coefficients D85= 0.1417 D80=0.0641 D50=0.0474 D30= 0.0161 D15= D10= Cu- Cc- Date Tested: Tested By: Remarks (no specification provided) Sample No. Source of Sample: CB-36 Date Sampled: Location: Elev./Depth: 34-35 Checked By: Title: Tol u n ay-Wong Client: City of Pearland En i n e e rs Inc. Project: City of Pearland Mobility&Drainage Program g Magnolia/Southfork-Pearland,Texas Houston, Texas Project No: 05-G120 Plate 15B t� � I I _ APPENDIX C Design Chart for Drilled Shafts Axial Compression Loads at Abutments and Interior Bents Ilnv2ItwellGeotechnicallProjects1200510S-G120 Tolunay-Wong Engineers,Inc. Project No. 05-G120 Rev.0,11/21/2005 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 100 200 300 400 500 600 700 800 900 0 ' PILL.FA,MLA?MIA •+46.4' EXISTING GROUND SURFACE ELEVATION IS+46.4' DRILLED SHAFTS CUT OFF ELEVATION IS+44.4' u. +40' Z ASSUMED SCOUR DEPTH TO BE 10' ID 10 BELOW DRILLED SHAFT CUT OFF -24-in.Dia.Drilled Shaft — F — LEV.+34.4'MSL —ELEV. +34.4'MISL - 0-in.Dia.DrilledShaft > ' +: . CHANNEL FLOWUNE s - 36-in.Dia.Drilled Shaft '+30' 3 w 20 1'�% — — in.-in.Dia.Drilled Shaft — ch MA RY'S CREEK @ McLEAN ROAD il '48-in.Dia.Drilled Shaft a �` e 54-in'11 ..Dia.Drilled Shaft '+20' cu H 30 ` \� I"60-In.Dia.Drilled Shaft _ General Sell Profilein m 40 , `\. * • FAT CLAY(CH) I from Borings CB-4&CB-18 '+10' � � a \ ` \ \ 'o W 111 CO 50 - `� ~`� '�... U.z m 60 i r LEAN CLAY IN/SAND(CL),SANDY W W • \ ,` ` ` ` LEAN CLAY(CL)&FAT CLAY(CH) '-20' al 0 70 ,� S N. a ‘ '-30' • 80 ti_ S LW SAND(SAM .-33.6, NOTES 1.0 Allowable axial compression loads shown In this figure are net loads and should consist of DL+LL 2.0 The weight of the dolled shaft has been Incorporated into the allowable loads.The drilled shaft weight should not be added to the drilled shaft loading when designing drilled shafts with this design chart. 3.0 Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S)of 2.0 for shaft friction and 3.0 for end bearing. 4.0 Allowable axial compression dead load plus sustained and transient live load=1.33 X allowable axial compression dead load plus sustained live load. 5.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single drilled shaft settlement of 0.2 inch or less.Single drilled shaft settlement of 0.2 Inch includes elastic shortening of drilled shaft. 6.0 The center to center spadngs for the drilled shafts should be greater than three times the drilled shaft diameter. PLATE IC DESIGN CHART FOR DRILLED SHAFTS AXIAL COMPRESSION LOADS AT ABUTMENTS-BORINGS CB-4 8 CB-18 TWEI PROJECT NO. 05-G120 MARY'S CREEK AT McLEAN ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND.TEXAS Tolunay-Wong Engineers,Inc. 10710 S.Sam Houston Pkwy W.,Suite 100,Houston,TX 77031 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 100 200 30D 400 500 600 700 800 900 0 " 10 • NA7►$AV NMI +46.4' EXISTING GROUND SURFACE ELEVATION IS+46.4' DRILLED SHAFTS CUT OFF ELEV•TION IS+44,4' ® E •+40' Z 10 24-in.Dia.Drilled Shaft — E — ELEV. I34.4'MSL MARY'S CREEK @ McLEA V ROAD —30-in.Dia.Drilled Shaft CHANNEL FLOWLINE ` ' " 38-In.Dia.Drilled Shaft '+30' W 20 + —42-In.Dla.Drilled Shaft y W —ELEV.+24.4'MSL,ASSUMED SCOUR DEPTH TO '48-in.Dia.Drilled Shaft 2 O ' BE 10'BELOW CHAN NEL BOTTOM J .11 54-in.Dia.Drilled Shaft =•+20' 5 e 30 ` %ill 60 in.Da.Drilled Shaft -� Z0 • FAT CLAY(CH) 1 General Soil Profile m =O \ ; �� • !from Borings CB-4 8 CB-18 •+10' g ( • c7 40 ♦ N % z '0 H• 50 ` • !� Z 0 N ` ` , ` 1•-10' Q m fill \ \ a\ ♦ * W a 1 • LEAN CLAY W/SAND(CL) -20' O 70Nt e A SANDY LEAN CLAY(CL)4 'ilip- — - FAT CLAY(CH) - -- ♦y` \ - a -30' 80 s1LTv NANn(ski) -43.6' NOTES t0 Allowable axial compression loads shown In this figure are net loads and should consist of DL+LL 2.0 The weight of the drilled shaft has been Incorporated Into the allowable loads.The drilled shaft weight should not be added to the drilled shaft loading when designing drilled shafts with this design chart. 3.0 Use of allowable axial compression dead load plus sustained live toad shown In this figure provides for a minimum factor of safety(F.S)of 2.0 for shaft friction and 3.0 for end bearing. 4.0 Allowable axial compression dead load plus sustained and transient live load=1.33 X allowable axial compression dead load plus sustained live load. LO Use of allowable axial compression dead load plus sustained We load shown In this figure should result In a total single drilled shaft settlement of 0.2 Inch or less.Single drilled shaft settlement of 0.2 inch indudes elastic shortening of drilled shaft. 6.0 The center to center spacings for the drilled shafts should be greater than three times the drilled shaft diameter. PLATE 2C DESIGN CHART FOR DRILLED SHAFTS AXIAL COMPRESSION LOADS AT INTERIOR BENTS-BORINGS CB-4 S CB-18 TWEI PROJECT NO.. 05-G120 MARY'S CREEK AT McLEAN ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS .inay-Wong Engineers,Inc. 10710 S.Sam Houston Pku. ,uite 100,Houston,TX 77031 I 1 I ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) l 0 100 200 300 400 500 600 700 800 900 0 i - -+50' EXISTING GR•UND SURFACE E.EVATION IS+50' SANDY LEAN CLAY(CL)& DRILLED SHAFTS CUT OFF E:EVATION IS+48' E FILL:FAT CLAY(CH)&FAT CLAY WITH SAND(CH) ASSUMECSCOUR DEPTH TO BE 10' 2 10 BELOW DPRLED SHAFT CLQDc:SIFT/ 24-in.Dia.Drilled Shaft +40' —+38'MSL —ELEV.+38'MSL 30-in.Dia.Drilled Shaft R -":-;"77-`1\44411‘ CHANNEL FLOWLINE FAT CLAY(CH) — - 38-In.Dia.Dulled Shaft MARY'S CP,EEK @ HARKEY ROAD — —42-in.Dia.Drilled Shaft -+30' LEAN CLAY(CL),LEAN C LAY WISAND(CL)b s� '48-In.Dia.Drilled Shaft �1\ .1 u. SANDY SILT L 54-in.Dia.Drilled Shaft c 30CC `` M ) -- In.-in.Dia.Drilled Shaft —s+20' General Soil ProfileI co O FAT CLAY(CH) \ from Boring CB-7,CB- e 23&CB-23A , +10' 2 Z �I a♦ SILTY SAND(SM)&SANDY SI.T(ML) W N • to 5o t\ ,1 i "0 ° 'kw NIa IN--, 60 \ 1, " ;-10' N. \. • , FAT CLAY(CH) W 1:1tu 70 '1 , 1 -20' 60 �,� _ Nat,,, -30' NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL. 2.0 The weight of the drilled shaft has been incorporated into the allowable loads.The drilled shaft weight should not be added to the drilled shaft loading when designing drilled shafts with this design chart. 3.0 Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S)of 2.0 for shaft friction and 3.0 for end bearing. 4.0 Allowable axial compression dead load plus sustained and transient live load=1.33 X allowable axial compression dead load plus sustained live load. 5.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single drilled shaft settlement of 0.2 inch or less.Single drilled shaft settlement of 0.2 inch inductee elastic shortening of drilled shaft. 6.0 The center to center spacings for the drilled shafts should be greater than three times the drilled shaft diameter. PLATE 3C - - DESIGN CHART FOR DRILLED SHAFTS AXIAL COMPRESSION LOADS AT ABUTMENTS-BORINGS CB-7,CB-23&CB-23A TINE!PROJECT NO. 05-G120 MARY'S CREEK AT HARKEY ROAD CITY OF PEARLAND,MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS Tolunay-Wong Engineers,Inc. 10710 S.Sam Houston Pkwy W.,Suite 100,Houston,DC 77031 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 100 200 300 400 500 600 700 800 900 0 +50' EXISTING GROUND SURFACE ELEVATION IS+50' LEAN CLAY WISAND(CL)& DRILLED SHAFTS CUT OFF ELEVATION IS+48' E FILL:FAY CLAY(CH)&FAT CLAY W/SAND(CH) z MARY'S K HARKEY ROAD 0 10 24-in.Dia.Drilled Shaft +40' ELEV. +38'MSL 304n.Dia.Drilled Shaft CHANNEL FLOWLINE FAT CLAY(CH) = - 36-In.Dia.Drilled Shaft ASS SCOUR DEPTH TO BE 10 RFI NFI ri r1wl INF ' +30' us 20 �42an.Dia.Dolled Shaft aJi w ELEV. 28'MSL LEAN CLAY WISAND CLf '48-In.Dia.Drilled Shaft 2 V lai 54-in.Dia.Drilled Shaft K , LEAN CLAY(CL),LEAN CLAY W/SAND 30 60-in.Dia.Drilled Shaft ' +20' y (CL)&SANDY SILT(ML) 0 - NillA6 FAT CLAY(CH) • General Soil PratHe y0from Boring CB-7, +10' C�7 e r — CB.23&CB-23A a Z �N SILTY SAND ISM)&SANDY SILT(ML) P' u. 1444,4, 3in ' o m 60 ` \ -10' S s NoiLe FAT CLAY(CH) w n. lit G 70 ► 1 1 - 20' BO �• e ` -30' NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL. 2A The weight of the drilled shaft has been incorporated into the allowable loads.The drilled shaft weight should not be added to the drilled shaft loading when designing drilled shafts with this design chart. 3A Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S)of 2.0 for shaft friction and 3.0 for end bearing. 4.0 Allowable axial compression dead load plus sustained and transient live load=1.33 X allowable axial compression dead load plus sustained live load. 5.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single drilled shaft settlement of 02 inch or less.Single drilled shaft settlement of 0.2 inch indudes elastic shortening of drilled shaft. 8A The center to center spacings for the dolled shafts should be greater than three times the drilled shaft diameter. PLATE 4C • DESIGN CHART FOR DRILLED SHAFTS AXIAL COMPRESSION LOADS AT INTERIOR BENTS-BORINGS CB-7,CB-23&CB-23A TWEI PROJECT NO.. 05-G120 MARY'S CREEK AT HARKEY ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS iunay--Wong Engineers,Inc. 10710 S.Sam Houston no _- suite 100,Houston,TX 77031 r __ / �_ j ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 100 200 300 400 500 600 700 800 900 0 50 4, EXISTING GR�UND SURFACE ELEVATION IS+51 4' FILL.FAT CLAY(CH) DRILLED SHA°TS CUT OFF ELEV•TION IS+49,4' '+ EAS MED SCOUR DEPTH TO BE 10' -- Z 10 BEL.7W DP'L'ED SH4GT CUT-OFF 4-in.Dia.Drilled Shaft '�+40' F —ELEV.+39.4'MSL MARY'S CREEK @ MAGNOLIA ROAD —30-In.Dia.Drilled Shaft Q —ELEV. +37.5'MSL CHANNEL FLOWLINE — - 36-In.Dia.Drilled Shaft W 20 •V'11 — '�42-in.Die.Drilled Shaft co a • 1 e FAT CLAY(CH) mom, '48 in.Dia.Drilled Shaft +30' J N. 54-in.Dia.Drilled Shaft H 30 .� 60 in.Dia.Drilled Shaft +20' General Soil Profile LEAN CLAY tcLf from Boring CB-B, c e� , , CB cq 8 CB 25 % F \ , 1 FATCLAY(CH) W co � 11111Ll vs` u. .16 0 ,• �` e LEAN CLAY WISAND ICL1 Q W 80 j • a r 1 I a 0 70 FAT CLAY(CHI '_Qp' • \ ` # ` - 28.6' NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL. 2.0 The weight of the drilled shaft has been incorporated into the allowable loads.The drilled shaft weight should not be added to the drilled shaft loading when designing drilled shafts with this design chart. 3.0 Use of allowable axial compression dead load plus sustained live load shown in this figure provides fore minimum fador of safety(F.S)of 2.0 forshaft friction and 3.0 for end bearing. 4.0 Allowable axial compression dead load plus sustained and transient live load=1.33 X allowable axial compression dead load plus sustained live load. 5.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result In a total single drilled shaft settlement of 0.2 Inch or less.Single drilled shaft settlement of 0.2 Inch indudes elastic shortening of drilled shaft. 8.0 The center to center spacings for the drilled shafts should be greater than three times the drilled shaft diameter. FIGURE 5C DESIGN CHART FOR DRILLED SHAFTS AXIAL COMPRESSION LOADS AT ABUTMENTS-BORINGS CB-8,CB-24&CB-25 TWEI PROJECT NO.. 05-G120 MARY'S CREEK AT MAGNOLIA CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS Tolunay-Wong Engineers,Inc. 10710 S.Sam Houston Pkwy W.,Suite 100,Houston,TX 77031 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 100 200 300 400 500 600 700 800 900 0 - C +51.4' EXISTING GROUND SURFACE ELEVATION IS+51 4' FILL.FAT CLAY(CH) DRILLED SHAFTS CUT OFF ELE�ATION IS+49.4' I� to _ 24-In.Dia.Drilled Shaft zo MARY'S CREEK MAGNOLIA ROAD 30-in.Dia.Drilled Shaft +40' 3 ELEV. +37.5'MSL to a CHANNEL FLOWLINE — - 36-in.Dia.Drilled Shaft 2 PO ASSUMED SCOUR'I •TH TO BE 10' -42-in.Dia.Drilled Shaft BELOW CHANNEL F OWIJNE mom' r48-In.Dia.Drilled Shaft �'+30' W —ELEV.+27.5'MSL FAT CLAY(CH) to '� 54-in.Dia.Drilled Shaft u.a 30 --60 in.Dia.Drilled Shaft _ +20' General Soil Profile 0 LEAN CLAY ICU General Boring CB-8, 2 z CB-Q4 8 CB 25 r • :+10' uP FAT CLAY(CH) u. to , .lit1R1 S p, 0 C60• - -,_ fa` LEAN CLAY W/SAND ICL1 W • _ -10' m `�� 1 C 70 -- O ,�` \ \ FAT CLAY(CHt •-20' %.1.1% 1-28.6' NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL. 20 The weight of the drilled shaft has been incorporated Into the allowable loads.The drilled shaft weight should not be added to the drtled shaft loading when designing drilled shafts with this design chart 3A Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S)of 2.0 for shaft friction and 3.0 for end bearing. 4.0 Allowable axial compression dead load plus sustained and transient fire load=1.33 X allowable axie!compression dead load plus sustained live load. 6.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single drilled shaft settlement of 0.2 Inch or less.Single drilled shaft settlement of 0.2 inch indudes elastic shortening of drilled shaft. 6.0 The center to center spacings for the drilled shafts should be greater than three times the drilled shaft diameter. FIGURE 6C DESIGN-CHART FOR DRILLED SHAFTS AXIAL COMPRESSION LOADS AT INTERIOR BENTS-BORINGS CB-8,CB-24 8 CB-25 TWEI PROJECT NO.: 05-G120 MARY'S CREEK AT MAGNOLIA CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS '"iunay-Wong Engineers, Inc. 10710 S.Sam Houston Pie -kuite 100,Houston,TX 77031 j 1 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 100 200 300 400 500 600 700 800 900 0 FIL +53.8' EXISTING 3ROUND SURFACE ELEVATION IS+55.8' -PA r CLAY(Gen DRILLED SHAtTS CUT OFF ELEVATION IS+51.8' '+50' ASSUMED SCOUR DEPTH TO BE 10' to BFI OW)PII I Fn SHAFT CUT OFF -24-in.Dia.Drilled Shaft _ iL - ELEV.ar1.8'MSL - ELEV. +42'MSL -30-in.Dia.Drilled Shaft J Z CHANNEL FLOWIJNE '+40' e7 o --- - 36-in.Dia.Drilled Shaft 2 • 20 ♦%N% --42-In.Dia.Drilled Shaft _ DITCH @ WWTP — 448-in.Dia.Drilled Shaft W a` ` is FAT CLAY(CH) 54-In.Dia.Drilled Shaft '+30' •Q 30 !, � —60-in.Dia.Drilled Shaft _ ra tr. \\ ila SANDY LEAN C LAY(CL)& General Soil Profile '+20' ta FAT CLAY W/SAND(CH) from Boring CB-10 2 4o i , CB aaa CB 3.4A W o '+10' ce 1 1 1 z o so a F F -�• �_ , r FATCLAY(CH) 3 60 .\ \ �N � in m • e e LEAN CLAY(CL),SANDY LEAN CLAY(CL)& 70 CLAYEY SAND(SC) •-20' G 1% oks ♦ ` SILTY SAND(SW 60 w 1**,.y ` w r-26.2' NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL. 2.0 The weight of the drifted shaft has been Incorporated Into the allowable loads.The drilled shaft weight should not be added to the drilled shaft loading when designing drilled shafts with this design chart. 3.0 Use of allowable axial compression dead load plus sustained live load shown In this figure provides for a minimum factor of safety(F.S)of 2.0 for shaft friction and 3.0 for end bearing. 4.0 Allowable axial compression dead load plus sustained and transient live load=1.33 X allowable axial compression dead load plus sustained live load. 5.0 Use of allowable axial compression dead load plus sustained five load shown in this figure should remit in a total single drifted shaft settlement of 0.2 inch or less.Single dnlied shaft settlement of 0.2 inch includes elastic shortening of drifted shaft. 6.0 The center to center spacings for the drilled shafts should be greater than three times the drilled shaft diameter. FIGURE 7C DESIGN CHART FOR DRILLED SHAFTS AXIAL COMPRESSION LOADS AT ABUTMENTS-BORINGS CB-10,CB-33&CB-33A TWEI PROJECT NO. 05-G120 DITCH AT WWTP CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS Tolunay-Wong Engineers,Inc. 10710 S.Sam Houston Pkwy W.,Suite 100,Houston,TX 77031 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 100 200 300 400 500 60D 700 800 900 0 '+53.8' EXISTING GROUND SURFACE :ELEVATION IS+53.8 PILL PAT CLAY tGHI DRILLED SHAt'fS CUT OFF ELEVATION IS+51.8' '+50' E 10 24-In.Dia.Drilled Shaft — Z...'. - ELEV. +42'MSL 30-In.Dia.Drilled Shaft 0CHANNEL FLOVWNE - 36-in.Dia.Drilled Shaft +40' BASSUM SCOUR DEPTH TO B 10' H 20 BELO SHAFT CUT 7F '"42-In.Dia.Drilled Shaft m ELEV.+22'MSL '48-In.Dia.Drilled Shaft .2 in ' ' DITCH @ WWTP FAT CLAY(CH) 54-In.Dia.Drilled Shaft '+30' W •\ a O 30 ♦` 60-in.Dia.Drilled Shaft m l General Sod Pro9le ih I •+20' w Ca N % 1% SANDY LEAN CLAY(CL)8 FAT from BoringC13-10 z \ CLAY WI SAND(CH) ` 40 CB 33 8 CB 33A g , � 0 ` 1 1 +io W z 50 F `• FAT CLAY(CH) 0 5 N � N '0 • a 0 60 \ �N \ w ..1 • ` • • m ~ • `\` e e LEAN CLAY(CL),SANDY LEAN CLAY(CL)8 -10' a 70 ` CLAYEY 6AND(SC) -o - -20' i `� `' SILTYSAND(SM) 80 - `• ` a ---26.2' NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL 2.0 The weight of the drilled shaft has been incorporated into the allowable loads.The drilled shaft weight should not be added to the drilled shaft loading when designing drilled shafts with this design chart. 3.0 Use of allowable axial compression dead load plus sustained live load shown In this figure provides for a minimum factor of safety(F.S)of 2.0 for shaft friction and 3.0 for end bearing. 4A Allowable axial compression dead load plus sustained and transient live load=1.33 X allowable axial compression dead load plus sustained live load. 6.0 Use of allowable axial compression dead load-plus sustained live load shown in this figure should result In a total single drilled shaft settlement of 0.2 Inch or less.Single drilled shaft settlement of 0.2 inch Includes elastic shortening of drilled shaft. 6.0 The center to center spacings for the drilled shafts should be greater than three fives the drilled shaft diameter. FIGURE 8C DESIGN CHART FOR DRILLED SHAFTS AXIAL COMPRESSION LOADS AT INTERIOR BENTS-BORINGS CB-10,CB-33&CB-33A TWEI PROJECT NO.: 05-G120 DITCH AT WWTP CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS limey-Wong Engineers,Inc. 10710 S.Sam Houston Pim. -uite 100,Houston,TX 77031 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 100 200 300 400 500 600 700 800 900 0 • _+56' EXISTING GROUND SURFACE ELEVATION IS+56' FILL:FAT CLAY(CHI&LEAN CLAY(CL) DRILLED SHAFTS CUT OFF ELEVATION IS+54' . ASSUMED SCOUR DEPTH TO BE 1 D' '+50' 10 RELOWAR-LLED-SHAFT CUT OFF FAT CLAY(CH 24-in.Die.Drilled Shaft — 0 —ELEV.+44'MSL LEAN 30-in.Dia.Drilled Shaft — ELEV.+41' FLDWLINE'MSL LEAN CLAY(CL)�) 36-in.Die.Drilled Shaft •+40' _ ▪ 20 `, --42-in.Dia.Drilled Shaft w • . i••• r48-in.Dia.Drilled Shaft ✓ ►\, FAT CLAY(CH) 54-in.Dia.Dulled Shaft ^+30' > &• 30 �\\ ; DITCH EAST OF MORGAN 60-in.Dia.Drilled Shaft — N y ` MAGNOLIA ROAD ' Gene al Soil Profile ca 2 ` SANDY LEAN CLAY(CL) from Boring CB-11, +20' O 40 i FAT CLAY NNSAND ICHI CD-6 fl CD 30A g Ce altIt ^+10' w o y 50 � FAT CLAY(CH u. W 60 ``=+ ' w m Illirm •%fti a LEAN CLAY(CL) '-10' tu 70 ' a \ •20' a \� \- SANDY LEAN CLAYICLt -24' NOTES 1.0 Allowable axial compression loads shown In this figure are net loads and should consist of DL+LL. 2.0 The weight of the drilled shalt has been incorporated into the allowable loads.The drilled shaft weight should not be added to the dulled shaft loading when designing drilled shafts with this design chart. 3.0 Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S)of 2.0 for shaft friction and 3.0 for end bearing. 4A Allowable axial compression dead load plus sustained and transient live load=1.33 X allowable axial compression dead load plus sustained live load. 6.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single drilled shaft settlement of 0.2 inch or less.Single drilled shaft settlement of 0.2 Inch indudes elastic shortening of drilled shaft. 6.0 The center to center spacings for the drilled shafts should be greater than three times the drilled shaft diameter. FIGURE 9C DESIGN CHART FOR DRILLED SHAFTS AXIAL COMPRESSION LOADS AT ABUTMENTS-BORINGS CB-11,CB-36&CB-36A TWEI PROJECT NO.' 05-G120 DITCH EAST OF MORGAN AT MAGNOLIA ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS Tolunay-Wong Engineers,Inc. 10710 S.Sam Houston Pkwy W.,Suite 100,Houston,DC 77031 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 100 200 300 400 500 600 700 800 900 0 I -+56' EXISTING GROUND SURFACE ELEVATION IS+56' FILL.FAT CLAY(CH)&LEAN CLAY(CL) DRILLED SHAFTS CUT OFF ELEVATION IS+54' FAT CLAY(CH) '+50' to 24-in.Dia.Drilled Shaft _ 2 CHANNEL FLDWLINE —304n.Dia.Drilled Shaft 0 —ELEV.+41'MSL LEAN CLAY WISAND(CL)Q &LEAN CLAY(CLI .� 36-In.Dia.Drilled Shaft .+40' 20 ARRSUMPD SrOUR nEPT►_TO PG_10' — ••••42-in.Dia.Drilled Shaft _, co BELOW DRILLED SHAFT CUT OFF , 2 w 46 in.Dia.Drilled Shaft w — ELEV.+44'MSL FAT CLAY(CH) 54-In.Dia.Drilled Shaft '+30' w < 3o t ' —60-iin.Dia.Drilled Shaft _ y li l ■ DITCH EAST OF MORGAN @ i Gene al Soil Profile Ca '�' e V\V MAGNOLIA ROAD SANDY LEAN CLAY(CL) 1 from Boring CB-11, '+20' g 0 40 \a d FAT CLAY WISAND(CH) I CB'6&CB 36A t, \r +10' u Fur 50 16\\ FAT CLAY(C CO \\ o OJ 60 �`\: •0, W W `, = Illo CO •` • �`� W ~ • 'AO' IO. LEAN CLAY(CL) W \70 ` �_ &FAT_C LAY(CH) •-20' e0 , - SANDY LEAN CLAY(CL) r 24' NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL 2.0 The weight of the dolled shaft has been incorporated into the allowable loads.The drilled shaft weight should not be added to the drilled shaft loading when designing drilled shafts with this design chart. 3.0 Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S)of 2.0 for shaft friction and 3.0 for end bearing. 4.0 Allowable axial compression dead load plus sustained and transient live load=1.33 X allowable axial compression dead load plus sustained live load. 6.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single drilled shaft settlement of 0.2 inch or less.Single drilled shaft settlement of 0.2 inch includes elastic shortening of drilled shaft 6.0 The center to center spacings for the drilled shafts should be greater than three times the drilled shaft diameter. FIGURE 10C DESIGN CHART FOR DRILLED SHAFTS AXIAL COMPRESSION LOADS AT INTERIOR BENTS-BORINGS CB-11,CB-36&CB-36A TWEI PROJECT NO.• 05-G120 DITCH EAST OF MORGAN AT MAGNOLIA ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS I may-Wong Engineers,Inc. 10710 S.Sam Houston Pkw ,rite 100,Houston,TX 77031 APPENDIX D !, 3 Design Chart for Driven Precast Prestressed Concrete Piles Axial Compression Loads at Abutments and Interior Bents 11tw2ltweilGeotechnicallProjects12005105-G120 Tolunay-Wong Engineers,Inc. Project No. 05-G120 Rev.0,11/21/2005 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) " (TOTAL LOAD) 0 30 60 90 120 150 180 210 240 270 0 • EXISTING GROUND SURFACE ELEVATION IS+46.4' FAT IN AV MIN •+46.4' DRIVEN PILE CUT OFF ELEVA—ION IS+44.4' ASSUMED SCOUR DEPTH TO BE 10' —— '''40' 4 10 PFi nw D N pn F ru•r0;r — 14-in.Sq.Driven Conc.Pile Z - —ELEV.+34.4'MSL —ELEV. +34.4'MSL 0 CHANNEL FLO%LINE 16-in.Sq.Driven Conc.Pile Q 1''•..... +30' .- ti 1 - - - 18-in.Sq.Driven Conc.Pile co W �` MARY'S CREEK @ McLEAN ROAD J w . —-—-20-in.Sq.Driven Con.Pile •+20' V Q • N. 30 `\- ,, `,-.• co N. FA-CLAY(CH) to fa • General Soil Profile +10 Z 40 1 + • -• from Borings CB-4 O • • &CB-18 2 •�� W Z 50 �` • • -` t� CO - �� ' . •1.1 Z • O 60 , • • •�`, • • •� m •• �� LEAN CLAY 1111SAND (CL), W ' • SANDY LEAN CLAY(CL)&FAT •-20' • W .• 70 1� ♦ `•, . CLav(FH) O 1 • ♦ � 1 • •... • `1 •i �•• '�' 80 • " _ ••. '..SILTY SAND(SU) -33.6' e NOTES 1.0 Allowable axial compression loads shown In this figure are net loads and should consist of DL+Li. 2.0 Use of allowable axial compression dead load plus sustained live load shown In this figure provides for a minimum factor of safety(F.S.)of 2.0 for pile shaft friction and 3.0 for pile end bearing. 3.0 Allowable axial compression dead load plus sustained and transient live load=1.3 x allowable axial compression dead load plus sustained live load. - 4.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single pile settlement of 0.2 inch or less. Single pile settlement of 0.2 inch includes elastic shortening of pile. 5.0 Allowable pile loads for pile size not shown may be determined by interpolating between design data plots for pile sizes shown. 6.0 The center to center spacings for the piles should be greater than three times the pile width. - PLATE 1 D DESIGN CHART FOR DRIVEN PRECAST PRESTRESSED CONCRETE PILES AXIAL COMPRESSION LOADS AT ABUTMENTS-BORINGS CB-4&CB-18 TWEI PROJECT NO. 05-G120 MARY'S CREEK AT McLEAN ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS Tolunay-Wong Engineers, Inc. 10710 S.Sam Houston Pkwy W.,Suite 100,Houston,TX 77031 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 30 60 90 120 150 160 210 240 270 0 rAT ni AY(CHI -+46.4' EXISTING GROUND SURFACE ELEVATION IS+46.4' DRIVEN PILE CUT OFF ELEVATION IS+44.4' '+40' 10' --- 14-in.Sq.Driven Conc.Pile z —ELEV. +34.4'MSL O CHANNEL FLOWLINE 18-in.Sq.Driven Conc.Pile ASSUMED SCOUR DEPTH TO BE 10' •+30' -j > 20 BELOW CHANNEL FLOWLNE - tag w — ELEV. MSL MARY'S CREEK @ McLEAN ROAD 18-in.Sq.Driven Conc.Pile J w ... —-—-204n.Sq.Driven Con.Pile +20' w a • . ,, u. 30 `cc i Jc \ ` ,` FA'CLAY ICHI General Soil Profile •+10' Z � ', •`. from Borings CB-4 • 0 •` • ,; ` 8 CB-18 2 . 1= 0 ••%. • •. .. . 'o w Z . F �5 ' . •. z • • F w \�� . ' •-10 a co O 60 `� •, • .'�-, - m ``'S , ` .\ LEAN CLAY WISAND (CL), us N. • SANDY LEAN CLAY(CL)&FAT '-20' o. 70 'i r_LAv( ) w - ,`. K 80 `�S. •- `% •�-;. SILTY SAND(SM) ,-33.6. NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL. 2.0 Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S.)of 2.0 for pile shaft friction and 3.0 for pile end bearing. 3.0 Allowable axial compression dead load plus sustained and transient live load=1.3 x allowable axial compression dead load plus sustained five load. 4.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result In a total single pile settlement of 0.2 Inch or less. _ Single pile settlement of 0.2 inch Includes elastic shortening of pile. 5.0 Allowable pile loads for pile size not shown may be determined by interpolating between design data plots for pile sizes shown. 6.0 The center to center spacings for the plea should be greater than three times the pile width. , PLATE 2D DESIGN CHART FOR DRIVEN PRECAST PRESTRESSED CONCRETE PILES AXIAL COMPRESSION LOADS AT INTERIOR BENTS-BORINGS CB-4 8 CB-18 TWEI PROJECT NO.:05-G120 MARY'S CREEK AT McLEAN ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS runay-Wong Engineers, Inc. 10710 S.Sam Houston Pkv `,uite 100,Houston,TX 77031 1 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 30 60 90 120 150 180 210 240 270 EXISTING GROUND SURFACE ELEVATION IS+50' SANDY LEAN CLAY(CL)& DRIVEN PILE CUT OFF ELEVATION IS+48' FILL:FAT CLAY(CH)&FAT CLAY WISAND(CH) ASSUMED SCOUR DEPTH TO BE 10'10 BELOW DRIVEN PILE CUTOFF - -— 14-in.Sq.Driven Conc.Pile —+40' —ELEV.+38'MSL —ELEV. +38'MSL O N. CHANNEL FLOWLINE FAT CLAY(CH) F . 16-in.Sq.Driven Conc.Pile > • •' MARY'S CREEK( HARKEY ROAD +30' 20 CB CB 3 \ . o 0. 18-in.Sq.Driven Conc.Pile W • .R.` LEAN CLAY(CL),LEAN CLAY WI SAND(CL)& W W `� •' SANDY SILT(ML) —- > -20 in.Sq.Driven Con.Pile m Q• 30 N. ••,\ •+20' —aI N. ♦,"- • W p \~\ • :�'• FAT CLAY(CH) General Soil Profile I co Z N. • • from Borings CB-7, 40 G3-Z3 to CF3 23A +10 0 `1 ' '•7'... SILTY SAND(SM)&SANDY SILT(ML) WP CO r.- \ LL Z50 `•-, `-. '0� Z 12 '. .a . a X ` • .a� ` O • a ,` - s \ '-1D ..r % a a •- FAT CLAY(CH) W m \ as �\ �\ as 0. 70 `�\ a♦ a '\\�`, '-20' O \\ • • % 'N. N. • 'N. a a -S 8D a. a 'N.• ^-0' NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL. 20 Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S.)of 2.0 for pile shaft friction and 3.0 for pile end bearing. 3.0 Allowable axial compression dead load plus sustained and transient live load=1.3 X allowable axial compression dead load plus sustained live load. 4.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single pile settlement of 0.2 Inch or less. Single pile settlement of 0.2 inch includes elastic shortening of pile. 5.0 Allowable pile loads for pile size not shown may be determined by Interpolating between design data plots for pile sizes shown. 6.0 The center to center spacings for the piles should be greater than three times the pile width. PLATE 3D DESIGN CHART FOR DRIVEN PRECAST PRESTRESSED CONCRETE PILES AXIAL COMPRESSION LOADS AT ABUTMENTS-BORINGS CB-7,CB-23&CB-23A TWEI PROJECT NO. 05-G120 MARY'S CREEK AT HARKEY ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS Tolunay Wong Engineers,Inc. 10710 S.Sam Houston Pkwy W.,Suite 100,Houston,TX 77031 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 30 60 90 120 150 180 210 240 270 0 -+50' EXISTING GROUND SURFACE ELEVATION IS+50' SANDY LEAN CLAY(CL)& DRIVEN PILE CUT OFF ELEVATION IS+48' FILL:FAT CLAY(CH)&FAT CLAY MANE,(CH) iE 10 _ --- 14-in.Sq.Driven Conc.Pile —•+40' 0 CHANNELBFLOWLINE FAT CLAY(CH) Q ASSUMED SCOUR DEPTH TO BE 10 16 in.Sq.Driven Conc.Pile 3 20 BELOW CHANNEL FLOWLINE +30' fa w —ELEV.+28'MSL - - - 18-In.Sq.Driven Conc.Pile LEAN CLAY(CL),LEAN CLAY WI SAND(CL)& a �` MARY'S CREEK HARKEY ROAD SANDY SILT(ML) _. ` —-20 in.Sq.Driven Con.Pile +20' co '�:� General Soil Profile w O N. + FAT CLAY(CH) Z N t�•-., from Borings CB-7, C 3-z3&CB-23A .+10 a re —' '`: �� SILTY SAND(SM)&SANDY SILT(ML) 1= + Ili Z 50 ,\`-. , '. 't, •0 � •` z 0 S. ' � •'-. Q 80 �. •S W W ` ` . , '.•` FAT CLAY (CH) -1D w m • w 70 .�` '.• •tea •-20' • .� 0 -� + , •S '... '4. • � .� 80 � •` '�- <-.30 NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL. 2.0 Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S.)of 2.0 for pile shaft friction and 3.0 for pile end bearing. 3.0 Allowable axial compression dead load plus sustained and transient live load=1.3 X allowable axial compression dead load plus sustained live load. 4.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single pile settlement of 0.2 inch or less. Single pile settlement of 0.2 inch includes elastic shortening of pile. 5.0 Allowable pile loads for pile size not shown may be determined by interpolating between design data plots for pile sizes shown. 6.0 The center to center spacings for the piles should be greater than three times the pile width. PLATE 4D DESIGN CHART FOR DRIVEN PRECAST PRESTRESSED CONCRETE PILES AXIAL COMPRESSION LOADS AT INTERIOR BENTS-BORINGS CB-7,CB-23&CB-23A TWEI PROJECT NO. 05-G120 MARY'S CREEK AT HARKEY ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS unay-Wong Engineers, Inc. 10710 S.Sam Houston Pk; _ -Wile 100,Houston,TX 77031 4 r ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 30 60 90 120 150 180 210 240 270 0 ' +51.4' EXISTING GROUND SURFACE ELEVATION IS+51.4' FILL'FAT CLAY(CHI DRIVEN PILE CUT OFF ELEVA ION IS+49.4' •+50' ASSUMED SCOUR DEPTH TO BE 10' E 10 RFI OW nF IVFN PO F r:IITOFF ——— 14-in.Sq.Driven Conc.Pile —� z —ELEV.+39.e'MSL +40' O -. —ELEV.+37.5 MSL F -S CHANNEL FLOWLINE 16-in.Sq.Driven Conc.Pile _ a .. FAT CLAY(CHI "I `� -• - - 18-in.Sq.Driven Conc.Pile —`+30' f W N. ;.�• MARY'S CREEK lad MAGNOLIA ROAD o `'-` .-, —-—-20-in.Sq.Driven Con.Pile ♦ •. '+20' Qu! �++ �. \ a ♦ .` LEAN CLAY ICL) General So I Profile z . • '.- from Borings CB-8, g o `...40 ♦.`•—• CB-24&CB-25 '+1a g • \ • FAT CLAY(CH) W F 50 N • II ` ♦ `-� 0 U.co • •� z _ O C ``�• •`` ♦♦ ,• • ; ;-•,o- LEAN CLAY WSAND(CL) _70 • W �` + . •`- - W m • FAT CLAY ICH► G `� I . N. - 5- • • •N. N. 80 5 • -N.• -28.6' NOTES 1.00 A owable axial compression loads shown in this figure are net loads and should consist of DL+LL. 2.0 Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S.)of 2.0 for pile shaft friction and 3.0 for pile end bearing. 3.0 Allowable axial compression dead load plus sustained and transient live load=1.3 X allowable axial compression dead load plus sustained live load. 4.0 Use of allowable axial compression dead load plus sustained five load shown in this figure should result in a total single pile settlement of 0.2 inch or less. Single pile settlement of 0.2 inch includes elastic shortening of pile. 6.0 Allowable pile loads for pile size not shown may be determined by Interpolating between design data plots for pile sizes shown. 6.0 The center to center spacings for the piles should be greater than three times the pile width. PLATE 5D DESIGN CHART FOR DRIVEN PRECAST PRESTRESSED CONCRETE PILES AXIAL COMPRESSION LOADS AT ABUTMENTS-BORINGS CB-8,CB-24&CB-25 TWEI PROJECT NO.. 05-G120 MARY'S CREEK AT MAGNOLIA ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM - PEARLAND, Tolunay-Wong Engineers,Inc. 10710 S.Sam Houston Pkwy W.,Suite 100,Houston,TX 77031 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 30 60 90 120 150 180 210 240 270 0 . -+51.4' EXISTING GROUND SURFACE ELEVATION IS+51.4' PI641FA.Tt4AV4Cf if DRIVEN PILE CUT OFF ELEVATION IS+49.4' ▪+ 1E. 10 --- 14-in.Sq.Driven Conc.Pile — Z +40' F —ELEV. +37.5'MSL 16-In.Sq.Driven Conc.Pile _ CI-ANNEL FLOWLINE g 20 DQSUMFD SCOUR DEPTH TO BP 10' FAT CLAY ICH) BELOW DRIVEN PILE CUTOFF - - 18-in.Sq.Driven Conc.Pile 1—‘•+30' 2 W —ELEV.+27.8 MSL MARY'S CREEK -' MAGNOLIA ROAD —•—•20-in.Sq.Driven Con.Pile •+20' O % :•-.• LEAN CLAY MCI !General Sol Profile H z 40 • !from Borings CB-8, 0 ,- • `.��.�. 1 CB-24&CB-25 '+1a a 0 . . "` W `� FAT CLAY(CHl W Z u. '0 •` ''a � ' LEAN CLAY NSAND(CL) p60 � J -r ` • . S \• .-10' W % • � W �m % % ' • ••0., 70 \% • `•%. FAT CLAY(CH) Ilia '-20' a - • • %.%. -S • • .%. % 80 ` -2a.8 NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL. 2.0 Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S.)of 2.0 for pile shaft fiction and 3.0 for , pile end bearing. 3.0 Allowable axial compression dead load plus sustained and transient live load=1.3 X allowable axial compression dead load plus sustained live load. 4.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single pile settlement of 0.2 inch or less. Single pile settlement of 0.2 Inch includes elastic shortening of pile. 5.0 Allowable pile loads for pile size not shown may be determined by interpolating between design data plots for pile sizes shown. 6.0 The center to center spacings for the piles should be greater than three times the pile width. PLATE 6D DESIGN CHART FOR DRIVEN PRECAST PRESTRESSED CONCRETE PILES AXIAL COMPRESSION LOADS AT INTERIOR BENTS-BORINGS CB-8,.CB-24&CB-25 TWEI PROJECT NO. 05-G120 MARY'S CREEK AT MAGNOLIA ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS -�)unay-Wong Engineers,Inc. 10710 S.Sam Houston Pkv, -ulte 100,Houston,TX 77031 -T i 1 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 30 80 80 120 150 180 210 240 270 0 RUA PIT CLFY 1 "1 +53.8 EXISTING GROUND SURFACE E_EVATION IS+53.8) DRIVEN PILE CUT OFF ELEVA ION IS+51.8' ,+� ASSUMED SCOUR DEPTH TO BE 10' -- . 10 BELOW DRIVEN PILE CUTOFF - 141n.Sq.Driven Conc.Pile z —ELEV.+41 WMSL —ELEV.+42' SL 0 CHANNEL OWIJNE ••+40' \ 18-In.Sq.Driven Conc.Pile _ ` FAT CLAY(CHI _ - •,\' 18-in.Sq.Driven Conc.Pile 2 W \ \ DITC a@ WWTP •+30' � o . • : •- --20-In.Sq.Driven Conc.Pile i t 30 �� •`•-••••. '• • 4 '\ ` co�, • SANDY LEAN CLAY(CL)IL General Soil Profile ! r+20 z • • FAT CLAY WISAND(CH) from Borings CB-10, p •` _CB-33&CB-33A � c 0 • • '. \ +10' fu 0 • • `.. W IC 50 \ �.. •,- • ...5' • .` FAT CLAY(CH) -0 'g • . F a 60 N. + W ," . \•�.4. '\•,_ LEAN CLAY(CL),SANDY LEAN CLAY(CL) a70 _` • &GLAYtT 5ANU(SG) 80 • • •'..28.2' NOTES 1.0 Allowable axial compression loads shown In this figure are net loads and should consist of DL+LL 2.0 Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S.)of 2.0 for pile shaft friction and 3.0 for pile end bearing. 3.0 Allowable axial compression dead load plus sustained and transient five load=1.3 X allowable axial compression dead load plus sustained five load. 4.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single pile settlement of 0.2 inch or less. Single pile settlement of 0.2 Inch Indudes elastic shortening of pile. 5.0 Allowable pile loads for pile size not shown may be determined by interpolating between design data plots for pile sizes shown. 6.0 The center to center spacings for the piles should be greater than three times the pile width. PLATE 7D DESIGN CHART FOR DRIVEN PRECAST PRESTRESSED CONCRETE PILES AXIAL COMPRESSION LOADS AT ABUTMENTS BORINGS CB-10,CB-33&CB-33A TWEI PROJECT NO.•05-G120 DITCH AT WWTP CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS Tolunay-Wong Engineers,Inc. 10710 S.Sam Houston Pkwy W.,Suite 100,Houston,DC 77031 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 30 60 90 120 150 180 210 240 270 e r L FAT" AY„(C'Hl '•+53.8' FIL EXISTING GROUND SURFACE E_EVATION IS+53.8' DRIVEN PILE CUT OFF ELEVA ION IS+51.8' ;+50 E 10 ——— 14-in.Sq.Driven Conc.Pile --1 z —ELEV.+42'WSL O CHANNEL FLOWLINE `+40' ASSUMED SCOUR DEPTH TO BE 10 16 ln.Sq.Driven Conc.Pile RRow nowt,'PII F CLITCWF FAT CLAY ICH) co W —ELEV.+32 MSL DITCH @ W WTP ' - ' 18-in.Sq.Driven Conc.Pile i 2 W '+ a - ` ,` —-—-20-in.Sq.Driven Conc.Pile 30 \ w 1 ... SANDY LEAN CLAY(CL)& General Soil Profile i ++20 rn 0 N• ♦ ••• FAT CLAY W/SAND(CH) Z 40 • ` from Borings CB-10, 00 "'` • .. -. CB-33&CB-33A 2 O \ • ;`.- a+1cr 4. ♦ •'N. W - 50 �\ ♦ ♦• �` WLL. ♦ • .` •FAT CLAY (CH) -0 O \ • • F 30 60 `` . , Or5 '`.� m % \-� • `• \•. '-10' 10 • a 70 \ •• •�\•- . LEAN CLAY(CL),SANDY LEAN CLAY(CL) W .. *AMU(WI --: - . -5 (S SILTY SAND MI NOTES 1.0 Allowable axial compression loads shown In this figure are net loads and should consist of DL+LL_ 2.0 Use of allowable axial compression dead load plus sustained live load shown In this figure provides for a minimum factor of safety(F.S.)of 2.0 for pile shaft friction and 3.0 for pile end bearing. 3.0 Allowable axial compression dead load plus sustained and transient five load=1.3 X allowable axial compression dead load plus sustained live load. . 4.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single pile settlement of 02 inch or less. Single pile settlement of 02 Inch includes elastic shortening of pile. 5.0 Allowable pile loads for pile size not shown may be determined by interpolating between design data plots for pile sizes shown. 6.0 The center to center spadngs for the piles should be greater than three times the pile width. PLATE 8D DESIGN CHART FOR DRIVEN PRECAST PRESTRESSED CONCRETE PILES AXIAL COMPRESSION LOADS AT INTERIOR BENTS-BORINGS CB-10,CB-33 8 CB-33A TWEI PROJECT NO.. 05-G120 DITCH AT WWTP CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS r anay-Wong Engineers, Inc. 10710 S.Sam Houston Pkw. -.ufe 100,Houston,TX 77031 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 30 80 90 120 150 180 210 240 270 0 • - .+56. EXISTING GROUND SURFACE E LEVATION IS+56' FILL.FAT CLAY ICH1 DRIVEN PILE CUT OFF ELEVATION IS+54' ASSUMED SCOUR DEPTH TO BE 10' r_ '+50' 10 BFLOW DRNEN PILE CUTOFF FAT CLAY(CH) — 14-in.Sq.Driven Conc.Pile Z —ELEV.+44'MSL LEAN CLAY IN/SAND(CL)& —ELEV. +41'MSL 16-In.Sq.Driven Conc.Pile P LEAN CLAY(CL) s. CHANNEL FLOWLINE 4.40. N 20 \ \ ' •• •• 18-in.Sq.Driven Conc.Pile g w DITCH EAST OF MORGAN • o \\ '• ��� @ MAGNOLIA ROAD FAT CLAY(CH) _-—-20-In.Sq.Driven Conc.Pile p+30' uu.. 30 `\ , •. , Q K \ • ��•• W on o \`\ a • .�• SANDY LEAN CLAY(CL)&FAT General Soil Profile '+20' • 40- `" •• \ Cil AY tilt/SAND(PH) from Borings CE-11, \ , ,\ CB-36&CB-33A 2 CD • •.... '+10' w z ` ru CO \ •• \ FAT CLAY(CH) o 0 �� > 60 OJ ... • ` . • '. W LIJCO `�\ `` • 1 "_` LEAN CLAY(CL)& '-10' FAT CLAY(CH W 70 , + ,\\ CI \ • • d \ \ '-20' \• , • \• ••SANDY LEAN CLAY(CL) 80 - - --24' NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL. 2.0 Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S.)of 2.0 for pile shaft friction and 3.0 for pile end bearing. 3.0 Allowable axial compression dead load plus sustained and transient live load=1.3 X allowable axial compression dead load plus sustained live load. 4.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single pile settlement of 0.2 inch or less. Single pile settlement of 0.2 inch Includes elastic shortening of pile. 5.0 Allowable pile loads for pile size not shown may be determined by interpolating between design data plots for pile sizes shown. 6.0 The center to center spacings for the piles should be greater than three times the pile width. PLATE 9D DESIGN CHART FOR DRIVEN PRECAST PRESTRESSED CONCRETE PILES AXIAL COMPRESSION LOADS AT ABUTMENTS-BORINGS CB-11,CB-36&CB-36A TWEI PROJECT NO. 05-G120 DITCH EAST OF MORGAN AT MAGNOLIA ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS Tolunay-Wong Engineers,Inc. 10710 S.Sam Houston Pkwy W.,Suite 100,Houston,TX 77031 ALLOWABLE AXIAL COMPRESSION LOAD(KIPS) (TOTAL LOAD) 0 30 60 90 120 150 180 210 240 270 0 ' +58' EXISTING GROUND SURFACE ELEVATION IS+56' FILL:FATCLAY ICH1 DRIVEN PILE CUT OFF ELEVATION IS+54' +50. FAT CLAY(CH) E 10 ——=^14-in.Sq.Driven Conc.Pile z DITCH EAST OF MORGAN LEANcurwrsaND(cL► 0 — EL=V,+41'MSL MAGNOLIA ROAD &LEAN CLAY ICU 16-in.Sq.Driven Conc.Pile +40 CHANNEL FLOWLINE N 20 ASSUMED SCOUR DEPTH TO BE 10' - - BELOW CHANNEL FLOW LINE 18-in.Sq.Driven Conc.Pile W — ELEV.+31'MSL -' ✓ . FAT CLAY(CH) —-—-20-in.Sq.Driven Conc.Pile j +30 > �a 30 \`�• 3 0 ea Ce '.N. \• SAti DY LEAN CLAY(CL) General Soil Profile j +20 z Z 40 \\ 61► d FAT clay w'eei D(cm) from Borings CB-1', W 0 .... " ��.` CB_36&CB-36A ; 2 P N IL . , ` �' FAT CLAY (CH) Z �• p '` ` ' i o, i= .� a O 60 * �� G� • � .` W ..� ♦ W `� •, • • ,`' LEAN CLAY(CL) -10' W 70 I• _ &FAT CLAY(CH) \\ , � • \ SANDY LEAN CLAY(CU i '20 80 S. t •' .24' NOTES 1.0 Allowable axial compression loads shown in this figure are net loads and should consist of DL+LL. _ 2.0 Use of allowable axial compression dead load plus sustained live load shown in this figure provides for a minimum factor of safety(F.S.)of 2.0 for pile shaft friction and 3.0 for pile end bearing. 3.0 Allowable axial compression dead load plus sustained and transient live load=1.3 X allowable axial compression dead load plus sustained live load. 4.0 Use of allowable axial compression dead load plus sustained live load shown in this figure should result in a total single pile settlement of 0.2 inch or less. Single pile settlement of 0.2 inch indudes elastic shortening of pile. 5.0 Allowable pile loads for pile size not shown may be determined by Interpolating between design data plots for pile sizes shown. 6.0 The center to center spacings for the piles should be greater than three times the pile width. FIGURE 10D DESIGN CHART FOR DRIVEN PRECAST PRESTRESSED CONCRETE PILES AXIAL COMPRESSION LOADS AT INTERIOR BENTS-BORINGS CB-11,CB-36&CB-36A TWEI PROJECT NO. 05-G120 DITCH EAST OF MORGAN AT MAGNOLIA ROAD CITY OF PEARLAND MOBILITY AND DRAINAGE PROGRAM PEARLAND,TEXAS i may-Wong Engineers,Inc. 10710 S.Sam Houston Pkw, -suite 100,Houston,TX 77031 APPENDIX E Slope Stability Analysis for Bridge Embankments Iltw2ltweilGeotechnicallProjects1200510S-G120 Tolunay-Wong Engineers.Inc. Project No. 0S-G120 Rev.0,11/21/2005 Bridge Embankment 5-in.Conc.Liner 3H11V Short Term Condition Borings CB-4 & CB-18 McLean @ Mary's Creek c•\pro jests\2005\05-g120\slope\cb-18\cb-4-18sht.pl2 Run By. FH 11/10/2005 03:53PM 60 l i i if FS Soil Solt Total Saturated CohesionPlez. a 4 461 Desc. Type Unit Vt.Unit Vt. Intercep4urface b 4 470 No. (pcf) (pcf) Cpsf) No. c 4 473 Fill(CH)1 119.0 121.0 800.0 WI i pi ConLn 2 150.0 150.0 1000.0 WI g►� f d 4 477 Clay(CHI) 119.0 120.0 1000.0 WI e e 4 477 Clay(CH% 131.0 131.0 1400.0 WI b 50- f 4 486 - a i g 4.515 h 4.524 i 4.524 4 5.32 3 40 Mary's Creek o, IN. \ 3- I 30 - - . '"' // 4 WI Wl 20 10 0 _ 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSiain=4.461 PLATE 1 E Safety Factors Are Calculated By The Modified Bishop Method Bridge Ernbankrment 5-in. Thick Conc. Liner 3H:1V Rapid Drawdown Condition Borings CB-4 & CB-18 McLean @ Mary's Creek c \projects\2005\05-g120\slope\cb-18\cb-4-18rpd.pl2 Run By. FH 11/10/2005 04:40PM 60 tt FS Sou Solt Total Saturated CoheslonPiez. a 1.750 Desc. Type Unit Vt.Unit Vt. Intercerrrface b 1.753 No. Cpcf) Cpcf) (psf) No. C 1.755 FiIICCH)1 119.0 121.0 100.0 WI h I - ConLn 2 150.0 150.0 1000.0 W1 g f d 1.756 Clay(CHB 119.0 120.0 400.0 VI d b e 1.756 CIayCCH% 131.0 131.0 600.0 WI 50— f 1.759 ' t • 3 • vto g 1.771 h 1.774 i 1.774 ,, '73 Mary' Creek 40 • A .` 3 t 4 20 10 0 _ 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSnin=1.750 Safety Factors Are Calculated By The Modified Bishop Method PLATE 2E ;4 Bridge Embankment 5-in. Thick Conc. Liner 3H:1V Long Term Condition Borings CB-4 & CB-18 McLean @ Mary's Creek c \pro jects\2005\05-g120\slope\cb-18\cb-4-181ng.p12 Run By FH 11/10/2005 04:OOPM 60 # FS i Soil Soil Total Saturated CoheslonFriction Piez.i a 2.272 Dose. Type Unit Vt.Unit Vt. lntereepingle SurFace b 2.273 No. (pa) (pcf) (psf) (deg) No. c 2.274 Fi(l(CH)1 119.0 121.0 50.0 18.0 WI i h ConLn 2 150.0 150.0 1000.0 0.0 WI d 2.276 Clay(CHB 119.0 120.0 150A 20.0 WI gd e e 2.278 Clay(CHN 131.0 131.0 250.0 20A Wl 50— f 2.279 2 • g 2.279 h 2.284 i 2.286 2.287 Mary's Creek ,i3 J 40 / . . WI 3 1 _ 30 9 • • 4 W1 VI 20 . 10 0 _ 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSriin=2.272 PLATE 3E Safety Factors Are Calculated By The Modified Bishop Method Bridge Embankment 5-in.Conc Liner 3H:1V Short Term Condition Borings CB-7, CB-23 & CB-23A McLean @ Harkey c•\pro jests\2005\05-g120\slope\cb-23\cb-23-23a-7sht.p12 Run By• FH 11/10/2005 04.29PM 60 I # FS Soil Soil Total Saturated CoheslonPlez. a 4.389 Desc. Type unit lit.Unit Vt. lntercepllurface b 4.398 No. (pc') CpcF) tpaP) No. C 4 402 Fitt(CH)1 119.0 121.0 800.0 WI h g i ConLn 2 150.0 150.0 1000.0 W! d 4 403 Clay(CH8 119.0 120.0 1000.0 WI d of e 4 405 Clay(CL$ 131.0 131.0 1400.0 WI b C 50— f 4414 . • g 4 440 h 4 447 1 i 4 449 /' 8 • d Mary's Creek /'� 3 40 - --. 3 / WI tip\ 3' 1 /. v 30 /--- 4 VI W1 20 10 0 _ 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSmin=4.389 Safety Factors Are Calculated By The Modified Bishop Method PLATE 4E i Bridge Ernbankment 5-in. Thick Conc. Liner 3H1V Rapid Dro.wdown Condition Borings CB-7, CB-23 & CB-23A McLean @ Harkey c•\pro jects\2005\05-g120\slope\cb-23\cb-23-23a-7rpd.pt2 Run By: FH 11/10/2005 04.38PM 60 i i , i # FS soil Soil Total Saturated CohesbnPiez. a 1.639 Desc. Type Unit Wt.Unit Vt. lnterce0harface b 1.643 No. Cpcf) Cpcf) (psf) No. FOICCH)1 119.0 121.0 100.0 VI i Cori n 2 150.0 150.0 1000.0 VI d 1.645 h Cln CCHB- 119.0 120.0 400.0 V1 c b 8f e 1.646 CIny(CLX 131.0 131.0 600.0 VI 50— f 1.649 I A VIA g 1.656 / h 1.656 i I i 1.660 -- 8 e 1.662 Mary's Creek 3 / 40 3 r 30 4 20 10 0 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSmin=1.639 Safety Factors Are Calculated By The Modified Bishop Method PLATE 5E Bridge Embankment 5-in. Thick Conc. Liner 3H:1V Long Term Condition Borings CB-7, CB-23 & CB-23A McLean @ Harkey c \pro jects\2005\05-g120\slope\cb-23\cb-23-23a-7ing.pl2 Run By• FH 11/10/2005 04.26PM 60 # FS I Sort Sort Total Saturated CoheslonFrlctlon Plez.I a 2.205 Disc. Type Unit Vt.Unit Vt. intercepengle Surface b 2.208 No. (pc') (pc') (psf) Cdeg) No. C 2.209 FIU(CH)1 119.0 121.0 50.0 18.0 WI i h ConLn 2 150.0 150.0 1000.0 0.0 WI d 2.210 Clny(CH2 119.0 120.0 150.0 20.0 WI de" e 2.211 Clay(CLX 131.0 131.0 250.0 20.0 WI be 50— f 2.212 - g 2.213 h 2.213 �� i 2.215 2. 1z; --T...... ,- Mary's Creek ff 3 40f 3 . WI 1 - 30 • 9 • 4 WI Wl 20 10 0 _ • 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSrlin=2.205 PLATE 6E Safety Factors Are Calculated ';'• The Modified Bishop Method _ 1 Bridge Embankment 5-in Conc.Liner 3H:1V Short Term Condition Borings CB-8, CB-24 & CB-25 Magnolia @ Mary's Creek c\projects\2005\05-g120\slope\cb-25\cb-24-25-8shtpl2 Run By: FH 11/11/2005 12:44PM 60 i ( i i # FS Solt Soil Total Saturated CohesronFrlction Piet. a 4.238 Desc. Type Unit Vt.Unit Vt. tnterceptigle Surface b 4 449 No. Cpcf) (pc') Cps') (deg) No. i Fill(CH)1 119.0 121.0 800.0 0.0 VI h f c 4 741 d 4.890 ConLn 2 150.0 150.0 1000.0 0.0 WI c ebd CIayCCH2 119.0 120.0 1000.0 0.0 Wl • e 4 948 Sitt(ML)4 115.0 120.0 0.0 30.0 W1 50— f 5.083 1 Clay(CL$ 128.0 131.0 1400.0 0.0 VI // jam, g 5.100 I ClayCCL6 128.0 131.0 1600.0 0.0 WI 1 - h 5.103 i 5.103V . 5.10- 3 Wi Mary's Creek - 40 _ I • • - 5 5 • V1 5 1 30 - - - - 6 20 - - 10 - 0 _ - - - 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSrlin=4.238 PLATE 7E Safety Factors Are Calculated By The Modified Bishop Method Bridge Embankment 5-in. Thick Conc. Liner 3H:1V Rapid Dro.wdown Condition Borings CB-8, CB-24 & CB-25 Magnolia @ Mary's Creek c \pro jests\2005\05-g120\slope\cb-25\cb-24-25-8rpd.pl2 Run By• FH 11/11/2005 12:57PM 60 i i i i It FS Soil Soft Total Saturated CohesionFriction Piet. a 1.485 Desc. Type Unit Vt.11nit Vt. Intercepingle Surface b 1.485 No. CpcF) CpcF) Cpsf) (deg) No. i h - c 1.485 Fill(CH)1 119.0 121.0 100.0 0.0 VI f Q e d 1.491 ConLn 2 150.0 150.0 1000.0 0.0 WI d CIayCCHB 119.0 120.0 400.0 0.0 WI 50— e 1.493 SIItCML)4 115.0 120.0 0.0 30.0 VI 1 w3� f 1.494 1 Clay<CLS 128.0 131.0 400.0 0.0 WI g 1.496 CIayCCL6 128.0 131.0 600.0 0.0 WI 1 _ 10 / • h 1.499 /0,0°S.." / i 1.499 1� ? !7 G 3 I Marys Creek a 40 ` 4fl• W1 5 I 5 5la • \ 6 20 10 - - 0 _ 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSmin=1.485 Safety Factors Are Calculated D- The Modified Bishop Method PLATE 8E , , Bridge Embankment 5-in. Thick Conc. Liner 3H:1V Long Term Condition Borings CB-8, CB-24 & CB-25 Magnolia @ Mary's Creek c•\projects\2005\05-g120\slope\cb-25\cb-24-25-81ng.pl2 Run By• FH 11/11/2005 12:51PM 60 # FS i Sol Soil Total Saturated Cohesionrriction Piez.i a 1.901 Desc. Type Unit Vt.Unit Vt. lntereep ogle Surface b 1.903 No. (pcf) Cpef) Cpsf) Cdeg) No. I ! c 1.903 Fill(CH)1 119.0 121.0 5a0 18.0 WI h f ConLn 2 150.0 150.0 1000.0 0.0 WI c 0 d 1.905 Clay(CHB 119.0 120.0 200.0 20.0 WI b 3 • e 1.906 SiItCML)4 115.0 120.0 0.0 30.0 WI f 50— f 1.907 I Clay<CL5 128.0 131.0 200.0 18.0 WI g 1.908 / CIny(CLK 128.0 131.0 200.0 18.0 WI 1 /, / • h 1.909 i 1.910 �r 91 Mary's Creek 3 '� ' VI 40 41 \ 515 �/ • 30 • ---. . • 13 • • 6 20 10 0 _ - 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSmin=1.901 Safety Factors Are Calculated By The Modified Bishop Method PLATE 9E Bridge Embankment 5-in.Conc.Liner 3H 1V Short Term Condition Borings CB-10, CB-33 & CB-33A Ditch @ WWTP c•\projects\2005\05-g120\slope\cb-33\cb-33-33a-lOsht.pt2 Run By. FH 11/11/2005 01:55PM 60 l i i # FS Soil Solt Total Saturated CoheslonPiez. i �j a 3.430 Desc. Type Unit Vt.Unit Wt. lntercep$,rFace b 3.431 No. Cpcf) Coe) Cps') No. f C ci CH c 3.433 Fi11( )1 119.0 121.0 800.0 VI r d 3.434 ConLn 2 150.0 150.0 1000.0 Vi ��. 8 ? `/ CIayCCHB 119.0 120.0 800.0 WI 1 e 3.435 Ctay<CHN 131.0 131.0 1200.0 WI 3 50- f 3.435 - - i g 3.437 , h 3.438 3 ' i 3 438 Ditch @ WWTP • 40 , • s 1 V1 / // W1 40 dt 3 3` 1 30 \` �. '. 4 20 10 0 - 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSnin=3.430 PLATE nF Safety Factors Are Calculated The Modified Bishop Method r l _r Bridge Embankment 5-in. Thick Conc. Liner 3H:1V Rapid Drawdown Condition Borings CB-10, CB-33 & CB-33A Ditch @ WWTP c•\pro jects\2005\05-g120\slope\cb-33\cb-33-33a-1Orpd.pl2 Run By FH 11/11/2005 02:06PM 60 # FS i Soil Soil Total Saturated CoheslonPlez. h a 1.666 Deer. Type Unit Wt Unit Wt Intercepmr-face g if e b 1.667 - No. (pcf) (pcf) Coon No. d FiU(CH)1 119.0 121.0 100.0 WI 3 b ' c 1.668 ConLn 2 150.0 150.0 1000.0 WI • d 1.670 Clay(CHB 119.0 120.0 400.0 WI 1 I • / I• e 1.671 Clay(CH$ 131.0 131.0 600.0 WI /` 50— f 1.671 - g 1.675 / h 1.675 3 i 1.67., Ditch @ WWTP • 40 d1 \\ 3 I /V ' 30 i 20 10 0 _ 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSnin=1.666 PLATE 11 E Safety Factors Are Calculated By The Modified Bishop Method Bridge Embankment 5-in. Thick Conc. Liner 3H:1V Long Term Condition Borings CB-10, CB-33 & CB-33A Ditch @ WWTP c•\pro jects\2005\05-g120\slope\cb-33\cb-33-33a-10ing.pl2 Run By FH 11/11/2005 01;53PM 60 _ # FS I Soil Sail Total Saturated Cohesionfriction Piez.l _ al a 1.798 Desc. Type Unit Vt.Unit Vt. tntercepIngle Surface b 1.801 No. (pcf) (pa) (psf) (deg) No. e f ed c 1.801 FIII(CH)1 119.0 121.0 50.0 16.5 WI ' 3 d 1.803 ConLn 2 150.0 150.0 1000.0 0.0 WI - -i - • Clay(CHB 119.0 120.0 150.0 16.5 WI / B e 1.806 Clay(CHM 131.0 131.0 250.0 20.0 WI 3 50— f 1.807 ' ///c g 1.807 h 1.808 Ditch @ WWTP 3 j ;.810 40 4/1 ' \.,\ 3'1 i Vi N, \ 30 • 9 • 4 - 20 - 10 0 _ 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSriin=1.798 � ,I Safety Factors Are Calculated "- The Modified Bishop Method PLATE 1,)„_ � Embankment South of' Ditch @ WWTP Bridge Grass-Lined 3H:1V Slope, Rapid Drawdown & Weathered Soil Condition Borings CB-10, CB-33 & CB-33A c\projects\2005\05-g120\slope\cb-33\cb-33-33a-10rpds.pl2 Run By. FH 11/11/2005 02:40PM 60 # FS Soil Soil Total Saturated CoheslonFriction Piet z h i a 1.249 Desc. Type Unit Vt.Unit Vt. 1ntercepi gle Surface b 1.256 No. Cpcf) (pcF) Cpsf) (deg) No. f g e d c 1.269 FI U(CH)1 119.0 121.0 50.0 0.0 W1 b Ctay(CH2 119.0 120.0 100.0 12.0 WI • ctayccH2 119.0 120.0 400.0 0.0 WI Wl e 1.298 Ctay(CHx 131.0 131A 600.0 0.0 WI i/ - • 50— f 1.339 g 1.341 / h 1.342 2 i 1.348 Ditch @ WWTP _-_ 35� —_ — ; e � 3 40 wl VI V 30 • 4 • 20 10 0 - 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSmin=1.249 PLATE 13E Safety Factors Are Calculated By The Modified Bishop Method Embankment South of Ditch @ WWTP Bridge Grass-Lined Slope, 3H11V Slope, Long Term & Weathered Soil Condition Borings CB-10, CB-33 & CB-33A c\projects\2005\05-g120\slope\cb-33\cb-33-33a-10ings.p12 Run Byt FH 11/11/2005 02:39PM 60. i i i i # FS Soft Soft Total Saturated CohesionFriction Piez. i J a 1.561 Desc. Type Unit vt,unit vt Interceplblgte Surface h F g b 1.568 No. Cpcf) Cpcf) Cpsf) (deg) No. E d FlUCCH) 1 119.0 121.0 50.0 16.5 W3 b c c 1.568 Ctay(CHE 119.0 120.0 50.0 16.5 WI � {5 • � d 1.582 Ctay(CHS 119.0 120.0 150.0 16.5 W1 6 • e 1.587 CtayCCH>< 131.0 131.0 250.0 16.5 WI �� 2 50— F 1.601 g 1.604 2 �� / h 1.609 Ditch @ WWTP f i 1.636 -_ :.cat Y • _ • 40 WI WI WI WI 30 • 8 - • 4 - - 20 • 10 0 _ 0 10 20 30 40 50 60 70 80 90 GSTABL7 v.2 FSriin=1.561 Safety Factors Are Calculated a• The Modified Bishop Method PLATE 14E z Embankment South of Magnolia @ Ditch Bridge, Grass-Lined 3H:1V Slope Borings CB-11, CB-36 & CB-36A Rapid Drawdown & Weatherd Soil Condition c•\pro jests\2005\05-g120\slope\cb-36\cb-36-36a-11rpds.pl2 Run By FH 11/11/2005 05.33PM 120 11 FS Scl Sal Toted Saturatadaraaan Plea. a 1.292 Dom. Type Unit Vt.lwt Vt. InterceptSu face b 1.300 No. CPO) (pcl) (pin Na. 1.301 ram) 1 119.0 121A 150.0 VI d 1.306 any(CH)2 119.0 120A 150.0 VI Clay(CD 3 119A 120A 400.0 VI e 1.306 Clay(CH)4 131.0 131.0 600A VI F 1.307 g 1.307 h 1.309 i 1.310 90 J .310 gt h i 60 Magnolia @ Ditch I V1 it, 6 // 2 • 2 • 3 6i11 �• Vl g - • 30 0 30 60 90 120 150 GSTABL7 v.2 FSnin=1.292 Safety Factors Are Calculated By The Modified Bishop Method PLATE 15E Embankment South of Magnolia @ Ditch Bridge, Grass-Lined 3H:1V Slope Borings CB-11, CB-36 & CB-36A Long Term & Weatherd Soil Condition c•\projects\2005\05-g120\slope\cb-36\cb-36-36a-llings.pl2 Run By. FH 11/11/2005 05:13PM 120 R FS Sal Sol I Total SaturatoeCohesion Friction Piz a 1.553 nose. Typo Int Vclrat Vt. Int.re.ptMpto surcace b 1.580 No. P) (pc') <P.P) coup) No. c 1.598 FOI(CH) 1 119A 121.0 50.0 16.5 VI d 1.621 ClayCCH)2 119A 120A 50.0 16.5 Vl CIayCCL)3 119.0 120.0 130A 20.0 VI e 1.622 CIayCCH)4 131A 131.0 250.0 18.0 WI F 1.624 g 1.629 h 1.631 i 1.634 1.635 90 h 1 60- f d8 b Magnolia @ Ditch • /Vl• • —yl• 30 • 9 4 0 0 30 60 90 120 150 GSTABL7 v.2 FSmin=1.553 Safety Factors Are Calculated By The Modified Bishop Method PLATE 16E CITY OF PEARLAND APPENDIX E APPENDIX E BNSF OVERPASS AGREEMENT 12/2008 ' Exhibit"A" Resolution 2008-31 08-0077 T70041 _ OVERPASS AGREEMENT LAW DEPARTMENT APPROVED BNSF File No.623490 Magnolia Road Overpass U.S.D:O.T No.023490J BNSF Mykawa Subdivision LS:7501,MP•8.76 This Agreement ("Agreement"), is executed to be effective as of this 6th day of December, 2007 ("Effective Date"),by and between BNSF RAILWAY COMPANY,a Delaware corporation("BNSF"),and the CITY OF PEARLAND,a political subdivision of the State of Texas("Agency"). RECITALS: WHEREAS, BNSF owns and operates a,line of railroad in and through the City of Pearlandd, State of Texas;. WHEREAS, Agency desires to improve the existing Magnolia Road (DOT No. 023202M, MP 8.71) at- grade crossing by constructing a new crossing at separated grades to be known as the Magnolia Road Overpass and designated as DOT No.023490J,;and WHEREAS,the existing Magnolia Road at-grade crossing will be closed and removed upon completion of construction and the placing in service of said overpass; NOW,THEREFORE, in consideration of the mutual covenants and agreements of the parties contained herein,the receipt and sufficiency of which are hereby acknowledged,the parties agree as follows: ARTICLE I—SCOPE OF WORK 1 The term "Project"as used herein includes any and all work related to the construction of the proposed Magnolia Road Overpass. (hereinafter referred to as the "Structure"), more particularly described on the Exhibit A attached hereto and incorporated herein,including, but not limited to,any and all changes to telephone, telegraph, signal and electrical lines and appurtenances, temporary and permanent track work, fencing, grading, alterations to or new construction of drainage facilities, preliminary and construction engineering and contract preparation. Any temporary controls for the Magnolia Road at-grade crossing during construction of the new overpass must be in compliance with Section 8A-5, "Traffic Controls During Construction and Maintenance" of the Uniform Traffic Control Devices Manual,U.S.Department of Transportation. ARTICLE II—BNSF_OBLIGATIONS In consideration of the codenants of Agency set forth herein and the faithful performance thereof, BNSF agrees as follows: 1 in consideration of the faithful performance of the Agency's covenants contained herein, BNSF hereby grants to Agency, Its successors and assigns, upon and subject to the terms and conditions set forth in this Agreement, a temporary non-exclusive license (hereinafter called, 'Temporary Construction License")to construct the Structure across or upon the portion of BNSF's right-of-way described further on Exhibit A-1,excepting and reserving BNSF's rights,and the rights of any others who have obtained,or may obtain,permission or authority from BNSF,to do the following: Magnolia Road(Warpage Agreement(12f06107) 1 Form 0105 Rev.06t01105 I � (a) Operate,maintain,renew and/or relocate any and all existing railroad track or tracks, wires, pipelines and other facilities of like character upon,over or under the surface of said right-of- way; (b) Construct,operate,maintain,renew and/or relocate upon said right-of-way,without limitation, such facilities as the BNSF may from time to time deem appropriate, provided such facilities do not materially interfere with the Agency's use 'of the Structure; (c) Otherwise use or operate the right-of-way as BN{SF may from time to time deem appropriate, provided such use or operations does not materially interfere with the Agency's use of the Structure. Prior to commencing any work on BNSF's property Cr right-of-way,Agency must pay BNSF the sum of Three thousand seven hundred ninety-two and No/1;00 Dollars ($3,792.00) as compensation for the Temporary Construction License. The term of the Temporary Construction License begins on the Effective Date and ends on the earlier of(I) substantial completion of the Structure, or(ii) twelve (12) months following the Effective Date. The Temporary Construction License and related rights given by BNSF to Agency in this provision are without warranty of title of any kind, express or Implied, and no covenant of warranty of title will be implied from the use of any word or words herein contained. The Temporary Construction License is for construction.of the Structure only and shall not be used by Anenoy for any other ouroose.Agency acknowledges and agrees that Agency shall not have the right, under the Temporary Construction License, to use the Structure. In the event Agency is evicted by anyone owning, or claiming title to or any interest in said right-of-way,BNSF will not be liable to Agency for any damages, losses or any expenses of any nature whatsoever The granting of similar rights to others,subsequent to the date of this.Agreement,will not Impair or interfere with the rights granted to Agency herein. Upon receiving the payment from Agency described in the subsequent sentence and provided Agency is in compliance with the terms and conditions of this Agreement, BNSF will grant to Agency,its successors and assigns, an easement(hereinafter called, the 'Easement")to enter upon and use that portion of BNSF's right-of-way as is necessary to use and maintain the Structure,substantially In the form of Exhibit.B attached to this Agreement. Agency must pay BNSF the sum of Eight thousand fiffy--nine and No/100 Dollars($8,059.00)as compensation for the Easement within thirty(30)days of issuing a Notice to Proceed pursuant to Article lil, Section 16 of this Agreement. If Agency falls to pay BNSF within the thirty day time period set forth in the preceding sentence,BNSF may stop construction of the Project until full payment is received by BNSF 2. BNSF will furnish all labor, materials, tools, and equipment for railroad work required for the construction of the Project, such railroad work and the estimated cost thereof being as shown on Exhibit D attached hereto and made a part hereof. In the event construction on the Project has not commenced within six(6) months following the Effective Date, BNSF may, In its sole and absolute discretion, revise the cost estimates sat forth in said Exhibit D In such event,the revised cost estimates will become a part of this Agreement as though originally set forth herein. Any item of work Incidental to the items listed on Exhibit D not specifically mentioned therein may be included as a part of this Agreement upon written approval of Agency, which approval will not be unreasonably withheld. Construction of the Project must include the following railroad work by BNSF' (a) Procurement of materials,equipment and supplies necessary for the railroad work; (b) Preliminary engineering,design,and contract preparation; (c) Furnishing of flagging services necessary for, the safety of BNSF's property and the operation of its trains during construction of the Project as set forth in further detail on Exhibit C,attached to this Agreement and made a part hereof; (d) Furnishing engineering and inspection as required in connection with the construction of the Project; Form 0105 Rev.06/01/05 2 (e) Removal of the existing Magnolia Road (DOT No. 023202M) at-grade crossing, including removal of the automatic warning devices,and obliteration of the crossing between the rails and two feet outside thereof. 3. BNSF will do all railroad work set forth in Article II,Section 2 above on an actual cost basis,when BNSF,In Its sole discretion,determines It is required by Its labor agreements to perform such work with its own employees working under applicable collective bargaining agreements. 4. Agency agrees to reimburse BNSF for work of an emergency nature caused by Agency or Agency's contractor In connection with the Project which BNSF deems is reasonably necessary for the Immediate restoration of railroad operations, or for the protection of persons or BNSF property. Such work may be performed by BNSF without prior approval of Agency and Agency agrees to fully reimburse BNSF for all such emergency work. S. BNSF may charge Agency for insurance expenses, Including self-insurance expenses, when such expenses cover the cost of Employer's Liability (including, without limitation, liability under the Federal Employer's Liability Act)In connection with the construction of the Project. Such charges will be considered part of the actual cost of the Project,regardless of the nature or amount of ultimate liability for injury,loss or death to BNSFs employees,if any 6. During the construction of the Project, BNSF will send Agency progressive invoices detailing the costs of the railroad work performed by BNSF under this Agreement.Agency must reimburse BNSF for completed force-account work within thirty (30) days of the date of the invoice for such work. Upon completion of the Project,BNSF will send Agency a detailed invoice of final costs,segregated as to labor and materials for each item In the recapitulation shown on Exhibit D. Pursuant to this section and Article IV, Section 7 herein, Agency must pay the final invoice within ninety(90) days of the date of the final invoice. BNSF will assess a finance charge of.033%per day(12%per annum)on any unpaid sums or other charges due under this Agreement which are past its credit terms. The finance charge continues to accrue daily until the date payment is received by BNSF, not the date payment is made or the date postmarked on the payment. Finance charges will be assessed on delinquent sums and other charges as of the end of the month and will be reduced by amounts in dispute and any unposted payments received by the month's end. Finance charges will be noted on invoices sent to Agency under this section. ARTICLE IIi—AGENCY OBLIGATIONS In consideration of the covenants of BNSF set forth herein and the faithful performance thereof,Agency agrees as follows: 1 Agency must furnish to BNSF plans and specifications for the Project. Four sets of said plans (reduced size 11' x 1T), together with two copies of calculations, and two copies of specifications in English Units, must be submitted to BNSF for approval prior to commencement of any construction. BNSF will give Agency final written approval of the plans and specifications substantially in the form of Exhibit E,attached to this Agreement and made a part hereof. Upon BNSF's final written approval of the plans and specifications,said plans and specifications will become part of this Agreement and are hereby incorporated herein. Any approval of the plans and specifications by BNSF shall in no way obligate BNSF in any manner with respect to the finished product design and/or construction. Any approval by BNSF shall mean only that the plans and specifications meet the subjective standards of BNSF,and such approval by BNSF shall riot be deemed to mean that the plans and specifications or construction is structurally sound and appropriate or that such plans and specifications meet applicable regulations, laws,statutes or local ordinances and/or building codes. 2. Agency must make any required application and obtain all required permits and approvals for the construction of the Project. 3. Agency must provide for and maintain.minimum vertical and horizontal clearances, as required and approved by BNSF as part of the plans and specifications for the Project. Form 0105 Rev.08/01/05 3 4. Agency must acquire all rights of way necessary for the construction of the Project. 6. Agency must make any and all arrangements for the Installation or relocation of wire lines, pipe lines and other facilities owned by private persons, companies, corporations, political subdivisions or public utilities other than BNSF which may be necessary for the construction of the Project. 6. Agency must construct the Project as shown•on the attached Exhibit A and do all work('Agency's Work"),provided for in the plans and specifications for the Project, except railroad work that will be performed by BNSF hereunder Agency must furnish all labor, materials, tools and equipment for the performance of Agency's Work. The principal elements of Agency's Work are as follows: (a) Construction of the Structure; ! (b) Provide a 110-foot span from STA.41+20(BENT No.3)to STA.42+30(BENT No.4)to span the entire BNSF right-of-way; (c) Provide a minimum of 23.54-foot vertical clearance from top of existing rails to lowest part of Structure; (d) All necessary grading and paving, including backfill of excavations and restoration of disturbed vegetation on BNSF's right-of-way; (e) Provide suitable drainage,both temporary and permanent; (f) installation and maintenance of an 8-ft. high fence and/or concrete combination (throw ,fence)on the outside barrier of the Structure; " (g) Removal of the existing roadway approaches to the Magnolia Road(DOT No.023202M) at-grade crossing up to a point two feet outside of the rails, including the installation of any appropriate end-of-road treatments and signage. (h) Job site cleanup including removal of all construction materials, concrete debris,surplus soil, refuse, contaminated soils, asphalt debris, litter and other waste materials to the satisfaction of BNSF; 7 Agency must apply and maintain said D.O.T Crossing number 023490J in a conspicuous location on the Structure. 8. Agency's Work must be performed by Agency or Agency's contractor in a manner that will not endanger or interfere with the safe and timely operations of BNSF and its facilities. 9. In order to prevent damage to BNSF trains and property,Agency must require its contractor(s)to notify BNSF's Roadmaster at least thirty (30) calendar days prior to requesting a BNSF flagman in accordance with the requirements of Exhibit C attached hereto. Additionally, Agency must require its contractor(s)to notify BNSF's Manager of Public Projects thirty(30)calendar days prior to commencing work on BNSF property or near BNSF tracks. 10. Agency or its contractor(s) must submit four (4) copies of any plans (including two sets of calculations in English Units)for proposed shoring, falsework or cribbing to be used over, under, or adjacent to BNSF's tracks to BNSF's Manager of Public Projects for approval. The shoring,falsework or cribbing used by Agency's contractor shall comply with the BNSF Bridge Requirements set forth on Exhibit F and all applicable requirements promulgated by state and federal agencies, departments, commissions and other legislative bodies. 11 Agency must include the following provisions in any contract with Its contractor(s) performing work on said Project Form 0105 Rev.06/01/05 4 (a) The Contractor is placed on notice that fiber optic, communication and other cable lines and systems (collectively, the °Lines') owned by various telecommunications companies may be burled on BNSF's property or right-of-way The locations of these Lines have been Included on the plans based on Information from the telecommunications companies. The contractor will be responsible for contacting BNSF's Communications Network Control Center at 800-533-2891 and/or the telecommunications companies and notifying them of any work that may damage these Lines or facilities and/or Interfere with their service. The contractor must also mark ail Lines shown on the plans or marked in the field in order to verify their locations. The contractor must also use all reasonable methods when working in the BNSF right-of-way or on BNSF property to determine if any other Unes (fiber optic, cable,communication or otherwise)may exist. (b) Failure to mark or identify these Lines will be sufficient cause for BNSF's engineering. representative to stop construction at no cost to the Agency or BNSF until these Items are completed. (c) in addition to the liability terms contained elsewhere in this Agreement,the contractor hereby indemnifies,defends and holds harmless BNSF for,from and against all cost, liability, and expense whatsoever(including, without limitation, attorney's fees and court costs and expenses)arising out of or In any way contributed to by any act or omission of Contractor,its subcontractors,agents and/or employees that cause or in any way or degree contribute to (1) any damage to or destruction of any Lines by Contractor, and/or its subcontractors, agents and/or employees,on BNSF's property or Within BNSF's right-of-Way,(2)'any Injury to or death'of any person employed by or on behalf of any telecommunications company, and/or its contractor, agents and/or employees, on BNSF's property or within BNSF's right-of-way, and/or(3)any claim or cause of action for alleged loss of profits or revenue by, or loss of service by a customer or user of such telecommunication company(les).THE LIABILITY ASSUMED BY CONTRACTOR WILL NOT BE AFFECTED BY THE FACT, iF IT IS A FACT, THAT THE DAMAGE, DESTRUCTION, INJURY, DEATH, CAUSE OF ACTION OR CLAIM WAS OCCASIONED BY OR CONTRIBUTED TO BY THE NEGLIGENCE OF BNSF, ITS AGENTS, SERVANTS, EMPLOYEES OR OTHERWISE, EXCEPT TO THE EXTENT THAT SUCH CLAIMS ARE PROXIMATELY CAUSED BY THE INTENTIONAL MISCONDUCT OR GROSS NEGUGENCE OF BNSF (d) The Contractor will be responsible for the rearrangement of any facilities or Lines determined to Interfere with the construction. The Contractor must cooperate fully with any telecommunications company(ies)in performing such rearrangements. 12. Agency must Incorporate in each prime contract for construction of the Project, or the specifications therefor (i) the provisions set forth in Article IiI, Sections 8, 0, 10, 11, and 13; (if) the provisions set forth In Article IV,Sections 3,4,10 and 11,and(lii)the provisions set forth In Exhibit C and Exhibit C-I,attached hereto and by reference made a part hereof 13. Except as otherwise provided below In this Section 13,all construction work performed hereunder by Agency for the Project will be pursuant to a contract or contracts to be let by Agency, and all such contracts must include the following: (a) All work performed under such contract or contracts within the limits of BNSF's right-of- way must be performed in a good and workmanlike manner in accordance with plans and specifications approved by BNSF; (b) Changes or modifications during construction•that affect safety or BNSF operations must be subject to BNSF's approval; ( Form 0105 Rev.00/01/05 5 (c) No work will be commenced within BNSF's right-of-way until each of the prime contractors employed in connection with said work must have(I)executed and delivered to BNSF a letter agreement in the form of Exhibit C-., and (ii)delivered to and secured BNSPs approval of the required Insurance;and (d) If it is in Agency's best Interest,Agency may direct that the construction of the Project be done by day labor under the direction and control of Agency, or if at any time, in the opinion of Agency,the contractor has failed to prosecute with diligence the work specified in and by the terms of said contract, Agency may terminate its contract with the contractor and take control over the work and proceed to complete the same by day labor or by employing another contractor(s)provided;however,that any contractor(s)replacing the original contractor(s) must comply with, the obligations in favor of BNSF set forth above and, provided further,that if such construction is performed by day labor,Agency will, at its expense, procure and maintain on behalf of BNSF the insurance required by Exhibit C-1 (e) To facilitate scheduling for the Project, Agency shall have its contractor give BNSF's Roadmaster at(713)847-3176 four(4)weeks advance notice of the proposed times and dates for work windows. BNSF and Agency's contractor will establish mutually agreeable work windows for the Project. BNSF has the right at any time to revise or change the work windows, due to train operations or service obligations. BNSF will not be responsible for any additional costs and expenses resulting from a change in work windows. Additional costs and expenses resulting from a change in work windows shall be accounted for In the contractor's expenses for the Project. (f) The plans and specifications for the Project must be in compliance with the Bridge Requirements set forth on Exhibit F, attached to this Agreement and incorporated herein. 14 Agency must advise the appropriate BNSF Manager of Public Projects, in writing, of the completion date of the Project within thirty(30) days after such completion date. Additionally, Agency must notify BNSF's Manager of Public Projects, in writing, of the date on which Agency and/or its Contractor will meet with BNSF for the purpose of making final inspection of the Project. 15. TO THE FULLEST EXTENT PERMITTED BY LAW, AGENCY HEREBY RELEASES, INDEMNIFIES, DEFENDS AND HOLDS HARMLESS BNSF, ITS AFFILIATED COMPANIES, PARTNERS, SUCCESSORS, ASSIGNS, LEGAL REPRESENTATIVES, OFFICERS, DIRECTORS, SHAREHOLDERS, EMPLOYEES AND AGENTS FOR,FROM AND AGAINST ANY AND ALL CLAIMS, LIABILITIES, FINES, PENALTIES, COSTS, DAMAGES, LOSSES, LIENS, CAUSES OF ACTION, SUITS, DEMANDS, JUDGMENTS AND EXPENSES (INCLUDING, WITHOUT LIMITATION, COURT COSTS AND ATTORNEYS' FEES) OF ANY NATURE, KIND OR DESCRIPTION OF ANY PERSON (INCLUDING, WITHOUT LIMITATION,THE EMPLOYEES OF THE PARTIES HERETO) OR ENTITY DIRECTLY OR INDIRECTLY ARISING OUT OF, RESULTING FROM OR RELATED TO (IN WHOLE OR IN PART) (I) THE USE, OCCUPANCY OR PRESENCE OF AGENCY, ITS CONTRACTORS, SUBCONTRACTORS, EMPLOYEES OR AGENTS IN, ON, OR ABOUT THE CONSTRUCTION SITE, (II) THE PERFORMANCE, OR FAILURE TO PERFORM,BY THE AGENCY, ITS CONTRACTORS, SUBCONTRACTORS, EMPLOYEES, OR AGENTS, ITS WORK OR ANY OBLIGATION UNDER THIS AGREEMENT, (III) THE SOLE OR CONTRIBUTING ACTS OR OMISSIONS OF AGENCY, ITS CONTRACTORS, SUBCONTRACTORS, EMPLOYEES, OR AGENTS IN, ON, OR ABOUT THE CONSTRUCTION SITE, (IV)AGENCY'S BREACH OF THE TEMPORARY CONSTRUCTION LICENSE OR EASEMENT GRANTED TO AGENCY PURSUANT TO ARTICLE II OF THIS AGREEMENT, (V) ANY RIGHTS OR INTERESTS GRANTED TO AGENCY PURSUANT TO THE TEMPORARY CONSTRUCTION LICENSE OR EASEMENT DISCUSSED IN ARTICLE II OF THIS AGREEMENT,(VI) AGENCY'S OCCUPATION AND USE OF BNSF'S PROPERTY OR RIGHT-OF-WAY, INCLUDING, WITHOUT LIMITATION,SUBSEQUENT MAINTENANCE OF THE STRUCTURE BY AGENCY,OR(VII) AN ACT OR OMISSION OF AGENCY OR ITS OFFICERS, AGENTS, INVITEES, EMPLOYEES OR CONTRACTORS OR ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY ANY OF THEM, OR ANYONE THEY CONTROL OR EXERCISE CONTROL OVER. THE LIABILITY ASSUMED BY AGENCY WILL NOT BE AFFECTED BY THE FACT, IF iT IS A FACT, THAT THE DAMAGE, Form 0105 Rev.013101/05 6 DESTRUCTION, INJURY OR DEATH.WAS OCCASIONED BY OR CONTRIBUTED TO BY THE NEGLIGENCE OF BNSF, ITS AGENTS, SERVANTS, EMPLOYEES OR OTHERWISE, EXCEPT TO THE EXTENT THAT SUCH CLAIMS ARE PROXIMATELY CAUSED BY THE INTENTIONAL MISCONDUCT OR GROSS NEGLIGENCE OF BNSF 16. Agency must give BNSF's Manager of Public Projects written notice to proceed("NotIce to Proceed')with the railroad work after receipt of necessary funds for the Project. BNSF will not begin the railroad work(including, without limitation, procurement of supplies, equipment or materials)until written notice to proceed Is received from Agency 17 Agency must perform all necessary work to obtain the permanent closure and vacation of approaches to the Magnolia Road at-grade crossing across BNSF's right-of-way and must barricade the road approaches (or install other appropriate end-of-mad treatment) prior to completion of the Project. BNSF will cooperate with Agency to achieve the closure and vacation of that section of Magnolia Road and will remove the crossing surface within its right-of-way ARTICLE IV—JOiNT OBLIGATIONS IN CONSIDERATION of the premises,the parties hereto mutually agree to the following: 1 All work contemplated in this Agreement must be performed In a good and workmanlike manner and each portion must be promptly commenced by the party obligated hereunder to perform the same and thereafter diligently prosecuted to conclusion In its logical order and sequence. Furthermore, any changes or modifications during construction which affect BNSF will be subject to BNSF's approval prior to the commencement of any such changes or modifications. 2. The work hereunder must be done In accordance with the Bridge Requirements set forth on Exhibit F and the detailed plans and specifications approved by BNSF 3. Agency must require its contractors)to reasonably adhere to the Project's construction schedule for all Project work. The parties hereto mutually agree that BNSF's failure to complete the railroad work in accordance with the construction schedule due to inclement weather or unforeseen railroad emergencies will not constitute a breach of this Agreement by BNSF and will not subject BNSF to any liability. Regardless of the requirements of the construction schedule, BNSF reserves the right to reallocate the labor forces assigned to complete the railroad work In the event of an emergency to provide for the immediate restoration of railroad operations (BNSF or its related railroads) or to protect persons or property on or near any BNSF owned property. BNSF will not be liable for any additional costs or expenses resulting from any such reallocation of its labor forces. The parties mutually agree that any reallocation of labor forces by BNSF pursuant to this provision and any direct or Indirect consequences or costs resulting from any such reallocation will not constitute a breach of this Agreement by BNSF. 4. BNSF will have the right to stop construction work on the Project if any of the following events take place: (i)Agency(or any of Its contractors) performs the Project work in a manner contrary to the plans and specifications approved by BNSF; (II) Agency(or any of its contractors), in BNSF's opinion, prosecutes the Project work in a manner which is hazardous to BNSF property,facilities or the safe and expeditious movement of railroad traffic; (ill) the Insurance described in the attached Exhibit C-1 is canceled during the course of the Project; or (iv) Agency fails to pay BNSF for the Temporary Construction License or the Easement pursuant to Article II,.Section 1 of this Agreement. The work stoppage will continue until all necessary actions are taken by Agency or Its contractor to rectify the situation to the satisfaction of BNSF's Division Engineer or until additional insurance has been delivered to and accepted by BNSF In the event of a breath of(i)this Agreement,(ii)the Temporary Construction License,or(iii)the Easement, BNSF may immediately terminate the Temporary Construction License or the Easement. My such work stoppage-under this provision will not give rise to any liability on the part of BNSF BNSF's right to stop the work is in addition to any other rights BNSF may have including,but not limited to,actions or suits for damages or lost profits. in the event that BNSF desires to stop construction work on the Project,BNSF agrees to immediately notify the following individual in writing: Form 0105 Rev.O5f01105 7 Cecil Bowery Project Engineer,City of Pearland 3519 Liberty Drive Pearland,Texas 77581 5. Agency must supervise and Inspect the operations of all Agency contractors to assure compliance with the plans and specifications approved by BNSF, the terms of this Agreement and all safety requirements of the BNSF railroad. If BNSF determines that proper supervision and inspection is not being performed by Agency personnel at any time during construction of the Project, BNSF has the right to stop construction(within or adjacent to Its operating right-of-way). Construction of the Project will not proceed until Agency corrects the situation to BNSF's reasonable satisfaction. If. BNSF feels the situation is not being corrected In an expeditious manner, BNSF win immediately notify City's Project Engineer for appropriate corrective action. 6. INTENTIALLY LEFT BLANK. 7 Pursuant to this section and Article II,Section 6 herein,Agency must,out of funds made available to it for the construction of the Project,reimburse BNSF In fuill for the actual costs of all work performed by BNSF under this Agreement 8. All expenses detailed in statements sent to Agency]pursuant to Article II, Section 6 herein will comply with the terms and provisions of the Federal Aid.Highway Program Manual, U.S. Department of Transportation,as amended from time to time,which manual Is hereby incorporated into and made a part of this Agreement by reference.The parties mutually agree that BNSF's preliminary engineering, design, and contract preparation costs described In Article II,Section 2 herein are part of the costs of the Project even though such work may have preceded the date of this Agreement. 9. The parties mutually agree that no construction activities for the Project, nor future maintenance of the Structure once completed, will be permitted during the fourth quarter of each calendar year Emergency work will be permitted only upon prior notification to BNSF's Network Operations Center (telephone number 800 832-5452). The parties hereto mutually understand and agree that trains cannot be subjected to delay during this time period. 10. Subject to the restrictions imposed by Article IV, Section 9 above,the construction of the Project will not commence until Agency gives BNSF's Manager of Public Projects thirty(30) days prior written notice of such commencement. The commencement notice will reference BNSF's file number 023490 and D.O T Crossing No.023490J end must state the time that construction activities will begin. 11 In addition to the terms and conditions set forth elsewhere in this Agreement, including, but not limited to, the terms and conditions stated in Exhibit F, BNSF and Agency agree to the following terms upon completion of construction of the Project: (a) Agency will own and maintain; at its sole cost and expense,the Structure,the highway approaches, and appurtenances thereto, lighting, drainage and any access roadways to BNSF gates installed pursuant to this Agreement. BNSF may, at its option, perform maintenance on the Structure In order to•avold conflicts with train operations. BNSF will notify Agency prior to performing any such maintenance on the Structure. In the event such maintenance involves emergency repairs, BNSF will notify Agency at its earliest opportunity Agency must fully reimburse BNSF for the costs of maintenance performed by BNSF pursuant to this subsection(b). (b) Agency must, at Agency's sole cost and expense, keep the Structure painted and free from graffiti. (c) Agency must provide BNSF with any and all necessary permits and maintain roadway traffic controls, at no cost to BNSF, whenever requested by BNSF to allow BNSF to inspect the Structure or to make emergency repairs thereto. Form 0105 Rev.06101/05 8 (e) It is expressly understood by Agency and BNSF that any right to install utilities will be governed by a separate permit or license agreement between the parties hereto. (f) Agency must keep the Structure and surrounding areas clean and free from birds, pigeons,scavengers,vermin,creatures and other animals. (g) If Agency(Including Its contractors and agents)or BNSF, on behalf of Agency, performs (i) alterations or modifications to the Structure, or(ii)any maintenance or other work on the Structure with heavy tools, equipment or machinery at ground surface level horizontally within 25'-0"of the centerline of the nearest track,or(lii)any maintenance or other work outside the limits of the deck of the Structure vertically above the top of the rail,then Agency or its contractors end/or agents must procure and maintain the following insurance coverage: Railroad Protective Liability insurance naming only the Railroad as the Insured with coverage of at least$5,000,000 per occurrence and$10,000,000 in the aggregate. The policy Must be issued on a standard ISO form CO 00 3510 93 and include the following: • Endorsed to include the Pollution Exclusion Amendment(ISO form CG 28 31 10 93) • Endorsed to inrbuie the Limited Seepage and Pollution Endorsement. • Endorsed to remove any exclusion for punitive damages. • No other endorsements restricting coverage maybe added. • The original policy must be provided to the Railroad prior to performing any work or services under this Agreement As used in this paragraph, "Railroad" means `Burlington Northern Santa Fe Corporation",'BNSF RAILWAY COMPANY"and the subsidiaries,successors,assigns and affiliates of each. In lieu of providing a Railroad Protective Liability Policy, Agency may participate in BNSF's Blanket Railroad Protective Liability Insurance Policy if available to Agency or its contractors. The limits of coverage are the same as above. 12. Agency hereby grants to BNSF,at no cost or expense to BNSF,a permanent right of access from Agency property to BNSF tracks for maintenance purposes. 13. Agency must provide one set of as built plans(prepared in English Units) to BNSF, as well as one set of computer diskettes containing as built CAD drawings of the Structure and identifying the software used for the CAD drawings. The"as built plans"must comply with the Bridge Requirements set forth on Exhibit F and depict all information in BNSF engineering stationing and mile post pluses. The"as built plans'must also include plan and profile,structural bridge drawings and specifications,and drainage plans. All improvements and facilities must be shown. 14. Subject to the restrictions imposed by Article IV,Section 9 above,Agency must notify and obtain prior authorization from BNSF's Manager of Public Projects before entering BNSF's right-of-way for maintenance purposes. If the construction work hereunder is contracted,Agency must require its prime contractor(s)to comply with the obligations set forth in Exhibit C and Exhibit C-1, as the same may be revised from lime to time. Agency will be responsible for its contractor(s) compliance with such obligations. 15. BNSF may, at its expense, make future changes or additions to the railroad components of the Structure if necessary or desirable,in BNSF's sole discretion,including,without limitation the following:(I) the right to raise or lower the grade or change the alignment of its tracks, (ii)the right to lay additional track or tracks,or(tit)the right to build other facilities in connection with the operation of its railroad. Such changes or additions must not change or alter the highway components of the Structure. If it becomes necessary or desirable in the future to change,alter,widen or reconstruct the highway components of the Structure to accommodate railroad projects, the cost of such work, including any cost incidental to Form 0105 Rev,06101/05 9 alteration of railroad or highway facilities made necessary by any such changes to the Structure,will be divided between BNSF and Agency in such shares as may be mutually agreed to by the parties hereto. 16. Agency may, at Agency's sole expense, alter or reconstruct the highway components of the Structure if necessary or desirable, due to traffic conditions or pedestrian or other recreational traffic, provided, however,that any such alteration or reconstruction must not encroach further upon or occupy the surface of BNSF's right-of-way to a greater extent than is contemplated by the plans and specifications to be approved by BNSF pursuant to Article Ill,Section 1 herein,without obtaining BNSF's prior written consent and the execution of a supplement to this Agreement or the completion of a separate agreement. 17 Any books,papers,records and accounts of the parties hereto relating to the work hereunder or the costs or expenses for labor and material connected withi the construction will at all reasonable times be open to inspection and audit by the agents and authorized representatives of the parties hereto, as well as the State of Texas and the Federal Highway Administration,for a period of one(1)year from the date of the final BNSF invoice under this Agreement. 18. The covenants and provisions of this Agreement arei binding upon and inure to the benefit of the successors and assigns of the parties hereto. Notwithstanding the preceding sentence, neither party hereto may assign any of its rights or obligations hereunder without the prior written consent of the other party 19. In the event construction of the Project does not commence within two(2)years of the Effective Date,this Agreement will become null and void. 20. Neither termination nor expiration of this Agreement will release either party from any liability or obligation under this Agreement,whether of indemnity or otherwise, resulting from any acts,omissions or events happening prior to the date of termination or expiration. 21 To the maximum extent possible, each provision of this Agreement will be Interpreted in such a manner as to be effective and valid under applicable law. If any provision of this Agreement is prohibited by, or held to be Invalid under, applicable law, such provision will be ineffective solely to the extent of such prohibition or invalidity and the remainder of the provision will be enforceable. 22. This Agreement(including exhibits and other documents, manuals, etc. Incorporated herein) Is the full and complete agreement between BNSF and Agency with respect to the subject matter herein and supersedes any and all other prior agreements between the parties hereto. 23. My notice provided for herein or concerning this Agreement must be in writing and will be deemed sufficiently given when sent by certified mall, return receipt requested, to the parties at the following addresses: BNSF Railway Company: BNSF's Manager of Public Projects 5800 North Main Street Fort Worth,Texas 76179 Agency: Project Engineer City of•Pearland 3519 Liberty Drive Pearland,Texas 77581 Form 0105 Rev.08/01105 10 IN WITNESS WHEREOF, the parties hereto have caused this Agreement to be executed and attested by its duly qualified and authorized officials as of the day and year first above written. , BNSF RAILWAY COMPANY Printed Name: it Ir. 11.fy .S\ UYA Title: W1A/V/1Q62 PUMA C.`ft.oJSc 5 AGENCY CITY OF PEARLAND By Printed Name: Bill Eisen 9/95/f1R Title: City Manager ,' WITNE S vAr AtIliony I/r Magnolia Road Overpass Agreement(12/06I07) 11 Form 0105 Rev.06101/05 .. . ... I t ! . 1 aalr I 004413 t - 13I113 i 000C 4 a i fog1.6▪103141•a11Ji� , 19d:JN©TtV Nl�11d l 3-•-1_. i Jfl0.W1 B00111a•rJavra JAN®O I I I rarmAoauvnoleouM I I ..W ^MO WA 1 a: 1 . _ �.•;-•�-.�_ ___ , __ i . 1 of •�necoiafi'•iw:�. ' ( > (1 y/ JM1 1111 ,® rz✓••'191 Jc-i CD 1 1JIt•+•a di.II-tI _ y , ' WY�4 II , j Y ].N•'C'0.2.... ...........C ....i..~..'x�:.K_t a +f -':itii T Oi }t -�•— ►YY !Q "�•�—Wi T11'Yn�1iJY•"711� .<r ! --• ' -Ii-it- -- G: �'—r �I gal -----� •�� , II, ._.-._ tizrT 139 M3Ut9217fif101 �.. ` _ .^ • ulo rmr •Jrad.ragoJrla9�,t,o0 7 , 7__• t x. I.1! .1 4•• • r•I t+.1;.� :.I.id i 1 t>�•MO1 �i MALNna 1 3eaT 1 VII bi�tR �+aPna + I *�~ i .m•f• ._I_.-•. I M-�.-.....-.._- .-. --....4. ' /�rctlarpr.l»4p1-° .Giles-^„'•-f=_.�. .pd...`I-'- dv7i� .. .--I— r..' � p!�'� JQNO 019010�gWu ' I A I 1 00.11•it ill i i \wall L924.1 ..— NOISIo�7H41.fa3P8n8 on -1 -� .i . i �- I I .61'0°••rx3/ei--T.- -•- -^ --,9oroa• t•-• w -,3Xne.4+n�--• •--••- -'ti W 1 ---�a� . VNMT32ld • IC t 7 i 34.• '.aa5m••Dm'JAal •ma.0 00 Va02 anitaaiuJ a 3444X•`Oi • i anal n. MOO. .-�, -itif'- Vila.u4CL1r.++aAf ....I.. .-... • •�- -_1 f 1 • 1 tJ70 106WY1 r1119.a W•11rNa 4.04.44.•iaK'a0401`11i041Yb4-URI i : ti(X 17 6W I 1 1 I ryY,1a a ' I ,-v ma I• "01 a° 1°1 u ',,., IS , f- // 1 y a `gyp Ii gA , WJ.�lti'N�2i•iL.V -1tWtlkl4J o-i ono I t .I a �aT 1 I 1 •�"' �LL L 0V/,'[;31,a�ILIsWil'if ', 1 4 . 4 ; i / I tNLW�n>� 61J1iIkA � '•^• •1 ��' 1 •[/ 1 Iit.01 att al°m0 i 1. uni I • 3yi;J, 1 1•' i 1 t(�•.t� 1 ,y p o�i 1 "d rYD17 laxs i yam' I . t 3. I , -y '1 f -`` _v 1 •,a� a ram/iw'L'Aiaq'44u' °eu Y IM fiery N 1 4l 4 r ,i 1.- ! u`f 1ol�ita� 'H1 B•iery ( I laY aia s`-+I' j i 7Nwcs— V i..' ,6.t1 roar "- , ra00 R a..a lrm ' . al. • :' ri i` 3 .1, - r 4°1G„avaa I ' 'n I ' 1 Id IA 6 1 1 0*..a tl .... rn 411 tt 1 ! OM s einy 1 ., 'i4 .... OM Midi KU.1..116 ilk rplll3�°w y$'i i a 'Z1'• _;! �. -16V4, ' �q ' pia ia'�u--/ �.1. �i sJu am 7LL ,4.11 �' `- •y1 •1ypJ :AL—.......4 { -!— !1 1 ‘es wigwam 1 170 s yJ7rv+nn.f arMuowt ' l�Iy� `Oi.NgO) f••4P t°al1 �f Jl f 5 '!4 a4w•rfi i . - ., � MAWWM.*17na i02%2Val,a,.y • "'• it 1 a"�'il'o� -' 1I q i ,, • ✓1aVJJW g�".L°116Wa t N �ar-.1 WV= p $ '`;- M ". : 111, j-1irro a r �I•at/� ;. &ACK 044 IOU 11 vat /21211444410 pl Or 1i i 11 - 1.y�:.*- _ I� i ■a TVA*Nin Y 71 UM WJ/r1 That°pMiswn117pY ill i 1 .. 1N 4 tN°r�M I s x, •'�=. _ . —' -- ,aT• - oanr0 aDi saws OaW 1os YOI�I� (( �j ''$ •. ...•�'` •• _ .�- •• - • �p�qlv 1,N nolPtatryr��pi�7p�al) 1 1 Jae! 7. is! 11F-�'L_ �1!-Tr• M! iWzt®4ala Ac Palf1 imirt '1•� f• ,>i ^'u �r•4 •• i I. _ _ ..•IM��•y„y.• OWTr�t�i1110r�yyp�al.,p�Ir� I. Ai .1. • I.- . JO I1011i]-1 r°I a int I , 1� 1 11 MIS WI A .rs+ la .ray - I ! ( i COW' • oo•r. I 1h , I I i I >Zb ..f uu�w.i I - y�y�7esiiam1�xis�vww 4 , 1 — ' i ± �.�d ONE NOI�I CA�I� -+w �'�— arauQtr �11119N4YiY ion ® I , I 1 , I . HO ow 10:0101M -lg 1 1 —1.K*'C4' L�•tC��. �.- .-�• �.--,•••�' • !.._Y� GL arvmmii. +wr�ar+a ! I I 1 ��® iaL co 717.7-. • '— ,wag •-� m-1—^^T_ - —f•---'�....._---�--.-__,r.' -.__--___._ �" _ I lil • —. 1 °1vr x Da'ia�i .—._ r�. —rib ; 138 M31A3�i%004 T1-+ .I- .a��_ J -`. --......_....._ - .----* o a. °Cif ` � '. - a tg kr -"I--i�_! ate`°w0l,.®0aoY� �_ 1 i ; ! ` 1 1„J1 E Ar ���1 swimouttl y "Sd, .L . __ _..»- -.» ._.-. .! _ _._ _ __. .«..... _'_ - -to--{-- r-p - NOI$IA�14L10319(13 on S --- . •—•--.avun.rr+a•. i-*--•- -traaar--�-wnr•----- r i Antiamnud 1 i I WO'W•Ji1'VIM'.GXr t WI MO'IC7 6rita0U I V.24 JO00 I I r '. . Ol { - ^^ -..--_..!_ _.-• ;.., tw•ro mcn-- -__-_ i+tIcUA4w u 100- i01 �� • -_,.-.....I 0/1 l I ; , aw Jo I Lio wlpJ C ruts.ju v3RYN 34.5 L.iISor•tn.•bawc•loq•. -loci -0i .t) I �a NO11035 1b 3ldA1 II 0 II 11 e MRaM3.11 01-*- .%I` ,:0i 19 )11't. m a I1 vas ini niTfr [ .% r t- 'Q(L7' ........ I a[ t + t a Tn.aYeiw-, wtoi- \ ' t ,�'�.` ., r L "2 69 Lp6 h�g I- 1 Y § r CM Tf 205 •till l 1 j F"" •� r, L ink W L7r„i^- 1 III I 1 "Fi ; i j. • Cr .t MIPS -C:4 ainimravd•']�I y �- -�iawD^,i-o ,- 0a i•L7.la011 r I 9 ' O _-•• - • —�•-)I Tq.w n0tll � ——•••— •.Y 0 —' lr.IfKaJ--' F S • •." .�- ...• .0. ,r ..vici. EXHIBIT D Railroad Cost Estimate Railroad flagging will be an average of$800 per day based upon an 8-hour work day Railroad Bridge Inspector will be an average of$1200 per day based upon a 10-hour work day Agency will be billed based upon actual cost of the work performed and at the actual rate of the successful bidder for these services. At a minimum, Flagging services will be required while work is performed on and over the railroad right of way Work performed adjacent to railroad right of way that has the potential of affecting train operations will also require these services. An example of adjacent work would be a tall (100-foot) pile driver driving piling up to 100 feet from closest track. Bridge Inspection will be furnished at least during the forming/bracing of the overhead deck and adjacent supporting columns for the overpass. 'r1MomY J.HtwA sNSP Railway Company 411MINNINN"•=1""'"' Manager Public Projects 17.4aaWYAY (Sklar ffLA,MSmrd2X) 5800 Noah Maki Street Fon Ward;Tenn 76179 817-352.2902 817-352-2912 Fax T LHuya@RNSF.wm PERMIT E December 6,2007 Anthony Vu,Acquisitions Coordinator Project Management Department City of Pearland 3519 Liberty Drive Pearland,Texas 77581 Re: Final Approval of Plans and Specifications dated 07/26/2007 that were submitted to my office on October 26,2007,drafted by Bridgefarmer&Associates and released by Tzu-Jui Tang,P.E.(hereinafter called,the"Plans and Specifications") Dear Anthony Vu: This letter serves as BNSF RAILWAY COMPANY's ("BNSF") final written approval of the Plans and Specifications covering the construction of the Magnolia Road (DOT No. 023490J) Overpass. This final written approval is given to City of Pearland ("Agency") pursuant to Article III, Section 1 of that certain Overpass Agreement between BNSF and Agency, dated December 6,2007. If the Plans and Specifications are revised by Agency subsequent to the date set forth above, this letter shall no longer serve as final written approval of the Plans and Specifications and Agency must resubmit said Plans and Specifications to BNSF for final written approval. Regards, - Timothy J.Huya Manager Public Projects File:023490 Exhibit F BNSF Bridle Requirements BRIDGE DESIGN,.PLANS&SPECIFICATIONS: Except fur the design of temporary falsework and shoring,BNSF review of the Structure plans will be limited to the vertical and horizontal clearances, sight distance for existing train signals, foundation dimensions and drainage characteristics as they relate to existing and future tracks.BNSF will not review structural design calculations for the permanent Structure unless a member or members are influenced by railroad live loads. Temporary falsework and shoring plans and calculations must be reviewed and approved by BNSF prior to beginning construction. The Agency shall perform an independent review of the design calculations for temporary falsework and shoring prior to submitting them to BNSF for approval.Temporary construction clearances must be no less than 15 feet measured horizontally from the centerline of the nearest track and 21 feet-6inches measured vertically from the top retail of the most elevated track to the bottom of lowest temporary falsework member. State regulatory agencies may have more restrictive requirements for temporary railroad clearances. For the permanent Structure,the Agency will submit plans showing the least horizontal distance from the centerline of existing and future tracks to the face of the nearest member of the proposed Structure.The location of the least horizontal distance must be accurately described such that BNSF can determine where it will occur in both the horizontal and vertical plane. If the permanent member is within 25 feet of the nearest track(or future track), collision_walls shall be incorporated into the permanent Structure design according to American Railway Engineering and Maintenance Association Manual of Recommended Practice-Chapter 8-Article 2.1.5. For the permanent Structure,the Agency will submit plans showing the least vertical clearance from top of the most elevated rail of existing and future tracks to the lowest point of the proposed Structure. A profile of the existing top of rail elevation shall be plotted on the bridge plans.The profile shall extend for 500 feet in each direction of the proposed overpass and a separate profile shall be plotted for each track. lithe existing top of rail profile(s)is not uniform such that a sag exists in the vicinity of the proposed Structure,the permanent Structure vertical clearance , shall be increased sufficiently to accommodate a raise in the track profile to remove the sag. Prior to beginning construction of the permanent Structure,the top of rail elevations should be checked and verified that they have not changed from the assumed elevations utilized for the design of the bridge. Prior to issuing any invitation to bid on construction of the Structure,the Agency should conduct a pre bid meeting where prospective Contractors have the opportunity to communicate with BNSF personnel regarding site specific train speeds,train density,and general safety requirements for men and equipment working near live tracks.Any invitation to bid and specifications for the Structure must be submitted to BNSF for review and approval prior to letting of bids for the Project. BRIDGE CONSTRUCTION: After awarding the bid,but prior to the Contractor entering BNSF's right-of way or property,the Agency should conduct a re-construction meeting with BNSF personnel in attendance to reiterate the safety requirements of construction activity adjacent to live tracks. During construction,BNSF al require an independent engineering impactor to be present during certain critical activities of the Project,including but not limited to:driving foundation piles, erecting falsework,construction of shoring and retaining walls,placing concrete,placing soil backfill and compaction processes.The Agency shall reimburse BNSF for all costs of supplemental inspection services. Within 90 days of the conclusion of the Project and final acceptance by BNSF,the Agency will provide BNSF with a complete electronic set of the bridge plans labeled"As Built" Those plans will reflect any and all deviations from Exhibit F'BNSF Bridge Requirements'—Fuqua Road Overpass(7/20/06) 1 the original plans that occurred during construction.The"As Built"plans will be submitted in Micro Station*.dgn electronic format(preferred)or AutoCAD*.dwg format.Electronic plans are to be submitted in the original format • used for CAD plan preparation and not converted to another format prior to submission. Actual measured"as constructed"clearances(horizontal and vertical)shall be shown as well as depth,size and location of all foundation components. The plans shall show dimomioned locations of existing and relocated utilities. BRIDGE MAINTENANCE: The Agency will be responsible for maintenance and repair',of the Structure including the earth retention components, embankment slopes, erosion control, surface drainage, fencing, deck drains, landscaping, per, walkways,handrails,lighting,and other improvements associated with the Project.. Fencing and other pedestrian access controls within BNSF's right-of:way and incorporated into the Project shall be designed and maintained by the Agency. Trespasser control shall be the responsibility of the Agency. Graffiti removal will be the responsibility of the Agency. BRIDGE INSPECTION: The Agency will conduct annual routine structural inspections.In the event of an earthquake,fire,flood,damage from vehicular impacts or other emergent sitnsitinns,the Agency will provide an immediate inspection by qualified personnel and notify BNSF of damage that may affect safe passage of trains. If necessary the Agency will embargo weights or provide lane closures or other such measures to protect the structural integrity of the Structure such that there can be continuous safe passage of trains untilfepairs are made. BRIDGE ALTERATIONS: Except as provided otherwise by this Agreement,there will be no alterations made to the Structure that will alter the railroad vertical or horizontal clearances provided by the original design.Pipelines will not be added or attached to the Structure after this Structure is completed without first submitting plans and calculations to BNSF for review and approval. Exhibit F"BNSF Bridge Requirements"—Fuqua Road Overpass(7/20/06) 2 • g • . x Q RDAD►AT FENCE NE/TES 11 +• MAY BE REQUIRED 6 AT CERTAIN LOCATECRIS OX861:1 pip u t 0 FARANCEST N .. 11 • CNRSAS,EC IT ES et ECMmo IBM Y[Erune ON THE Mall; NORE.AS is BBY•STTA�STARRE'i•25.E°dt r Es I Alt so 11Sum OFVAT PLATE 1�.To l EL:ar RaiTL�RA7LiAL tl.EJU MIST T . TREE VVIIADUCT TREEIIE.SRA D ili CABT. BT I AIADJIM D W IF�� TRAM Rail aim p; T'EESESTRINIfB16YlIE • DODO INTERFERE RITN RAILIIDAB OPEI ATIONS. Ea1StB RATEda bl WINI[NNtE Is CD o PATMSAT CROSS SErT I QN THpU•VIADUCT SLOPE PROTECTION SMALL it PRD4111 0 1NERE END NINON IIORIISIITAL.CIDAR@�S.IEMIIED AT ,C 'J SLOPES ME LEIS THAN s MORIZORyAL 10 1 YRRTICAL. uO S FRaI BEMTRLIIE•OF TRW,spaRE a) FALSEUDAA. WTTINO RI OTHER SOIfACI.E PRCIEOTTDD FENr WuEE.PROV1RR7I TO!•REYENT iEEA1I FROM FALLING, NINDNACCR1ISTRNCTION EiBIAAMCES SOLI.am 21'-P• s▪. ON 1ME TRACE DORM OEYQITIUN AND CCIETINICT1ElI Minx ATIQTIE 11E PUE OF 70P-IF-RAIL NO 15'-O° D BATIRMS. AL AT RIMMT AMB!ES ERN COIIEE,IIe if a AFPLI T SMALL BE RE9a6IILI FGE IDENTIFICATION. I inii LOCATION ARD-PROTECTION IF Et1BTINd UTILITIES. HEED I5U PITAL a.EJI NEEA A in BE Illain iED __ [[���� FE N EaliIEE CE TIME MERE TIE STRucTWE IEDESjpIARJBICYCLE IONAL ELEARARCEOS-ORTIFEMMES BETONB MMDOSE MN EN ERR sE,melI LIST TO 0I 1117111111°' 1F I DEMO RASED 011 LOCAL L7IIOIT[OES. � PATNii7 FUTURE'TRACES; ER T1DM EAST TO TRUE STMOARDS SE APEROPED SPACE IS•TO BE PIlat1®PID1 lit OI ti• _• s CCROSS SECTION THOU VIADUCT 1, By war- . T1 IEs AFS�REEWED Fm REIFxATlnla.IEEE g MISSES N t9' IS Rwf0 01 BON tDES' 70 I 1F 11E•TRACR. • o B) BIER COLT WON DIERECTC 5 K ASM*Lis)WALL DE n ' ' ` PfEVTDED IN ��A�• A • PI NTH A.R.E.N A.CINRE¢B. t TEAR tI�.1.5--1. IF. 7 APPRENED MUM 23 W TIE- 25' ' 2I, ' ' Op Pk'HOBlfi1IT Mo NG REEiTU�p FOR PIER N CLEAR C1R. 0 i 911ERTION>?�.B£.CE3SLGED,IN ' • 1 A/�fOA BIM I*FF BY. EiERAL MoUM sg 1 + I .�R�E,a�u�II�R�.E.L�,E,..NA�TE WWI MI.i SMaINB-0II. 1 t ' 1 - 2 ORa FT1a1 TIE askitMMS SMALL ME OIME7TTED N • I ¢TTMCR . PIER 70 BE BUILT OUTSIDE IFF,IF REF RIal-OF-IAv- cD NAINTLNAINIE TEAS i DUMB OR FUTURE TRIES DF DRAINAGE DITaI A 5TAROISa'i'slam it FLAT Rum QIIEN SHALL ELEVATION BE'PRIIM M ON pa BIDE OF TRAMAS lELFSSARY. PEBENDICILAIT TO IRA1MB REVISED: NOVEMBER. 2000 -VERTICAL DATE: JAN. 1999 IDRM: KHJ IREY'D.: MARCH 1999 • CLEARANCE INCREASER TO 23'-6° BRIDGE ENGINEERING KANSAS CITY, KS 43ZON :ate TO AGREE v/ENGINEERING CLEARANCES rOR • loslic a INSTRUCTIONS APPROVED: N IF APRIL, 2002 - ADDED SECTION H IGHVPAY AND THRU.VIADUCT FOR �f PEDESTRIAN OVERPASS P4 i. PEDESTRIANBIKE OVERPASS R i Co ONLY ASSISTANT DIRECTOR STRUCTIIIIES DESIGN PLAN NO.: aEARAt�icES-U1 JSHEET: 1 OF 1 LAW DEPARTMENT APPROVED EXIT"C" CONTRACTOR REQUIREMENTS 1.01 General • 1.01.01 The Contractor must cooperate with BNSF RAILWAY COMPANY, hereinafter referred to as "Railway" where work is over or under on or adjacent to Railway property and/or right-of-way,hereafter referred to as"Railway Property",during the construction of the new)11aenolla Road Overpass(DOT No. 023490d)at railroad milepost 8.76. • LO1.02 The Contractor must execute and deliver to the Railway duplicate copies of the Exhibit "C-1" Agreement,in the form attached hereto,obli;acing the Contractor to provide and maintain in full force and effect the insurance called for under Section 3 of said Exhibit"C-1" • 1.01.03 The Contractor must plan; schedule and conduct all work activities so as not to iuteifcie with the movement of any trains on Railway Property • 1.01A4 The Contractor's right to enter Railway's Property is subject to the absolute right of Railway to cause the Contractor's work on Railway's Property to cease if,in the opinion of Railway,Contractor's activities create a hazard to Railway's Property,employees,and/or operations. • 1.01.05 The Contractor is responsible for determining and complying with all Federal, State and Local Govermnental laws and regulations,including,but not limited to environmental laws and regulations(including but not limited to the Resource Conservation and Recovery Act, as amended;the Clean Water Act, the Oil Pollution Act, the Hazardous Materials Transportation Act, CERCLA), and health and safety laws and regulations.The Contractor hereby indemnifies,defends and holds harmless Railway for,from and against all fines or penalties imposed or assessed by Federal,State and Local Governmental Agencies against the Railway which arise out of Contractor's work under this Agreement. • 1.01.06 The Contractor must notify the City of Pesriand at(281) 6524682 end Railway's Manager Public Projects,telephone number 817-352-2902 at least thirty(30)calendar days before commencing any work on Railway Property. Contractor's notification to Railway,must refer to Railroad's file:023490. • 1.01.07 For any falsework above any tracks or any excavations located, whichever is greater, within twenty-five(25) feet of the nearest track or intersecting a slope from the plane of the top of rail on a 1 '14 horizontal to I vertical slope beginning at eleven(11)feet from centerline of the nearest track,both measured perpendicular to center line of track, the Contractor must furnish the Railway five sets of working drawings showing details of construction affecting Railway Property and tracks.The working drawing must include the proposed method of installation and removal of falsework, shoring or cribbing,not included in the contract plans and two sets of structural calculations of any falsework,shoring or cribbing. All calculations must take into consideration railway surcharge loading and must be designed to meet American Railway Engineering and Maintenance-of-Way Association(previously known as American Railway Engineering Association)Coopers E-80 live loading standard.All drawings and calculations must be stamped by a registered professional engineer licensed to practice in the state the project is located.The Contractor must not begin work until notified by the Railway that plans have been approved. The Contractor will be required to use lifting devices such as,cranes and/or winches to place or to remove any falsework over Railways tracks. In no case will the Contractor be relieved ofresponsibiiity for results obtained by the implementation of said approved plans. Exhibit C—Magnolia Road Overpass(12/06/07) 1 Form 0102 Rev.otrmos • 1.01.08 Subject to the movement of Railway's trains,Railway'Iwill cooperate with the Contractor such that the work may be handled and performed in an efficient manner.The Contractor will have no claim whatsoever for any type of damages or for extra or additional compensation in the event lie work is delayed by the Railway. 1.02 Contractor Safety Orientation • 1.02.01 No employee of the Contractor,its subcontractors,agents or invitees may enter Railway Property without first having completed Railway's Engineering Contractor Safety Orientation,found on the web site www.contractororientafion.com. The Contractor Must ensure that each of its employees, subcontractors, agents or invitees completes Raiiway's Engineering Contractor Safety Orientation through Internet sessions before any work is performed on the Project. Additionally, the Contractor must ensure that each and every one of its employees,subcontractors,agents or invitees possesses a card certifying completion of the Railway Contractor Safety Orientation before entering Railway Property. The Contractor is responsible for the cost of the Railway Contractor Safety Orientation. The Contractor must renew the Railway Contractor Safety Orientation annually.Further clarification can be found on the web site or from the Railway's Representative. 1.03 Railway Requirements • L03.01 The Contractor must take protective measures as are necessary to keep railway facilities,including track ballast,free of sand,debris,and other foreign objects and materials resulting from his operations. Any damage to railway fae4tiies resulting.from Contractor's operations will be repaired or replaced by Railway and tiro cost of such repairs or replacement must be paid for by the Contractor • 1.03.02 The Contractor must notify the Railway's Division General Manager at 281-350-7781 and provide blasting plans to the Railway for review seven(7)calendar days prior to conducting any blasting operations adjacent to or on Railway's Property • 1.03.03 The Contractor must abide by the following temporary clearances during construction: ■ 15' Horizontally from centerline of nearest track • 21'-6" Vertically above top of rail • 27'-0" Vertically above top of rail for electric wires carrying less than 750 volts ■ 28'-0" Vertically above top of rail for electric wires carrying 750 volts to 15,000 volts • 30'-0" Vertically above top of rail for electricwira carrying 15,000 volts to 20,000 volts ■ 34'-0" Vertically above top of rail for electric wires carrying more than 20,000 volts • 1.03.04 Upon completion of construction,the following clearances shall be maintained • 25' Horizontally from centerline of nearest track • 23'-3 W' Vertically above top of rail • 1.03.05 Any infringement within State statutory clearances due to the Contractor's operations must be submitted to the Railway and to the City of Pearland and must not be undertaken until approved in writing by the Railway,and until the City of Pearland has obtained any necessary authorization from the State Regulatory Authority for the infringement. No extra compensation will be allowed in the event the Contractor's work is delayed pending Railway approval,and/or the State Regulatory Authority's approval. • 1.03.06 In the case of impaired vertical clearance above top of rail,Railway will have the option of installing tell-talcs or other protective devices Railway deems necessary for protection of Railway operations.The cost of tell-tales or protective devices will be borne by the City of Pearland_ • 1.03.07 The details of construction affecting the Railway's Property and tracks not included in the contract plans must be submitted to the Railway by City of Pearland for approval before work is undertaken and this work must not be undertaken until approved by the Railway_ Exhibit C—Magnolia Road Overpass(12/06/07) 2 Form 0102 Rev.0 1/20 05 • 1.03A8 At other than public road crossings,the Contractor must not move any equipment or materials across Railway's tracks until permission has bean obtained from the Railway. The Contractor must obtain a "Temporary Private Crossing Agreement"from the Railway prior to moving his equipment or materials across the Railways tracks.The temporary crossing must be gated and locked at all times when not required for use by the Contractor.The temporary crossing for use of the Contractor will be at the expense of the Contractor. • 1.03.09 Discharge, release or spill on the Railway Property of any hazardous substances, oil, petroleum, constituent;pollutants,contaminates,or any hazardous waste is prohibited and Contractor must immediately notify the.Railway's•Resource Operations Center at 1(800) 832-5452, of any discharge,release or spills in excess of a reportable quantity.Contractor must not allow Railway Property to become a treatment,storage or transfer facility as those terms are defined in the Resource Conservation and Recovery Act or any state analogue. • 1.03.10 The Contractor upon completion of the work covered by this contract,must promptly remove from the Railway's Property all of Contractor's tools,equipment,implements and other materials,whether brought upon said property by said Contractor or any Subcontractor,-employee or agent of Contractor or of any Subcontractor, and must cause Railway's Property to be left in a condition acceptable to the Railway's representative. 1.04 Contractor Roadway Worker on Track Safety Program and Safety Action Plan • 1.04.01 Each Contractor that will perform work within 25 feet of the centerline of a track.must develop and implement a Roadway Worker ProtectiOn/On Track Safety .Program and work with Railway Project Representative to develop an on track safety strategy as described in the guidelines listed in the on track safety portion of the Safety Orientation. This Program must provide Roadway Worker protection/on track training for all employees of the Contractor,its subcontractors,agents or invitees. This training is reinforced at the job site through job safety briefings.Additionally,each Contractor must develop and implement the Safety Action Plan, as provided for on the web site www.eontr actororientatfon.com, which will be made available to Railway prior to commencement of any work on Railway Property.During the performance of work, the Contractor must audit its work activities.The Contractor must designate an on-site Project Supervisor who will serve as the contact person for the Railway and who will maintain a copy of the Safety Action Plan, safety audits, and Material Safety Datasheets(MSDS),at the job site. 1.05 Protection of Railway Facilities and Railway Flogger Services: • 1.05.01 The Contractor must give Railway's Roadmaster James'Wanes at 713-847-3176 (office 01 or 281- 802-8063 (cell IA, a minimum of thirty (30) calendar days advance notice when flagging services will be required so that the Roadmaster can make appropriate arrangements(ie.,bulletin the dagger's position). If flagging services are scheduled in advance by the Contractor and it is subsequently determined by the parties hereto that such services are no longer necessary,the Contractor must give the Roadmaster five(5)working days advance notice so that appropriate arrangements can be made to abolish the position pursuant to union requirements. • 1.05A2 Unless determined otherwise by Railway's Project Representative,Railway flogger and protective services and devices will be required end fnrnichPd when Contractor's work activities are located over,under and/or within twenty-five(25)feet measured horizontally from centerline of the nearest track and when cranes or similar equipment positioned beyond 25-feet from the track centerline could foul the track in the event of tip over or other catastrophic occurrence,but not limited thereto for the following conditions: • 1.05.02a When in the opinion of the Railways Representative it is necessary to safeguard Railway's Property, employees,trains,engines and facilities. • 1.05.02b When any excavation is performed below the bottom of tie elevation,if,in the opinion of Railway's representative,track or other Railway facilities may be subject to movement or settlement. • 1.05.02c When work in any way interferes with the safe operation of trains at timetable speeds. Exhibit C—Magnolia Road Overpass(12/06/07) 3 Form 0102 Rev.01120105 • 1.05.02d When any hazard is presented to Railway track,communications,,signal,electrical,or other facilities either due to persons,material,equipment or blasting in the vicinity. • 1.05.02e Special permission must be obtained from the Railway before moving heavy or cumbersome objects or equipment which might result in making the track impassable. • 1.05.03 Flagging services will be performed by qualified Railway flaggers. • 1.05.03a Flagging crew generally consists of one employee. However,additional personnel maybe required to protect Railway Property and operations,if deemed necessary by the'Raiiways Representative. • L05.03b Each time a flagger is called,the minimum period for billing will be the eight(8)hour basic day • L05.03c The cost of flagger services provided by the Railway, when deemed necessary by the Railway's representative,will be borne by the City of Pearland.The estimated cost for one(1)flagger is$800.00 for an eight(8) hour basic day with time and one-half or double time for overtime, rest days and holidays. The estimated cost for each flagger includes vacation allowance, paid holidays, Railway and unemployment insurance,public liability and property damage insurance,health and welfare benefits,transportation,meals, lodging and supervision. Negotiations for Railway labor or collective bargaining agreements and rate changes authorized by appropriate Federal authorities may increase actual or estimated flagging rates.The flagging rate in effect at the time of performance by the Contractor hereunder will be used to caldulate the actual costs of flagging pursuant to this paragraph. • L05.03d The average train traffic on this route is 26 thru freight trains per 24-hour period at a timetable speed 55 MPH and 0 switching movement,and 0 passenger trains. 1.06 Contractor General Safety Requirements • L06.01 Work In the proximity of railway tracks)is potentially hazardous where movement of trains and equipment can occur at any time and in any direction.All work performed by contractors within 25 feet of any track must be in compliance with FRA Roadway Worker Protection Regulations. • 1.06.02 Before beginning any task on Railway Property, a thorough job safety briefing must be conducted with all personnel involved with the task and repeated when the personnel or task changes. If the task is within 25 feet of any track,the job briefing must include the Railway's dagger,as applicable, and Include the procedures the Contractor will use to protect its employees, subcontractors,agents or invitees from moving any equipment adjacent to or across any Railway track(s). • 1.06.03 Workers mast not work within 25 feet of the centerline of any track without an on track safety strategy approved by the Railway's Project Representative. When authority is provided, every contractor employee must know. (1)who the Railway flagger is, and how to contact the flagger, (2) limits of the authority,(3)the method of communication to stop and resume work,and(4) location of the designated places of safety. Persons or equipment entering flag/work limits that were not previously job briefed,must notify the flagger immediately,and be given al job briefing when working within 25 feet of the center line of track. • 1.06.04 When Contractor employees are required to work on the Railway Property after,normal working hours or on weekends,the Railroad's representative in charge of the project must be notified.A minimum of two employees must be present at all times. • 1.06.05 Any employees,agents or invitees of Contractor or its subcontractors under suspicion of being under the influence of drugs or alcohol,or in the possession of same,will be removed from the Railway's Property and subsequently released to the custody of a representative of Contractor management. Future access to the Railways Property by that employee will be denied. Exhibit C—Magnolia Road Overpass(12/06/07) 4 Form 0102 Rev 0120105 • 1.06.06 Any damage to Railway Property, or any hazard noticed on passing trains nmst be reported immediately to the Railway's representative in charge of the project. Any vehicle or machine which may come in contact with track,signal equipment, or structure(bridge)and could result in a train derailment must be reported immediately to the Railway representative in charge of the project and to the Railway's Resource Operations Center at 1(800) 832-5452. Local emergency numbers are to be obtained from the Railway representative in charge of the project prior to the start of any work and must be posted at the job site. • 1.06.07 For safety reasons, all persons are prohibited from having pocket knives, firearms or other deadly weapons in their possession while working on Railway's Property • L06.08 All personnel protective-equipment(PPE)used on Railway Property must meet applicable OSHA and ANSI specifications:Current Railway personnel protective equipment requirements are listed on the web site, www.coniractororientatlon.com,however,a partial list of the requirements include: a)safety glasses with permanently affixed side shields (no yellow lenses); b) hard hats c) safety shoe with: hardened toes, above-the-ankle lace-up and a defined heel;and d)high visibility retro-reflective work wear. The Railroad's, representative in charge of the project is to be contacted regarding local specifications for meeting requirements relating to hi-vissability work wear. Hearing protection,fall protection,gloves,and respirators must be worn as required by State and Federal regulations.(NOTE—Should there be a discrepancy between the information, contained on the web site and the information in this paragraph.the web site will govern.) • 1.06.09 The Contractor must not pile or store any materials,machinery or equipment closer than 25'=0"to the center line-of-the-nearest Railway track.Materials,machinery or equipment..mrat not be stored or left within 250 feet of any highway/rail at-grade crossings, where storage of the same will interfere with the sight distances of motorists approaching the crossing. Prior to beginning work, the Contractor must establish a storage area with concurrence of the Railroad's representative. • 1.06.10 Machines or vehicles must not be left unattended with the engine running. Parked machines or } equipment must be in gear with brakes set and if equipped with blade,pan or bucket,they must be lowered to the ground. All machinery and equipment left unattended on Railway's Property must be left inoperable and secured against movement.(See intemet Engineering Contractor Safety Orientation program for more detailed specifications) • 1.06.11 Workers must not create and leave.any conditions at the work site that would interfere with water drainage.Any work performed over water must meet all Federal,State and Local regulations. a 1.06.12 All power line wires must be considered dangerous and of high voltage unless informed to the contrary by proper authority. For all power lines the minimum clearance between the lines and Any part of the equipment or load must be;200 KV or below -15 feet;200 to 350 KV-20 feet 350 to 500 KV-25 feet;500 to 750 KV-35 feet;and 750-to 1000 KV-45 feet. If capacity of the line is not known,a minimum clearance of 45 feet must be maintained A person must be designated to observe clearance of the equipment and give a timely warning for all operations where it is difficult for an operator to maintain the desired clearance by visual means. 1.07 Excavation • L07.01 Before excavating,the Contractor must determine whether any underground pipe lines,electric wires, or cables,including fiber optic cable systems are present and located within the Project work area. The Contractor must determine whether excavation on Railway's Property could cause damage to buried cables resulting in delay to Railway traffic and disruption of service to users. Delays and disruptions to service may cause business interruptions involving loss of revenue and profits. Before commencing excavation, the Contractor must contact BNSF's Signal Supervisor and Roadmaster.All underground and overhead wires will be Considered HIGH VOLTAGE and dangerous until verified with the company having ownership of the line. It is the Contractor's responsibility to notify any other companies that have underground utilities in the area and arrange for the location of all underground utilities before excavating 1, Exhibit C—Magnolia Road Overpass(12/06/07) 5 Form 0102 Rev maws • 1.07.02 The Contractor must cease all work and notify the Railway immediately before continuing excavation in the area if obstructions are encountered which do not appear on drawings. If the obstruction is a-utility and the owner of the utility can be identified,then the Contractor must also notify the owner immediately. If there is any doubt-about the location of underground cables or lines of any kind,no work must be performed unel the exact location has been determined. There will be no exceptions to these instructions. • 1.07.03 All excavations must be conducted in compliance witbapplicablo OSHA regulations and,regardless of depth,must be shored where there is any danger to tracks,structures or personnel • 1.07.04 Any excavations, holes or trenches on the Railways Property must be covered, guarded and/or protected when not being worked on. When leaving work site areas at night and over weekends,the areas must be secured and left in a condition that will ensure that Railway employees and other personnel who may be working or passing through the area are protected from all hazards.All excavations must be back filled as soon as possible. 1.08 Hazardous Waste,Substances and Material Reporting • 1.08.01 If Contractor discovers any hazardous waste, hazardous substance, petroleum or other deleterious material,inchu ling but not limited to any non-containerized commodity or material,on or adjacent to Railway's Property,in or near any surface water,swamp,wetlands or waterways,while performing any work under this. Agreement, Contractor must immediately (a) notify the Ralway's Resource Operations Center at 1(800) 832-5452, of such discovery (b) take safeguards necessary to protect its employees, subcontractors,.agents and/or third'parties:arid(c)eriercise dud care With respect to the Micas;incl'uilrng-the taking of any app%bpfiate measure to minimize the impact of such release. 1.09 Personal Injury Reporting • 1.09.01 The Railway is required to report certain injuries as a part of compliance with Federal Railroad Administration(FRA)reporting requirements.Any personal injury sustained by an employee of the Contractor, subcontractor or Contractor's invitees while on the Railways Property must be reported immediately(by phone mail if unable to contact in person)to the Railway's representative in charge of the project The Non-Employee Personal Fury Data Collection Form contained herein is to be completed and sent by Fax to the Railway at 1(817)352-7595 and to the Railway's Project Representative no later than the close of shift on the date of the injury. Exhibit C—Magnolia Road Overpass(12/06/07) 6 Form 0102 Rev O1/20/0s 7 NON-EMPLOYEE PERSONAL INJURY DATA COLLECTION INFORMATION REQUIRED TO BB COLLECTED PURSUANT TO FEDERAL REGULATION: IT SHOULD BE USED FOR COMPLIANCE WITfi FEDERAL REGULATIONS ONLY AND IS NOT INTENDED TO PRESUME ACCEPTANCE OF RESPONSIBILITY OR LIABILITY. 1. Accident CityISt 2. Date Time: County: 3. Temperature: 4. Weather (if non-Railway location) 5. Social Security it 6. Name(last,first;mi); 7 Address: Street City: St. Zip: 8. Date of Birth: and/or Age (lender: (if available) 9. (a) Iimy: (b)Body Part (i.e (a)Laceration(b)Hand) 11. Description of Accident(To include location,action,result;etc.) 12. Treatment ? First Aid Only ? Required Medical Treatment ? Other Medical T eatmcnt 13. Dr.Name • 30.Date: 14. Dr.Address: Street City: St: Zip: 15. Hospital Name: 16. Hospital Address: Street City: St Zip: 17 Diagnosis: FAX TO RAILWAY AT(817)352-7595 AND COPY TO: RAILWAY ROADMASTER FAX No.281-331-2070 RAILWAY MANAGER PUBLIC PROJECTS FAX No.817-352-2912 Exhibit C—Magnolia Road Overpass(12/06/07) 7 Form 0102 Rev 0120/115 LAW DEPARTMENT APPROVED OVERPASS EXHIBIT"C-1" Agreement Between BNSF RAILWAY COMPANY and the CONTRACTOR BNSF RAILWAY COMPANY Attention:Manager Public Projects Railway File: 023490 Agency Project: Construct Magnolia Road Overpass(DOT No.0234903) Gentlemen. The undersigned (hereinafter called, the "Contractor"), has entered into a contract(the"Contract") dated cegieu4ty 9''4, 200.1, with the City of Pearland for the performance of certain work in connection with the following project: construct new Magnolia Road Overpass (DOT No. 023490.1) in Pearland. Performance of such work will necessarily require contractor to enter BNSF RAILWAY COMPANY("Railway")right of way and property ("Railway Property"). The Contract provides that no work will be commenced within Railway Property until the Contractor employed in connection with said work for the City of Pearland(i)executes and delivers to Railway an Agreement in the form hereof,and (ii)provides insurance of the coverage and limits specified in such Agreement and Section'3 herein. If this Agreement is executed by a party who is not the Owner,General Partner, President or Vice President ofContractor,Contractor must furnish evidence to Railway certifying that the signatory is empowered to execute this Agreement on behalf of Contractor Accordingly,in consideration of Railway granting permission to Contractor to enter upon Railway Property and as an inducement for such entry,Contractor,effective on the date of the Contract,has agreed and does hereby agree with Railway as follows: Section 1. RELEASE OF LIABILITY AND INDEMNITY Contractor hereby waives, releases, indemnifies, defends and holds harmless Railway for all judgments, awards, claims, demands, and expenses (including attorneys' fees), for injury or death to all persons, including Railway's and Contractor's officers and employees, and for loss and damage to property belonging to any person, arising in any manner from Contractor's or any of Contractor's subcontractors' acts or omissions or any work performed on or about Railway's property or right-of-way THE LIABILITY ASSUMED BY CONTRACTOR WILL NOT BE AFFECTED BY THE FACT,IF IT IS A FACT,THAT THE DESTRUCTION,DAMAGE, DEATH, OR INJURY WAS OCCASIONED BY OR CONTRIBUTED TO BY THE NEGLIGENCE OF RAILWAY, ITS AGENTS, SERVANTS, EMPLOYEES OR OTHERWISE, EXCEPT TO THE EXTENT THAT SUCH CLAIMS ARE PROXIMATELY CAUSED BY THE INTENTIONAL MISCONDUCT OR GROSS NEGLIGENCE OF RAILWAY THE INDEMNIFICATION OBLIGATION ASSUMED BY CONTRACTOR INCLUDES ANY CLAIMS, SUITS OR JUDGMENTS BROUGHT AGAINST RAILWAY UNDER THE FEDERAL EMPLOYEE'S LIABILITY ACT, INCLUDING CLAIMS FOR STRICT LIABILITY UNDER THE SAFETY APPLIANCE ACT OR THE BOILER INSPECTION ACT,WHENEVER SO CLAIMED. Contractor further agrees,at its expense,in the name and on behalf of Railway,that it will adjust and settle all claims made against Railway,and will,at Railway's discretion,appear and defend any suits or actions of law or in equity brought against Railway on any claim or cause of action arising or growing out of or in any manner Exhibit C—Magnolia Road Overpass(3/09/2009) Page 1 Form 0107 Rev 09/15/05 connected with any liability assumed by Contractor under this Agreement for which Railway is liable or is alleged to be liable. Railway will give notice to Contractor, in writing, of the receipt or dependency of such claims and thereupon Contractor must proceed to adjust and handle to a conclusion such claims,_and in the event of a suit being brought against Railway,Railway may forward summons and complaint or other process in connection therewith to Contractor,and Contractor,at Railway's discretion,must defend,adjust,or settle such suits and protect,indemnify, and save harmless Railway from and against all damages,judgments, decrees, attorneys fees,costs, and expenses growing out of or resulting from or incident to any such claims or suits. It is mutually understood and agreed that the assumption of liabilities and indemnification provided for in this Agreement survive any termination of this Agreement. Section 2.TERM This Agreement is effective from the date of the Contract until (i) the completion of the project set forth herein, and (ii) full and complete payment to Railway of any and all sums or other amounts owing and due hereunder Section 3. INSURANCE Contractor must,at its sole cost and expense,procure and maintain during the life of this Agreement the following insurance coverage: A. Commercial General Liability insurance. This insurance must contain broad form contractual liability with a combined single limit of a minimum of$5.000,000 each occurrence and an aggregate limit of at least$10,000.000. Coverage must be purchased on a post 1998 ISO occurrence form or equivalent and include coverage for,but:not limit to the following: • Bodily Injury and Property Damage • Personal Injury and Advertising Injury • Fire legal liability • Products and completed operations This policy must also contain the following endorsements, which must be indicated on the certificate of insurance: • It is agreed that any workers' compensation'exclusion does not apply'to Railroad payments related to the Federal Employers Liability Act or a Railroad Wage Continuation Program or similar programs and any payments made are deemed not to be either payments made or obligations assumed under any.Workers Compensation,disability benefits,or unemployment compensation law or similar law • The definition Of insured contract must be amended to remove any exclusion or other limitation for any work being done within 50.feet of railroad property • Any exclusions related to the explosion,collapse and underground hazards must be removed. No other endorsements limiting coverage as respects obligations under this_Agreement may be included on the policy B. Business Automobile Insurance. This insurance must contain a combined single limit of at least $1,000,000 per occurrence,and include coverage for,but not limited to the following: • Bodily injury and property damage • Any and all vehicles owned,used or hired C. Workers Compensation and Employers Liability insurance including.coverage for,but not limited to: • Contractor's statutory liability under the'worker's compensation laws of the state(s)in which the work is to be performed. If optional under State law, the. insurance must cover all employees anyway Exhibit C—Magnolia Road Overpass(3/09/2009) Page 2 Form 0107 Rev 09/15/05 ® Employers' Liability (Part B) with limits of at least $500,000 each accident, $500,000 by disease policy limit,$500,000 by disease each employee. D. Railroad Protective Liability insurance naming only the Railroad as the Insured with coverage of at least $5,000,000 per occurrence and $10,000,000 in the aggregate. The policy Must be issued on a standard ISO form CG 00 35 10 93 and include the following: • Endorsed to include the Pollution Exclusion Amendment(ISO form CG 28 31 10 93) • Endorsed to include the Limited Seepage and Pollution Endorsement. ♦ Endorsed to remove any exclusion for punitive damages. • No other endorsements restricting coverage may be added. • The original policy must be provided to the Railroad prior to performing any work or services under this Agreement Other Requirements: All policies(applying to coverage listed above) must not contain an exclusion for punitive damages and certificates of insurance must reflect that no exclusion exists. Contractor agrees to waive its right of recovery against Railroad for all claims and suits against Railroad In addition, its insurers, through the terms of the policy or policy endorsement, waive their right of subrogation against Railroad for all claims and suits. The certificate of insurance must reflect the waiver of subrogation endorsement. Contractor further waives its right of recovery,and its insurers also waive their right of subrogation against Railroad for loss of its owned or leased property or property under contractor's care,custody or control. Contractor's insurance policies through policy endorsement, must include wording which states that the policy is primary and non-contributing with respect to any insurance carried by Railroad. The certificate of insurance must reflect that the above wording is included in evidenced policies. All policy(ies) required above (excluding Workers Compensation and if applicable, Railroad Protective) must include a severability of interest endorsement and Railroad must be named as an additional insured with respect to work performed under this agreement. Severability of interest and naming Railroad as additional insured must be indicated on the certificate of insurance. Contractor is not allowed to self-insure without the prior written consent of Railroad. If granted by Railroad,any deductible,self-insured retention or other financial responsibility for claims must be covered directly by contractor in lieu of•insurance. Any and all Railroad liabilities that would otherwise, in accordance with the provisions of this Agreement,,be covered by contractor's insurance will be covered as if contractor elected not to include a deductible,self-insured retention or other financial responsibility for claims. Prior to commencing the Work, contractor must furnish to Railroad an acceptable certificate(s) of insurance including an original signature of the authorized representative evidencing the required coverage, endorsements,and amendments and referencing the contract audit/folder number if available. The policy(ies)must contain a provision that obligates the insurance company(ies) issuing such policy(ies)to notify Railroad in writing at least 30 days prior to any cancellation, non-renewal, substitution or material alteration. This cancellation provision must be indicated on the certificate of insurance. Upon request from Railroad, a certified duplicate original of any required policy must be furnished. Contractor should send the certificate(s)to the following address: Ebix BPO P.O.Box 12010-BN Hemet,CA 92546-8010 Fax No.(951)766-2299 Exhibit C—Magnolia Road Overpass(3/09/2009) Page 3 Form 0107 Rev 09/15/05 Any insurance policy must be written by a reputable insurance company acceptable to Railroad or with a current Best's Guide Rating of A-and Class VII or better,and authorized to do business in the state(s)in which the service is to be provide. Contractor represents that this Agreement has been thoroughly reviewed by contractor's insurance agent(s)/broker(s), who have been instructed by contractor to procure the insurance coverage required by this Agreement. Allocated Loss Expense must be in addition to all policy limits for coverages referenced above. Not more frequently than once every five years,Railroad may reasonably modify the required insurance coverage to reflect then-current risk management practices in the railroad industry and underwriting practices in the insurance industry If any portion of the operation is to be subcontracted by contractor, contractor must require that the subcontractor provide and maintain the insurance coverages set forth herein, naming Railroad as an additional insured;and requiring that the subcontractor release,defend and indemnify Railroad to the same extent and under the same terms and conditions as contractor is required to release,defend and indemnify Railroad herein. Failure to.provide evidence as required by this section will-entitle, but not require,Railroad to terminate this Agreement immediately Acceptance of a certificate that does not comply with this section will not operate as a waiver of contractor's.obligations hereunder The fact that insurance(including,without limitation,self-insurance)is obtained by contractor will not be deemed to-release or diminish.the liability of-contractor including,.without limitation, liability under the indemnity .provisions of this Agreement. Damages recoverable by Railroad will not be limited by the amount of the required insurance coverage. For purposes of this section, Railroad means `Burlington Northern Santa Fe Corporation", "BNSF RAILWAY COMPANY"and the subsidiaries,successors,assigns and affiliates of each. Section 4. EXHIBIT"C"CONTRACTOR REQUIREMENTS The Contractor must observe and'comply with the provisions, obligations, requirements and limitations contained in the.Contract and the Contractor Requirements set forth on Exhibit"C"attached'to the Contract and this Agreement, including, but not.be limited to, payment of all costs incurred for any damages to.Railway roadbed, tracks,and/or appurtenances thereto,resulting from use,occupancy,or presence of its employees,representatives,or agents or subcontractors on or about the construction site. Section 5. TRAIN DELAY Contractor is responsible for and hereby indemnifies and holds-harmless.Railway (including its affiliated railway companies, and its tenants) for, from and.against all damages arising from any unscheduled delay to a freight or passenger train which affects.Railway.'s ability to fully utilize its.equipment and to meet customer service and contract obligations. Contractor will be billed,as further provided below,for the economic-losses arising from loss of use of equipment,contractual loss of incentive pay and bonuses and contractual penalties resulting from train delays,whether caused by Contractor,or subcontractors,or by the Railway performing work under this Agreement. Railway-agrees that it will not perform any act to unnecessarily cause train delay For loss of use of equipment, Contractor will be billed the current freight train hour rate per train as determined from Railway's records. Any disruption to train traffic may-cause delays to multiple trains at-the same time for the same period. Additionally,the parties-acknowledge that passenger, U.S: mail trains and certain other grain,.intermodal, coal and freight trains operate under incentive/penalty contracts between Railway and its.customer(s). Under these arrangements,-if Railway does not meet its contract service-commitments,Railway may suffer loss of performance or incentive-pay and/or be subject to.penalty payments. Contractor-is responsible for any train performance and incentive.penalties or other contractual economic losses actually incurred by Railway which are attributable-to a train delay caused by Contractor or-its subcontractors: Exhibit C--Magnolia Road Overpass(3/09/2009) Page 4 Form 0107 Rev-09/15/05 The contractual relationship between Railway and its customers is proprietary and confidential. in the event of a train delay covered by this Agreement,Railway will share information relevant to any train delay to the extent consistent with Railway confidentiality obligations. Damages forirain delay for certain irains'may be as high as S50,000.00 per incident. Contractor and its subcontractors must give Railway's Roadnurstcr (Patrick McAleese) weeks advance notice of the times and dates for proposed work windows. Railway and Contractor will establish mutually agreeable work windows for the project. Railway has the right nt any time to revise or change the work windows due to train operations or service obligations. Railway will not be responsible for any additional costs or expenses resulting from a change in work windows. Additional costs or expenses resulting from a change in work windows shall be accounted for in Contractor's expenses for the project. Contractor and subcontractors must plan,schedule,.coordirinte and conduct all Contractor's work so as to not cause any delays to any trains. Kindly acknowledge receipt of this letter by signing and returning to the Railway two original copies of this letter,which,upon execution by Raihvay,will constitute an Agreement between us. Tx, , S s"Teadc-7v.J co. (Contr Lto g BNSF Railway Company By By Pri it amei _d d.AJ Ctp Name. unothy J.'Huya Title: k.. .a . Ti : Manager Public Projects Contact Person: Accepted and effective thisi_d y of kA2CF4 2009 Address: aq 8, ev Fr t y ca._ City: f-fat s S-re*..) Statc:7.Zip:77o J?, Fax. ?R/ ' 2 r -- Z0 9• ' Phone:_��i zt -- gie)9/ E-mail: 01,3 till eitruset> /.2k/1/ q•C..bM Exhibit C—Magnolia Road Overpass(3/09/2009) Pge a O107 Rev 09n5l05 ACORDM CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDD/YY) 03/17/09 PRODUCER 1-248-828-3377 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION , ialenti Trobec Chandler Inc ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR . 175 West Long Lake Road ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Suite 200 Troy, MI 48098 INSURERS AFFORDING COVERAGE Jackie Wilson 225 INSURED INSURER A:Twin City Fire Insurance Co Texas Sterling Construction Co . INSURER B:Twin City Fire Insurance Co 20810 Fernbush INSURERC:ILLINOIS NAIL INS CO Houston, TX 77073 INSURER D:Hartford Ins Co Of The Midwest I INSURER E:TRAVELERS COMMERCIAL CAS CO COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES'DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILTR TYPE OF INSURANCE POLICY NUMBER ; POLICY (MMIDDIYY) ,POLICY (MMIDDIYY)N LIMITS A GENERAL LIABILITY 35CQU0580 03/01/09 03/01/10 EACH OCCURRENCE $1,000,000 X COMMERCIAL GENERAL LIABILITY FIRE DAMAGE(Any one fire) $300,000 . CLAIMS MADE X OCCUR MED EXP(Any one person) $10,000 X Including X, C & II PERSONAL&ADV INJURY $1,0 00,000 • GENERAL AGGREGATE $2,000,000 GENt AGGREGATE LIMIT APPLIES PER: PRODUCTS COMP/OP AGG $2,000,.000 POLICY X JFCTPRO LOC B AUTOMOBILE LIABILITY 35IIENQU0581 03/01/09 03/01/10 COMBINED SINGLE LIMIT X (Ea accident) $1,000,000 ANY AUTO ALL OWNED AUTOS BODILY INJURY $ SCHEDULED AUTOS (Per person) X HIRED AUTOS BODILY INJURY $ X NON-OWNED AUTOS (Per accident) PROPERTY DAMAGE $ (Per accident) GARAGE LIABILITY AUTO ONLY EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC ,$ • AUTO ONLY AGG $ • C EXCESS LIABILITY 023649327 03/01/09 03/01/10 EACH OCCURRENCE $25,000,000 X OCCUR CLAIMS MADE AGGREGATE $25,000,000- $ DEDUCTIBLE •;$ RETENTION $10000 $ D WORKERS COMPENSATION AND 35WNQU0582 03/01/09 03/01/10 X TORYLAMITS 9ER EMPLOYERS'LIABILITY E.L.EACH ACCIDENT $1,000,000 E.L.DISEASE EA EMPLOYEE $1,000,000 E.L.DISEASE POLICY LIMIT :$1,000,000 OTHER E Contractors Equipment QT6604263L416 03/01/09 03/01/10 Leased and Rented $1,000,000 $ DESCRIPTION OF OPERATIONS/LOCATIONSIVEHICLESIEXCLUSIONS'ADDED BY ENDORSEMENT/SPECIAL PROVISIONS BNSF Railway is Additional Insured under the liability policies above with regards to insured's activities on or near BNSF R 0 W A waiver of Subrogation is granted in additonal insured's favor, as applicable, per written agreement Above policies are primary and non-contributory with respect to any other insurances afforded the additional insured CGL includes 50 foot endorsement HG-00-01-06-05 (CG2417) CERTIFICATE HOLDER ADDITIONAL INSURED;INSURER LETTER: CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION Burlington Northern Sante Fe RailwayCo DATE THEREOF THE ISSUING INSURER WILL L' M:VF WMAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT FKRXXXI9I4KX31=XXSOXXX ( ./o BNSF Risk Management XIMMO IOMMOCIZIt XXG4IIKI9XR7ESfARi4 PIDINXfR MXGOCXAf9UC CQt§QUISIINX5IX --,i500 Lou Menk Dr AOB-1 ICOPMaggaraMMXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX (Fort Worth, TX 76131-2828 USA AUTHORIZED REPRESENTATIVE w.LJ�"'^� ACORD 25-S(7/97) }manning O ACORD CORPORATION 1988 11355571 - J 1 Client#: 121808 TEXASTER ACORD. CERTIFICATE OF LIABILITY INSURANCE 0DATE(filM/DDIYY) 3/09/09 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Wells Fargo Insurance Services ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 2 0 3 6 th Street S W HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR I' , ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. =rgo, ND 58103 ! 701 2 8 0-8 8 6 0 — I INSURERS AFFORDING COVERAGE INSURED BNSF Railway Company IINSURERA Travelers Indemnity Co of America 5800 N. Main St i INSURERS: _ INSURER C: Fort Worth, TX 76179 I INSURER D: INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE POLICY NUMBER !POLICY EFFECTIVE (POLICY EXPIRATION' — - LIMITS LTR • DATE(MM/DD/YY) DATE(MM/DD/YY) A GENERALLIABILITY SPS6350L22AIND 03/15/09 03/15/10 I EACH OCCURRENCE is5, 000, 000 - COMMERCIAL GENERAL LIABILITY I I !FIRE DAMAGE(Any one fire) I$ I CLAIMS MADE X,OCCUR I j MED EXP(Any one person) S •X(Railroad I i (_PERSONAL&ADV INJURY I$ !Protective I i 1 GENERAL AGGREGATE -Fa 0, 0 0 0, 0 0 C GEN'L AGGREGATE LIMITAPPLIES PER: I PRODUCTS-COMP/OP AGG S POLICY E-1 JECT I Loc I -- ---t L AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT ANY AUTO I(Ea accident) s _ALL OWNED AUTOS I BODILY INJURY SCHEDULED AUTOS i 'far person) $,M —- .HIRED AUTOS I I BODILY INJURY $ NON-OWNED AUTOS (Per accident) • PROPERTY DAMAGE I (Peraccident) $ GARAGE LIABILITY .AUTO ONLY EA ACCIDENT $ `i ANY AUTO 'OTHER THAN EA ACC $ -- 1 I AUTO ONLY- AGG I$ EXCESS LIABILITY i ;EACH OCCURRENCE I$ OCCUR _i CLAIMS MADE I AGGREGATE '$ - j DEDUCTIBLE ( II I$ RETENTION $ I I WCSTATU iOTH III IS WORKERS COMPENSATION AND I ITORY LIMITS I E13�._L�_ ._- . _. EMPLOYERS'LIABILITY I - - E.L.EACH ACCIDENT i$ E.L.DISEASE EA EMPLOYEE!$ EL DISEASE POLICY LIMIT I$ OTHER i • • DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS Reference File #023490 Project : Magnolia Road Expansion, City of Pearland, Texas Project #T70041 CERTIFICATE HOLDER ,ADD mONALINsuRED;INSURERLETTER _ CANCELLATION SHOULD ANYOFTHE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION Texas Sterling Construction Co DATE THEREOF,THE ISSUING INSURER WILL ENDEAVOR TOMAIL3() DAYS WRITTEN 20810 Fernbush Lane NOTICE TOTHE CEFMFICATE HOLDER NAMED TOTHE LEFT,B UT FAILURE TO DO SOSHALL stun, TX 77073 IMPOSE NO OBLIGATION OR LIABILITY OF ANYKIINDUPON THE INSURERyI'TSAGEN.T.S,O N. REPRESENTATIVES. :, .� M1,%*`•-..._ y:-.. AUTHORIZED REPRESENTATIVE s ti ACORD25-S(7/97)l of 2 #268407 308 0 ACO fD'CO'RRF F kIlbwi9B8 IMPORTANT If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD25-S(7/97)2 of 2 #268407 CITY OF PEARLAND APPENDIX F APPENDIX F BNSF OVERPASS EASEMENT 12/2008 Law Department Approved Doc# 2008047169 EASEMENT AGREEMENT FOR MAGNOLIA ROAD OVERPASS Attachment to Overpass Agreement 1� THIS EASEMENT AGREEMENT FOR MAGNOLIA ROAD OVERPASS("Easement Agreement")is made and entered into as of the 214tt day of 411 AI. T' 2008, ("Effective Date"), by and between BNSF RAILWAY COMPANY,a Delaware corporation('Grantor"),,and CITY OF PEARLAND,apolitical subdivision of the State of Texas('Grantee"). A. Grantor owns or controls certain real property situated at or near the vicinity of Pearland,County of Brazoria, State of Texas, at Mile Post 8.76, [Project# U.S. D.O.T No 02349J], as described or depicted on Exhibit"A"attached hereto and made a part hereof(the"Premises"). B. Grantor and Grantee have entered into that certain Overpass Agreement dated as of December 6,2007 concerning-improvements on or near the Premises(the"C&M Agreement"). C. Grantee has requested that Grantor grant to Grantee an easement over the Premises for the Easement Purpose(as defined below). D. Grantor has agreed to grant Grantee such easement, subject to the terms and conditions set forth in this Easement Agreement. NOW,THEREFORE,for and in consideration of the foregoing recitals which are incorporated herein,the mutual promises contained herein, and other good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged,the parties agree as follows: Section 1 Grantlna of Easements. 1 1 Easement Purpose. The"Easement Purpose"shall be for the purposes set forth In the C&M Agreement. My improvements to be constructed in connection with the Easement Purpose are referred to herein as "Improvements' and shall be constructed, located, configured and maintained by Grantee in strict accordance with the terms of this Easement Agreement and the C&M Agreement. 1.2 Grant. Grantor does hereby grant unto Grantee a non-exclusive easement("Easement")over the Premises for the Easement Purpose and for no other purpose.The Easement is granted subject to any and all restrictions,covenants, easements, licenses, permits, leases and other encumbrances of whatsoever nature whether or not of record, if any, relating to the Premises and subject to all with all applicable federal, state and local laws, regulations, ordinances, restrictions, covenants and court or administrative decisions and orders, Including Environmental Laws (defined below) and zoning laws (collectively, "Laws"),. Grantee may not make any alterations or improvements or perform any maintenance or repair activities within the Premises except In accordance with the terms and conditions of the C&M Agreement. 1.3 Reservations by Grantor Grantor excepts and reserves the right, to be exercised by Grantor and any other parties who may obtain written permission or authority from Grantor (a) to install, construct, maintain, renew, repair, replace, use, operate, change, modify and relocate any existing pipe, power, communication, cable, or utility lines and appurtenances and other facilities or structures of like character(collectively, "Lines") upon,over,under or across the Premises; (b) to Install, construct, maintain, renew, repair, replace, use, operate, change, modify and relocate any tracks or additional facilities or structures upon, over, under or across the Premises;and r! n Form 704;Rev 04/26/05 DI) VjavardertArtA Law Department Approved , (c) to use the Premises in any manner as the Grantor In its sole discretion deems appropriate, provided Grantor uses all commercially reasonable efforts to avoid material Interference with the use of the Premises by Grantee for the Easement Purpose. 14 Term of Easement. The term of the Easement, unless sooner terminated under provisions of this Easement Agreement,shall be perpetual. Section 2 Compensation. Grantee shall pay Grantor,' prior to the Effective Date, the sum of Eight Thousand Fifty Nine Dollars and No/100 Dollars($8,059.00)as compensation for the grant of this Easement. Section 3 No Warranty of Any Conditions of the Premises. Grantee acknowledges that Grantor has made no representation whatsoever to Grantee concerning the state or condition of the Premises, or any personal property located thereon, or the nature or extent of Grantor's ownership Interest in the Premises. Grantee has not relied on any statement or declaration of Grantor, oral or in writing, as an inducement to entering into this Easement Agreement, other than as set forth herein. GRANTOR.HEREBY DISCLAIMS ANY REPRESENTATION OR WARRANTY, WHETHER EXPRESS OR IMPLIED, AS TO THE DESIGN OR CONDITION OF ANY PROPERTY PRESENT ON OR CONSTITUTING THE PREMISES, ITS MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE, THE QUALITY OF THE MATERIAL OR WORKMANSHIP OF ANY SUCH PROPERTY, OR THE CONFORMITY OF ANY SUCH PROPERTY TO ITS INTENDED USES. GRANTOR SHALL NOT BE RESPONSIBLE TO GRANTEE OR ANY OF GRANTEE'S CONTRACTORS FOR ANY DAMAGES RELATING TO THE DESIGN, CONDITION, QUALITY, SAFETY, MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE OF ANY PROPERTY PRESENT ON OR CONSTITUTING THE PREMISES, OR THE CONFORMITY OF ANY SUCH PROPERTY TO ITS INTENDED USES. GRANTEE ACCEPTS ALL RIGHTS GRANTED UNDER THIS EASEMENT AGREEMENT IN THE PREMISES IN AN "AS iS, WHERE IS" AND "WITH ALL FAULTS" CONDITION, AND SUBJECT TO ALL LIMITATIONS ON GRANTOR'S RIGHTS, INTERESTS AND TITLE TO THE PREMISES. Grantee has inspected or will inspect the Premises,and enters upon Grantor's rail corridor and property with knowledge of its physical condition and the danger inherent in Grantor's rail operations on or near the Premises. Grantee acknowledges that this Easement Agreement does not contain any Implied warranties that Grantee or Grantee's Contractors(as hereinafter defined)can successfully construct or operate the Improvements. Section 4 Nature of Grantor's Interest in the Premises. GRANTOR DOES NOT WARRANT ITS TITLE TO THE PREMISES NOR UNDERTAKE TO DEFEND GRANTEE IN THE PEACEABLE POSSESSION OR USE THEREOF NO COVENANT OF QUIET ENJOYMENT IS MADE. In case of the eviction of Grantee by anyone owning or claiming title to or any interest in the Premises, or by the abandonment by Grantor of the affected rail corridor,Grantor shall not be liable to refund Grantee any compensation paid hereunder Section 5 Improvements. Grantee shall take, in a timely manner, all ections necessary and proper to the lawful establishment, construction, operation, and maintenance of the improvements, including such actions as may be necessary to obtain any required permits, approvals or authorizations from applicable governmental authorities. Any and all cuts and fills,excavations or embankments necessary in the construction,maintenance, or future alteration of the Improvements shall be made and maintained In such manner,form and extent as will provide adequate drainage of and from the adjoining lands and premises of the Grantor,and wherever any such fill or embankment shall or may obstruct the natural and pre-existing drainage from such lands and premises of the Grantor, the Grantee shall construct and maintain such culverts or drains as may be requisite to preserve such natural and pre-existing drainage, and shall also wherever necessary, construct extensions of existing drains, culverts or ditches through or along the premises of the Grantor, such extensions to be of adequate sectional dimensions to preserve the present flowage of drainage or other waters, and of materials and workmanship equally as good as those now existing. In the event any construction,repair,maintenance,work or other use of the Premises by Grantee will affect any Lines, fences, buildings, improvements or other facilities (collectively,"Other Improvements"),Grantee will be responsible at Grantee's sole risk to locate and make any adjustments necessary to such Other improvements. Grantee must contact the owners) of the Other Improvements notifying them of any work that may damage these Other improvements and/or interfere with their service and obtain the owner's written approval prior to so affecting the Other Improvements. Grantee must mark all Other Improvements on the Plans and Specifications and mark such Other Improvements in the field in order to verify their locations. Grantee must also use all reasonable methods when working on or near Grantor Form 704,Rev 04/26/05 2 �. Law Department Approved i( property to determine if any Other Improvements(fiber optic, cable,communication or otherwise)may exist.The Grantee agrees to keep the above-described premises free and clear from combustible materials and to cut and remove or cause to be cut and removed at its sole expense all weeds and vegetation on said premises, said work of cutting and removal to be done at such times and with such frequency as to comply with Grantee and local laws and.regulations and,abate any and all hazard of fire. Section t3 Taxes and Recording Fees. Grantee shall pay when due any taxes, assessments or other charges (collectively, "Taxes") levied or assessed upon the Improvements by any governmental or quasi- governmental body or any Taxes levied or assessed against Grantor or the Premises that are attributable to the Improvements. Grantee agrees to purchase, affix and cancel any and all documentary stamps in the amount prescribed by statute, and to pay any and all required transfer taxes,excise taxes and any and ail fees Incidental to recordation of the Memorandum of Easement. In the event of Grantee's failure to do so, if Grantor shall become obligated to do so, Grantee shall be liable for all costs, expenses and Judgments to or against Grantor, Including all of Grantor's legal fees and expenses. Section 7 Environmental. 71 Compliance with Environmental Laws. Grantee shall strictly comply with all federal, state and local environmental Laws in its use of the Premises,including, but not limited to,the Resource Conservation and Recovery Act, as amended (RCRA), the Clean Water Act, the Oil Pollution Act, the Hazardous Materials Transportation Act, the Comprehensive Environmental Response, Compensation and Liability Act (CERCLA) and the Toxic Substances Control Act(collectively referred to as the"Environmental Laws"). Grantee shall not maintain a"treatment," "storage,""transfer"or"disposal"facility,or"underground storage tank,"as those terms are defined by Environmental Laws,on the Premises. Grantee shall not handle,transport, release or suffer the release of"hazardous waste" or "hazardous substances', as "hazardous waste" and "hazardous substances' may now or in the future be defined by any Environmental Laws. 7.2 Notice of Release. Grantee shall give Grantor immediate notice to Grantor's Resource Operations Center at(800)832-5452 of any release of hazardous substances on or from the Premises,violation of Environmental Laws, or inspection or inquiry by governmental authorities charged with enforcing Environmental Laws with respect to Grantee's use of the Premises. Grantee shall use Its best efforts to promptly respond to any release on or from the Premises. Grantee also shall give Grantor immediate notice of all measures undertaken on behalf of Grantee to investigate,remediate,respond to/or otherwise cure such release or violation. 7.3 Remediation of Release. In the event that Grantor has notice from Grantee or otherwise of a release or violation of Environmental Laws which occurred or may occur during the'term of this Easement Agreement, Grantor may require Grantee, at Grantee's sole risk and expense, to take timely measures to Investigate, remediate, respond to or otherwise cure such release or violation affecting the Premises. if during the construction or subsequent maintenance of the Improvements, soils or other materials considered to be environmentally contaminated are exposed, Grantee will remove and safely dispose of said contaminated soils. Determination of soils contamination and applicable disposal procedures thereof,will be made only by an agency having the capacity and authority to make such a determination. 7 4 Preventative Measures. Grantee shall promptly report to Grantor in writing any conditions or activities upon the Premises known to Grantee which create a risk of harm to persons, property or the environment and shall take whatever action is necessary to prevent injury to persons or property arising out of such conditions or activities; provided, however, that Grantee's reporting to Grantor shall riot relieve Grantee of any obligation whatsoever imposed on it by this Easement Agreement. Grantee shall promptly respond to Grantor's request for information regarding said conditions or activities. 7.5 Evidence of Compliance. Grantee agrees periodically to furnish Grantor with proof satisfactory to Grantor that Grantee is in compliance with this Section 7 Should Grantee not comply fully with the above- stated obligations of this Section 7, notwithstanding anything contained In any other provision hereof, Grantor may, at its option, terminate this Easement Agreement by serving five (5) days' notice of termination upon Grantee. Upon termination, Grantee shall remove the Improvements and restore the Premises as provided in Section 9. Form 704,Rev 04/26/05 3 Law Department Approved. Section B Default and Termination. 8.1 Grantor's Performance Risahts. If at any time Grantee,or Grantee's Contractors,fails to properly perform its obligations under this Easement Agreement, Grantor, In its sole discretion, may (i) seek specific performance of the unperformed obligations, or(ii) at Grantee's'sole cost. may arrange for the performance of such work as Grantor deems necessary for the safety of its rail operations,activities and property,or to avoid or remove any interference with the activities or property of.Grantor, or anyone or anything present on the rail corridor or property.with the authority or permission of Grantor Grantee shalt promptly reimburse Grantor for all costs of work performed on Grantee's behalf upon receipt of an invoice for such costs. Grantor's failure to perform any obligations of Grantee or Grantee's Contractors shall not alter the liability allocation set forth in this Easement Agreement. 8.2 Abandonment. Grantor may, at its option, terminate this Easement Agreement by serving five (5) days' notice In writing upon Grantee if Grantee should abandon or cease to use the Premises for the Easement Purpose. Any waiver by Grantor of any default or defaults shall not constitute a waiver of the right to terminate this Easement Agreement for any subsequent default or defaults, nor shall any such waiver in any way affect Grantor's ability to enforce any section of this Easement Agreement 8.3 Effect of Termination or Expiration. Neither termination nor expiration will release Grantee from any liability or obligation under this Easement, whether of indemnity or otherwise, resulting from any acts, omissions or events happening prior to the date of termination or expiration, or, if later, the date the Premises are restored as required by Section 9. 8.4 Non-exclusive Remedies. The remedies set forth in this Section B shall be in addition to, and not in limitation of,any other remedies that Grantor may have under the C&M Agreement,at law or In equity Section 9 Surrender of Premises. 9.1 Removal of Improvements and Restoration. Upon termination of this Easement Agreement, - whether by abandonment of the Easement or by the exercise of Grantor's termination rights hereunder, Grantee shall,at its sole cost and expense,immediately perform the following: (a) remove all or such portion of Grantee's Improvements and all appurtenances thereto from the Premises,as Grantor directs at Grantor's sole discretion; (b) repair and restore any damage to the Premises arising from,growing out of, or connected with Grantee's use of the Premises; (c) remedy any unsafe conditions on the Premises created or aggravated by Grantee;and (d) leave the Premises In the condition which existed as of the Effective Date. 9.2 Limited License for Entry If this Easement Agreement is terminated, Grantor may direct Grantee to undertake one or more of the actions set forth above, at Grantee's sole cost, in which case Grantee shall have a limited license to enter upon the Premises to the extent necessary to undertake the actions directed by Grantor The terms of this limited license include all of Grantee's obligations under this Easement Agreement.Termination will not release Grantee from any liability or obligation under this Easement Agreement, whether of indemnity or otherwise, resulting from any acts, omissions or events happening prior to the date of termination, or, If later, the date when Grantee's Improvements are removed and the,Premises are restored to the condition that existed as of the Effective Date. If Grantee fails to surrender the Premises to Grantor upon any termination of the Easement, all liabilities and obligations of Grantee hereunder shall continue in effect until the Premises are surrendered. Form 704;Rev.04/26/05 4 Law Department Approved Section 10 Liens. Grantee shall promptly pay and discharge any and all liens arising out of any construction, alterations or repairs done, suffered or permitted to be done by Grantee on the Premises or attributable to Taxes that are the responsibility of Grantee pursuant to Section 6. Grantor is hereby authorized to post any notices or take any other action upon or with respect to the Premises that is or may be permitted by Law to prevent the attachment of any such liens to any portion of the Premises;provided,however,that failure of Grantor to take any such action shall not relieve Grantee of any obligation or liability under this Section 10 or any other section of this Easement Agreement. Section 11 Tax Exchange.Grantor reserves the right to assign this Easement Agreement to Apex Property &Track Exchange, Inc. ("Apex"). Apex Is a qualified intermediary within the meaning of Section 1031 of the Internal Revenue Code of 1986,as amended, and Treas. Reg.§1 1031(k)-1(g),for the purpose of completing a tax-deferred exchange under said Section 1031 Grantor shall bear all expenses associated with the use of Apex, or necessary to qualify this transaction as a tax-deferred exchange, and, except as otherwise provided herein, shall protect, reimburse, indemnify and hold harmless Grantee from and against any and all reasonable and necessary additional costs,expenses, Including, attorneys fees,and liabilities which Grantee may incur as a result of Grantor's use of Apex or the qualification of this transaction as a tax-deferred transaction pursuant to Section 1031 Grantee shall cooperate with Grantor with respect to this tax-deferred exchange, and upon Grantor's request,shall execute such documents as may be required to effect this tax-deferred exchange. Section 12 Notices. Any notice required or permitted to be given hereunder by one party to the other shall be delivered in the manner set forth in the C&M Agreement. Notices to Grantor under this Easement shall be delivered to the following address: BNSF Railway Company, Real Estate Department,2500 Lou Menk Drive,Ft. Worth,TX 76131,Attn:Permits,or such other address as Grantor may from time to time direct by notice to Grantee. Section 13 Recordation. It is understood and agreed that this Easement Agreement shall not be in recordable form and shall not be placed on public record and any such recording shall be a breach of this Easement Agreement. Grantor and Grantee shall execute a Memorandum of Easement in the form attached hereto as exhibit"B"(the"Memorandum of Easement")subject to changes required, if any,to conform such form to local recording requirements. Section 14 Miscellaneous. 14.1 All questions concerning the interpretation or application of provisions of this Easement Agreement shall be decided according to the substantive Laws of the State of[Texas]without regard to conflicts of law provisions. 14.2 In the event that Grantee consists of two or more parties, all the covenants and agreements of Grantee herein contained shall be the joint and several covenants and agreements of such parties. This instrument and all of the terms,covenants and provisions hereof shall inure to the benefit of and be binding upon each of the parties hereto and their respective legal representatives, successors and assigns and shall run with and be binding upon the Premises. 14.3 If any action at law or in equity is necessary to enforce or interpret the terms of this Easement Agreement, the prevailing party or parties shall be entitled to reasonable attorneys'fees, costs and necessary disbursements In addition to any other relief to which such party or parties may be entitled. 14.4 If any provision of this Easement Agreement is held to be illegal, invalid or unenforceable under present or future Laws, such provision will be fully severable and this Easement Agreement will be construed and enforced as if such illegal, invalid or unenforceable provision,is not a part hereof, and the remaining provisions hereof will remain in full force and effect. in lieu of any illegal, invalid or unenforceable provision herein,there will be added automatically as a part of this Easement Agreement a provision as similar in Its terms to such illegal,invalid or unenforceable provision as may be possible and be legal,valid and enforceable. Form 704,Rev 04/26/05 5 Law Department Approved 14.5 This Easement Agreement is the full and complete agreement between Grantor and Grantee with respect to all matters relating to Grantee's use of the 'Premises, and supersedes any and all other agreements between the parties hereto relating to Grantee's use of the Premises as described herein. However, nothing herein Is intended to terminate any surviving obligation of Grantee or Grantee's obligation to defend and hold Grantor harmless in any prior written agreement between the parties. 14.6 Time is of the essence for the performance of this Easement Agreement. 14 7 The.terms of the C&M Agreement are incorporated herein as if fully set forth in this instrument which terms shall be in full force and effect for purposes of this Easement even If the C&M Agreement Is,for whatever reason,no longer in effect. SECTION 15 ADMINISTRATIVE FEE i I Grantee acknowledges that a material consideration for this agreement, without which It would not be made,Is the agreement between Grantee and Grantor, that the Grantee shall pay upon return of this Agreement signed by Grantee to Grantor's Broker a processing fee in the amount;of$1,000.00,over and above the agreed upon Purchase Price.Said fee shall be made payable to BNSF Railway Company by a separate check. Witness the execution of this Easement Agreement as of the date first set forth above. GRANTOR: BNSF RAI AY OMPANY, elaware corporation By: Name: en . In rlltl Title: Manager-Land Revenue Management ; GRANTEE: a S • By: Name: Title: ► Form 704;Rev 04/26/05 6 Tn I m 1:1: D EXHIBIT "A" Scale! 1"- 100'+/- ir ..-.--4 4111 iir Ng era EDISF Flat S-Colna MY Proj.tio.1120143.003 F It MAP REFERENCE, I RI'W - WR.120603 1 I v i if 010 Lord- NIA -nh, / 'IL ii r . , t1 ,� .. wel 11 Vil? ''wfa ofp\ airW I� ..� Co 0 irf IP lb: 11 Ii - % ' i tha, Sj a aa • ._. 1 ,ves•r . 1 N :g 1■•aar a Lour le ne *ki ..w. To: Houston ti lf ,-,dam ,To: Alvin i e Legend: lip Texas Division Eng.L.S.7501 To:City of Pearland awa Subdivision - L.S.7501-1 lit �Temporary Ease � g�p1-g i280 At Peorland Permanent Eoseme AT& liT -, Map 02 Brozoria County, Sec.,Twn.,Rng. a ., Texas September 17,2007 4411, ow • OS m M.P 8.65 J J T DRAWING NO. 3-42142 EXHIBIT"A" PERMANENT AIR RIGHTS EASEMENT METES AND BOUNDS DESCRIPTION 496,419 CUBIC FEET OUT OF H.T.&B.R.R.COMPANY SURVEY ABSTRACT 239 PEARLAND,BRAZORIA COUNTY,TEXAS All that certain 496,419 cubic feet out of H.T. & B. RR. Company Survey, Abstract 239, Pearland, Brazoria County, Texas, included in this description is the area 77' above the following described plane and being more particularly described by metes and bounds as follows (bearings based on Texas Coordinate System of 1983,South Central Zone); Commencing at NGS Monument HGCDS 76 (AW 5552) having published grid coordinates of X:3,150,843.79; Y 13,765,213.04, Thence S 75°30' 12"W—461.60 to a found 5/8"iron rod mancipg the northwest corner of that certain tract described in a deed dated 02-04-2005 from Correia Holdings, Inc. to'City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's File Number 2005-007867;Thence S 16°28'32"E—53.99'with the east right-of-way litre of Burlington Northern& Santa Fe Railroad right-of-way(100' wide) ; Thence vertically to an approximate elevation of 45.00' based on the published elevation of said HGCSD 76 to be 46.01' (1987 Harris Galveston Coastal Subsidence District Adjustment)to the true POINT OF BEGINNING of herein described plane; 1 Thence S 16° 28' 32" E — 64.47' continuing with the east right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 2. Thence S 69°09'58"W—100.29'to a point for corner; 3. Thence N 16°28'32" W — 64 47' with the west right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 4 Thence N 69° 09' 58"E— 100.29' to the POINT OF BEGINNING and containing 496,419 cubic feet of land more or less. This metes and bounds description is accompanied by a separate plat, drawing or exhibit per Texas Board of Professional Land Surveyor's "General Rules of Procedures and Practices" Section 663 19(9). -4'. OF 7 Compiled by: e'�q C.L.Davis&Company Job Numbr. 11-421-34 Mag-Bridge 496,419 cubic feet M&B.doc `,.� C.L.DAVIS 06/27/2007 is 0,4.0 P • 11-421 34 Meg-Bridge 496,419 cubic fact M&B.doo EXHIBIT"B" PERMANENT EASEMENT METES AND BOUNDS DESCRIPTION 0.1480 ACRE OUT OF H.T &B.R.R.COMPANY SURVEY ABSTRACT 239 PEARLAND,BRAZORIA COUNTY,TEXAS All that certain 0.1480 acre out of H.T & B. R.R. Company Survey, Abstract 239, Pearland, Brazoria County,Texas and being more particularly described by metes and bounds as follows - (bearings based on Texas Coordinate System of 1983,South Central Zone); Commencing at NOS Monument HGCDS 76 (AW 5552) having published grid coordinates of X: 3,150,843.79'; Y 13,765,213.04'; Thence S 75°30' 12"W—461.60 to a found 5/8"iron rod marking the northwest corner of that certain tract described in a deed dated 02-04-2005 from Correia Holdings,Inc. to City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's File Number 2005-007867, Thence S 16°28' 32"E—53.99'with the east right-of-way line of Burlington Northern& Santa Fe Railroad right-of-way(100' wide) to the POINT OF BEGINNING of herein described tract; 1. Thence S 16° 28' 32" E — 64.47' continuing with the east right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 2. Thence S 69°09' 58"W—100.29'to a point for corner; / 3. Thence N 16°28' 32" W — 64.47' with the west right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner, 4 Thence N 69° 09' 58"E— 10029' to the POINT OF BEGINNING and containing 0.1480 acre(6,447 square feet)of land more or less. This metes and bounds description is accompanied by a separate plat, drawing or exhibit per Texas Board of Professional Land Surveyor's "General Rules of Procedures and Practices" Section 663.19(9). Compiled b qE OF lF P Y� J. C.L.Davis&Company , Q o C,. Job Number. 11-421-34 Mag-Bridge 0.148 Acre M&B.doc �• 06/27/2007 •.., t DAVIS • J R'1 11.421 34 Mag-Bridge 0.148 Acre M&.6.doe Ma'SLY {L'4-11-oVaG 3sYs vnoHoviNssalY8Z-t[-¢t-a\worm•dlo Lilo tat-INC vN 39J - _ -tt'-IEt-II.1014 ea'IA1-.1 ."*14dt![-5W-6.0 13LYO --- -p •3Lrd vt as3o A at1V- N"', dRaKa awns t�t05 Iun md►rvts tN�)dYa/ tow ron sra•tI's±nva-ro ammo snow mom'e �c ecru �v a�tL aaanr Lro�aH weals SW;1 'JJ.Nno3 VISOZW18 4dNYINV3d teat SUN sum '1•0 mums (1o)dvo/� gs>et eeo moon.saoua�an s3a ooad tett'"°""'••M AVirm i `witst ru�aodeo wmn Mawr MA—AO—VOW ! to wino ThO160.sync aran' olS O Id 'MOH 3s s�swn 6£Z 1OY211S8tf ONItdN1739 ja Latod '8'0'd dI moo Y m aria ooua r.rti saan0e MN 'mat=Wails aMnoaa 1Y 31fUlt0 3ru L13s3I1dd1! ,L3 fS ANYdM103 'see T H Saoo311 lv1d AMMO ThO2 IS ad0e sew 3Lvavaas v A9 31.211aoo0v m and>aN60s sou'e xO3ogl+(i84orls stet3l[itnoadra Ito paaonne mu s 3Hi 40 .1/1 Q 1.1 °lgflO 614498* S°a "FM=Z8 naozq�ZnI8 a WARS iaa s2urwn aw+0atueaan w •aroo,Si nnwras 31ry s.0%000oo 3,IO2 CIA 'bs C6i'9) EIVIMSY ro ZimN X-d lxs (xd) �r ra+wao aaasrarae 3HL I a t AO MVO MOM M 0O03o t e33tat a 3!!OY oSt'ro dlO/M aoa rmaIB/s 13s (s) aravaa 40 An aL grans xaeme mown: vat B TWINOKIV_an Auflaoad t QN3037 lOratls 3Hi ea a3ldoo MO 3avatw 01 Atrialoa 1M3d�3S63 S.iH i I e�Jl�' ine mamma 8 •ore �ai�rs 3111030YAISITY 1°�°"0ra SW areA3A0 3au•► 1N3113Sti 1N3Ntifld3d a3t121214 till"! , • WilCII r L-wrF sot-x. ONL f1S awn aa�oc+ m9tc ismLl"°� SW' •00 sun 'T3 s a °f >t�vas -- 'ON •S Td•N SIAYO I '0 M-- 11'11 , rr;, — — _.. — __—. .�--—— a' .,.,o �tn � I 4>o�*a ya•Xs• I \'';. 7`R w i �/� ( d t47ONO1+W '� b a, �' >, Y >.fib.: (Sak`A �+'11W I liavo - SIAYQ'l'O .. saw wn? mpg Wo•Co. `' !` t•.�j „o—' 1— �' �,....�, \ ` 1 ti ttld a� �.;,/y, maon-wan)auro acme),. V. 3 „Z£,8Z.91 S .86'£9 SI t,t 3 � �y f� / �, 3 .''y •. • / /...,. `` ,` 3 .89,60.69 N ,8Z'001 *l �, d 0 .- M .Z£,SZ.91• N ,Lie'69 Cl ce (Trim,ososx toes). %/r No100 M „89,60.69 S ,6Z'OOI• Zl WONOttt oar CU 3 0 3ONY2fLN3 f0 3013 1 tf w ,., :. 3 .2£,8Z.9 I. S ,41,3,9 ll ,9lu NO t7IOII V17ON9r73 30 301S NIHON SRI NO os noo► 1 ONR11�E1 30Nd1S10 3Nf1 / • 9961 9L MOON 03dNNSS dYJ IIL M 3drd Mel.9 NI co to ';‘ Ta�rc Y 0M38 ttsss MY) 9L osxut�nWWW0Ie SON+I -t o ,\\ 9oaa-ZL-fO / • / loAW 00'S`I' 13 'X2ldt/ SIHJI21 2IIV W0ll08 ; to „` \i;,��!rL ro-t-a vnarsrn01 � p / tiara 00'ZZ I• 13 ')QJdV SLH9121 2IIV d01 �( spa / ocra-m-►• 1j a19r0 6 t-V96* ,� �, •,` . al't �,x,�dm�K.a 1N3VEISd3 S1119121 21N . ` . ,. ,ar / m� ro,w 'bS Ltr0''9 5 �• so a- Me 3NOY 0$�1"0 / ;cork a°,A) T- ro7�ewr�oed ot —i 1N3113SY3 1N3NVYV213d i,y��wzro rno/ 1 ♦ / , �„r g, '"'gn., 0, , �w' t / r w, avow°.up •i r-c r� a.., ..1 % reoyvii,r�aoA B'0 d oo' ` i......--- liaiticermatzrd V JAW s �" •�9.lgi• M '� 10 ear , •� , p — r- -^� `—�pp-��oo��� ar.'na�mrt,ms ar \‘• `` *km IOVal I. t0 QLt"SOL'£t A nrrov i2 Abe ear am d 8 8C'£►8'OSt'><�X t3 V.M.ONYWrrort . aC 'NOVI MOW av x'�y Law Department Approved Memorandum of Easement THIS MEMORANDUM OF EASEMENT Is hereby executed this Mkt day of A.L Ul6"T; 2008, by and between BNSF RAILWAY COMPANY,a Delaware corporation("Grantor"),whose address for purposes of this instrument Is 2500 Lou Menk Drive, Fort Worth, Texas 76131, and CITY OF PEARLAND,a political subdivision of the State of Texas('Grantee"),whose address for purposes of this Instrument is 3519 Liberty Drive, Pearland, Texas 77581, which terms 'Grantor" and "Grantee" shall include,wherever the context permits or•requires, singular or plural, and the heirs, legal representatives, successors and assigns of the respective parties: WITNESSETH: WHEREAS, Grantor owns or controls certain real property situated in Brazoria County, TX as described on Exhibit"A"attached hereto and incorporated herein by reference(the"Premises'); WHEREAS, Grantor and Grantee entered Into an Easement Agreement, dated Ad.LaL1RT Z? ,2008 (the "Easement Agreement") which set forth, among other things, the terms of an easement granted by Grantor to Grantee over and across the Premises (the "Easement'); and WHEREAS, Grantor and Grantee desire to memorialize the terms and conditions of the Easement Agreement of record. For valuable consideration the receipt and sufficiency of which are hereby acknowledged,Grantor does grant unto Grantee and Grantee does hereby accept from Grantor the Easement over and across the Premises. The term of the Easement, unless sooner terminated under provisions of the Easement Agreement, shall be perpetual. Provisions regulating the use and purposes to which the Easement shall be limited, are set forth in detail in the Easement Agreement and Grantor and Grantee agree to abide by the terms of the Easement Agreement. All the terms, conditions, provisions and covenants of the Easement Agreement are incorporated herein by this reference for all purposes as though written out at length herein, and both the Easement Agreement and this Memorandum of Easement shall be deemed to constitute a single instrument or document. This Memorandum of Easement Is not Intended to amend,modify,supplement,or supersede any of the provisions of the Easement Agreement and, to the extent there may be any conflict or inconsistency between the Easement Agreement or this Memorandum of Easement, the Easement Agreement shall control. Page 1 of 3 Law Department Approved IN WITNESS WHEREOF, Grantor and'Grantee have executed this Memorandum of Easement to as of the date and year first above written. GRANTOR: BNSF RAILWAY COMPANY,a Delaware corporation By it,1, pociuibzo3 Name: Galen E.Wintermute Title: Manager-Land Revenue Management i STATE OF TEXAS § _ § COUNTY OF TARRANT § The foregoing instrument was acknowledged before me this cal day ofI\LALLST , 2008,by Dalen E.Wintermute as Manager-Land Revenue Management,of BNSF RAIAY COMPANY, a Delaware corporation,on behalf of said corporation. lw Notary Pula in and for the State of Texas My commission expires: 11• On -010 0 IiiiillbAllralidhidWrillbrill CATHY BENTON 0 0My Commisslon Expires ' December 7, 2010 h Page 2 of 3 Law Department Approved GRANT,E l� , /Q'Gt I ZOI y. ' Name: b$ti Title: / STATE OF TT.4 § COUNTY OF f . § (-y� This instrument was acknowledged before me on theT - day of in(A r'( el ,200 Cr ,by ,ll 1 (name)as C i VY1 Gib t u c e d' (title)of 1.41 A P.�trl(,t�►pl ,a f'U 1 .1y . uuiw,da KATHERINE E.SHTICK C'CY MOLL• ` Notary Public,State of TexeN lacy ublic 's ., my Commission Expires Decembei 06,2011 I) My appointment expires: t e�.CAO .11 Page 3 of 3 EXHIBIT"A" PERMANENT AIR RIGHTS EASEMENT METES AND BOUNDS DESCRIPTION 496,419 CUBIC FEET OUT OF H.T &B.R.R.COMPANY SURVEY ABSTRACT 239 PEARLAND,BRAZORIA COUNTY,TEXAS All that certain. 496,419 cubic feet out of H.T & B. RR Company Survey, Abstract 239, Pearland, Brazoria County, Texas, included in this description is the area 77' above the following described plane and being more particularly described by metes and bounds as follows (bearings based on Texas Coordinate System of 1983,South Central Zone); Commencing at NOS Monument HGCDS 76 (AW 5552)having published grid coordinates of X: 3,150,843.79; Y. 13,765,213.04; Thence S 75°30' 12"W—461.60 to a found 5/8"iron rod marking the northwest corner of that certain tract described in a deed dated 02-04-2005 from Correia Holdings,Inc. to City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's File Number 2005-007867;Thence S 16°28'32"E—53.99'with the east right-of-way line of Burlington Northeni & Santa Fe Railroad right-of-way (100' wide) , Thence vertically to an approximate elevation of 45.00'based on the published elevation of said HGCSD 76 to be 46.01' (1987 Harris Galveston Coastal Subsidence District Adjustment)to the true POINT OF BEGINNING of herein described plane; 1 Thence S 16° 28' 32" E — 64.47' continuing with the east right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 2. Thence S 69°09' 58"W—100.29'to a point for corner; 3. Thence N 16°28' 32" W — 64 47' with the west right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 4 Thence N 69° 09' 58"E— 100.29' to the POINT OF BEGINNING and containing 496,419 cubic feet of land more or less. This metes and bounds description is accompanied by a separate plat, drawing or exhibit per Texas Board of Professional Land Surveyor's "General Rules of Procedures and Practices" Section 663.19(9). Compiled by: �` �r, s Ake-' C.L.Davis&Company ` `' Q °KD • e t. . Job Number. 11-421-34 Mag-Bridge 496,419 cubic feet M&B.doc DAVIS ' �;..„ ..„,;.„ 06/27/2007 1 1421 34 Meg-Bridge 496.419 cubic feet M&B.doc t EXHIBIT"B" PERMANENT EASEMENT METES AND BOUNDS DESCRIPTION 0.1480 ACRE OUT OF H.T &B.R.R.COMPANY SURVEY ABSTRACT 239 PEARLAND,BRAZORIA COUNTY,TEXAS All that certain 0.1480 acre out of H.T & B. R.R. Company Survey, Abstract 239, Pearland, Brazoria County,Texas and being more particularly described by metes aad bounds as follows (bearings based on Texas Coordinhtp System of 1983,South Central Zone); Commencing at NGS Monument HGCDS 76 (AW 5552) having published grid coordinates of X. 3;150,843 79', Y• 13,765,213.04', Thence S 75° 30' 12"W—461.60 to a found 5/8"iron rod marking the northwest corner of that certain tract described in a deed dated 02-04-2005 from Correia Holdings,Inc.to City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's File Number 2005-007867; Thence S 16°28' 32"E—53.99'with the east right-of-way line of'Burlington Northern& Santa Fe Railroad nght-of way (100' wide) to the POINT OF BEGINNING of herein described tract; 1 Thence S 16° 28' 32" E — 64 47' continuing with the east right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 2. Thence S 69°09' 58"W—100.29' to a point for corner; 3. Thence N 16°28' 32" W — 64.47' with the west right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 4. Thence N 69° 09' 58" E— 10029' to the POINT OF BEGINNING and contAinirig 0.1480 acre(6,447 square feet)of land more or less. This metes and bounds description is accompanied by a separate plat, drawing or exhibit per Texas Board of Professional Land Surveyor's "General Rules of Procedures and Practices" Section 663.19(9). yL O F Compiled by• tiG�s F9 F. CA,.Davis&Company - `� * c`�„_ Job Number 11-421-34 Mag-Bridge 0.148 Acre M&B.doc C-•--ft.. .....a. 06/27/2007 ' 4;fAA�o. VtS s os� a4,,1 su ,k 11421-341Mg-Bridge 0.148 Aare MBB.doc , • `EXHIBIT "C" \ yS Dour LL O°�a COMMENCING POINT u TRACKS , y so�a�iMt. . —•— Y=13,763.213 Of m a V r 461.60 \ ' f'\ yo mum ar rna Aso. caRRa+Nb�.Draz 100 0 100 rver°ai O NOM**IA4 \ (71 air or ow / I" 1..i 4-4 1-4 1 1 1 ii • WY R / \ %pop ill P.O.B. r 2-O4 s°°' i-- r er.run .a , / \ �';� (09g,trestr PERMANENT EASEMENT '• ,� ,` ,r , ,� / 0.1480 ACRE zo• n / `;; ". 6,447 Sq. Ft r 6 / / tot ;, , AIR RIGHTS EASEMENT '°`r96,419 Cubic Ft e erlir 130 / TOP AIR RIGHTS APRX. EL 122.00 iviivinaigimys mew / PFAI AND LooRou>t LLo. \�7�\ BOTTOM AIR RIGHTS APRX. EL. 45.00 • pans-aTs�.rannJ Orr or FEANAHo . MKS' \�1\ N ,? D� ae oa) `�\ ` g / BENCHMARK: / `''\ V+V; RCS MONUMENT HGCSD 78 (Aw 55522 BEM A STEEL RO I N s•PVC PIPE wrm CAP STAMPED Hcsso 7a TJ?aa- UNE' DISTANCE BEARINGet, p I LOCATED ON T!E NoRm SIDE of MAGNOLIA ROADoN TNF L1 64.47' S 16'28`32' E — 1 i RV war or EW►RArCE ORRICE 70 3810 MAGNOU( L2 100.29' S 69'09'58" W \, ;` ELEVATION 46. (T9117 HSC5D AVJ.) L3 64.47' N 16'26'32- W Or ,," - " OFT r L4 100.29 N 69'09'58" E ,` �N,L4,=\. ..p S TF�Ff L5 53.99' S 16'28'32° E FA \, ;' 'moo an Agfirejg a i 0 R4‘Q.F��, l ,� ',. n,can&1�s O.L DAVIbbb S ROAD' I VARIES) o.:�w•>• ` , y .� �" =,� \ f o 11 Ud"' Q i►fAGNOi lA I 1 ji 1 7,ti e r�* -. .)-•- `. \�,, O V sG .w., i S 'ii' S U R • ,.. ` � _ 1,` '•." 7- 4484 _ _ — 1, R.R. "0A1E C. L DAVIS R.P.I..S. f1o. •. 1,' TRACKS C.L. DAVIS & CO. , a plug `� ., LAND SURVEYING ifilM,294 • ` MILE MARKER PERMANENT EASEMENT I. SURVEYOR us " N0ePP BUT p EL oil A cr & AIR Ram: EASEMENT PRO A'rTYTo P cotes OF TREE SUBJECT - B.TRACT SHowN HEREON SUBJECT 1D CRY OF ND 0) SET. �0N ROD w/CAP 0.1480 ACRE t MOUND z 1HE SAWS OF WPM SHOWN S REFERENCED TO THE euaDua ORDNANCE.la SOUTH CEHTINI. {P1Q SE[P-K NAIL 81 ASPHALT (6,447 Ft. ZEUS COORDIWITE SYSTEM OF• COM SHOW ORRE &umanoRoum tmUtEs NO' __I I• BM BRAZORIA COUNTY DEED RECORDS BOOR BRAZORIA COUNTY OFFICIAL RECORDS 496,419 Cubic 1*. OUT OF THE; &re BolLooJos OR PPRomleos slaw"Hoorcl1 T.INS suRVEY PLAT s occo PAID®eT A SEPARATE NErq Elm Emma county PUT RECORDS H.T. it B.R.R. COMPANY SURVEY REFRESENT THE OURJNE AT GROUND SURFACE TAR•. AND SOUNDS DESCt11PRON PER MAS SURD Or P.O.EI. POINT OF BEGINNING U OMOTOLSE Norm PRonss lw.wm a Eyorrs v u.Ruin orABSTRACT 239 po u PRocEDURES AND PRACTICES'SEC110N 603.10(Y� �/W RICHT-OF-WAY 4."nun'All"ITPMCIES-(E ur#b E 97iE g �S.WPM now SbWPF9 CL DAM RPI.S Na 4{i4 r/�CO STAMPED WISON SURVEY GROUP PEARLAND. BRAZORIA COUNTY. TEXAS swarm HEN APS THESE AT 7M V) AVER 48-21 zoca1 soar:_ 1..ugri e, min I1 -44 ,- . _/WD_NAY__NOLBE-COWRIE - - --- RP Na Or\11-i21 Otly of PoWane\,+-01-34-21N WeV+Aa+au VASE 01,0\0=13-+at-34-CvWPASSOro— CITY OFPEARLAND APPENDIX G APPENDIX G BNSF TEMPORARY OVERPASS EASEMENT 12/2008 Law Department Approved Doc# 200 O47168 EASEMENT AGREEMENT FOR TEMPORARY OVERPASS CONSTRUCTION Attachment to Overpass Agreement THIS EASEMENT AGREEMENT FOR TEMPORARY OVERPASS CONSTRUCTION ("Easement Agreement") is made and entered into as of the 2.14I,t day of NJ IN 1 N - 2008, ("Effective Date"), by and between BNSF RAILWAY COMPANY, a Delaware corporation ("Grantor"), and CITY OF PEARLAND,a political subdivision of the State of Texas("Grantee"). A. Grantor owns or controls certain real property situated at or near the vicinity of Peariand,County of Brazoria, State of TX, at Mile Post 8.76, [Project#U.S. D.O.T No. 023490Jj, as described or depicted on Exhibit"A"attached hereto and made a part hereof(the"Premises"). B. Grantor and Grantee have entered into that certain Overpass Agreement dated as of December 6,2007, concerning improvements on or near the Premises(the"C&M Agreement"). C. ' Grantee has requested that Grantor grant to Grantee an easement over the Premises for the Easement Purpose(as defined below). D. Grantor has agreed to grant Grantee such easement, subject to the terms and conditions set forth in this Easement Agreement. NOW,THEREFORE,for and in consideration of the foregoing recitals which are incorporated herein,the mutual promises contained herein, and other good and valuable consideration, the receipt and sufficiency of which are herebyacknowledged,the parties agree as follows: Section 1 Grantlnn of Easement. 1 1 Easement Purpose. The"Easement Purpose"shall be for the purposes set forth in the C&M Agreement. Any improvements to be constructed in connection with the Easement Purpose are referred to herein as 'Improvements" and shall be constructed, located, configured and maintained by Grantee in strict accordance with the terms of this Easement Agreement and the C&M Agreement. 1.2 Grant. Grantor does hereby grant unto Grantee a non-exclusive easement("Easement")over the Premises for the Easement Purpose and for no other purpose.The Easement is granted subject to any and all restrictions,covenants, easements, licenses, permits, leases end other encumbrances of whatsoever nature whether or not of record, if any, relating to the Premises and subject to all with all applicable federal, state and local laws, regulations, ordinances, restrictions, covenants and court or administrative decisions and orders, including Environmental Laws (defined below)and zoning laws (collectively, "Laws"),. Grantee may not make any alterations or improvements or perform any maintenance or repair activities within the Premises except in accordance with the terms and conditions of the C&M Agreement. 1.3 Reservations by Grantor Grantor excepts and reserves the right, to be exercised by Grantor and any other parties who may obtain written permission or authority from Grantor (a) to install, construct, maintain, renew,repair, replace, use, operate,change, modify and relocate any existing pipe, power, communication, cable, or utility lines and appurtenances and other facilities or structures of like character (collectively, "Lines") upon,over,under or across the Premises; (b) to install, construct, maintain, renew, repair, replace, use, operate, change, modify and relocate any tracks or additional facilities or structures upon, over, under or across the Premises;and DOI J t� 66/f Form 704,Rcv.04/26/05 Law Department Approved, (c) to use the Premises in any manner, as the Grantor in its sole discretion deems appropriate,provided Grantor uses all commercially reasonable efforts to avoid material interference with the use of the Premises by Grantee for the Easement Purpose. 1.4 Term of Easement. The term of this Easement, unless sooner terminated under provisions of this Easement.Agreement,shall expire on the date that Is 365 Days after the Effective Date. Section 2 Compensation. Grantee shall pay Grantor, prior to the Effective Date, the sum of Three Thousand Seven Hundred Ninety Two Dollars and No/100 Dollars($3,792.00)as compensation for the grant of this Easement. Section 3 No Warranty of Any Conditions of the Premises. Grantee acknowledges that Grantor has made no representation whatsoever to Grantee concerning the state or condition of the Premises, or any personal property located thereon, or the nature or extent of, Grantor's ownership interest in the Premises. Grantee has not relied on any statement or declaration of Grantor, oral or in writing, as an inducement to entering Into this Easement Agreement, other than as set foith herein. GRANTOR HEREBY DISCLAIMS ANY REPRESENTATION OR WARRANTY, WHETHER EXPRESS OR IMPLIED, AS TO THE DESIGN OR CONDITION OF ANY PROPERTY PRESENT ON OR CONSTITUTING THE PREMISES, ITS MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE, THE QUALITY OF THE MATERIAL OR WORKMANSHIP OF ANY SUCH PROPERTY, OR THE CONFORMITY OF ANY SUCH PROPERTY TO ITS INTENDED USES. GRANTOR SHALL NOT BE RESPONSIBLE TO GRANTEE OR ANY OF GRANTEE'S CONTRACTORS FOR ANY DAMAGES RELATING TO THE DESIGN, CONDITION, QUALITY, SAFETY, MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE OF ANY PROPERTY PRESENT ON OR CONSTITUTING THE PREMISES, OR THE CONFORMITY OF ANY SUCH PROPERTY TO ITS INTENDED USES. GRANTEE ACCEPTS ALL RIGHTS GRANTED UNDER THIS EASEMENT AGREEMENT IN THE PREMISES IN AN "AS IS, WHERE IS" AND "WITH ALL FAULTS" CONDITION, AND SUBJECT TO ALL LIMITATIONS ON GRANTOR'S RIGHTS, INTERESTS AND TITLE TO THE PREMISES. Grantee has inspected or will inspect the Premises,and enters upon Grantor's rail corridor and property with knowledge of its physical condition and the danger inherent In Grantor's rail operations on or near the Premises. Grantee acknowledges that this Easement Agreement does not contain any implied warranties that Grantee or Grantee's Contractors(as hereinafter defined)can successfully construct or operate the Improvements. Section 4 Nature of Grantor's Interest in the Premises.GRANTOR DOES NOT WARRANT ITS TITLE TO THE PREMISES NOR UNDERTAKE TO DEFEND GRANTEE IN THE PEACEABLE POSSESSION OR USE THEREOF NO COVENANT OF QUIET ENJOYMENT IS MADE. In case of the eviction of Grantee by anyone owning or claiming title to or any interest In the Premises, or by the abandonment by Grantor of the affected rail corridor,Grantor shall not be liable to refund Grantee any compensation paid hereunder Section 5 improvements. Grantee shall take, in a timely manner,all actions necessary and proper to the lawful establishment, construction, operation, and maintenance of the Improvements, including such actions as may be necessary to obtain any required permits, approvals or authorizations from applicable governmental authorities. Any and all cuts and fills,excavations or embankments necessary in the construction,maintenance, or future alteration of the Improvements shall be made and maintained in such manner,form and extent as will provide adequate drainage of and from the adjoining lands and premises of the Grantor, and wherever any such fill or embankment shall or may obstruct the natural and pre-existing drainage from such lands and premises of the Grantor, the Grantee shall construct and maintain such culverts or drains as may be requisite to preserve such natural and pre-existing drainage, and shall also wherever necessary, construct extensions of existing drains, culverts or ditches through or along the premises of the Grantor, such extensions to be of adequate sectional dimensions to preserve the present flowage of drainage or other waters, and of materials and workmanship equally as good as those now existing. In the event any construction, repair, maintenance,work or other use of the Premises by Grantee will affect any Lines, fences, buildings, improvements or other facilities (collectively, "Other Improvements"), Grantee will be responsible at Grantee's sole risk to locate and make any adjustments necessary to such Other Improvements. Grantee must contact the owner(s) of the Other Improvements notifying them of any work that may damage these Other improvements and/or interfere with their service and obtain the owner's written approval prior to so affecting the Other improvements. Grantee must Form 704;Rev 04/26/05 2 Law Department Approved mark all Other Improvements on the Plans and Specifications and mark such Other Improvements in the field in order to verify their locations. Grantee must also use all reasonable methods when working on or near Grantor property to determine if any Other Improvements(fiber optic,cable,communication or otherwise)may exist.The Grantee agrees to keep the above-described premises free and clear from combustible materials and to cut and remove or cause to be cut and removed at its sole expense all weeds and vegetation on said premises, said work of cutting and removal to be done at such times and with such frequency as to comply with Grantee and local laws and regulations and abate any and all hazard of fire. Section 6 Taxes and Recordina Fees. Grantee shall pay when due any taxes, assessments or other charges (collectively, "Taxes") levied or assessed upon the Improvements by any governmental or quasi- governmental body or any Taxes levied or assessed against Grantor or the Premises that are attributable to the Improvements. Grantee agrees to purchase, affix and cancel any and all documentary stamps in the amount prescribed by statute,and to pay any and all required transfer taxes,excise taxes and any and all fees incidental to recordation of the Memorandum of Easement. In the event of Grantee's failure to do so, if Grantor shall become obligated to do so, Grantee shall be liable for all costs,expenses and judgments to or against Grantor, including all of Grantor's legal fees and expenses. Section 7 Environmental. 71 Compliance with Environmental Laws. Grantee shall strictly comply with all federal, state and local environmental Laws in its use of the Premises, including,but not limited to,the Resource Conservation and Recovery Act, as amended (RCRA); the Clean Water Act, the Oil Pollution Act, the Hazardous Materials Transportation Act, the Comprehensive Environmental Response, Compensation and Liability Act (CERCLA) and the Toxic Substances Control Act(collectively referred to as the"Environmental Laws"). Grantee shall not maintain a "treatment,""storage,""transfer"or"disposal"facility, or"underground storage tank,"as those terms are defined by Environmental Laws,on the Premises. Grantee shall not handle, transport, release or suffer the release of "hazardous waste" or "hazardous substances", as "hazardous waste" and "hazardous substances" may now or in the future be defined by any Environmental Laws. 7.2 Notice of Release. Grantee shall give Grantor immediate notice to Grantor's Resource Operations Center at(800)832-5452 of any release of hazardous substances on or from the Premises,violation of Environmental Laws, or inspection or inquiry by governmental authorities charged with enforcing Environmental Laws with respect to Grantee's use of the Premises. Grantee shall use its best efforts to promptly respond to any release on or from the Premises. Grantee also shall give Grantor immediate notice of all measures undertaken on behalf of Grantee to investigate, remediate,respond to or otherwise cure such release or violation. 7.3 Remediation of Release. In the event that Grantor has notice from Grantee or otherwise of a release or violation of Environmental Laws which occurred or may occur during the term of this Easement Agreement, Grantor may require Grantee, at Grantee's sole risk and expense, to take timely measures to investigate, remediate, respond to or otherwise cure such release or violation affecting the Premises. If during the construction or subsequent maintenance of the Improvements, soils or other materials considered to be environmentally contaminated are exposed, Grantee will remove and safely dispose of said contaminated soils. Determination of soils contamination and applicable disposal procedures thereof,will be made only by an agency having the capacity and authority to make such a determination. 7 4 Preventative Measures. Grantee shall promptly report to Grantor in writing any conditions or activities upon the Premises known to Grantee which create a risk of harm to persons, property or the environment and shall take whatever action is necessary to prevent injury to persons or property arising out of such conditions or activities; provided, however, that Grantee's reporting to Grantor shall not relieve Grantee of any obligation whatsoever imposed on it by this Easement Agreement. Grantee shall promptly respond to Grantor's request for information regarding said conditions or activities. 7.5 Evidence of Compliance. Grantee agrees periodically to furnish Grantor with proof satisfactory to Grantor that Grantee is in compliance with this Section 7 Should Grantee not comply fully with the above- stated obligations of this Section 7, notwithstanding anything contained in any other provision hereof, Grantor may, at its option, terminate this Easement Agreement by serving five (5) days' notice of termination upon Form 704;Rev 04/26/05 3 Law Department Approved Grantee. Upon termination, Grantee shall remove the Improvements and restore the Premises as provided In Section 9: Section 8 Default and Termination. 8.1 Grantor's Performance Rlahts. If at any time Grantee,or Grantee's Contractors,falls to properly perform its obligations under this Easement Agreement, Grantor, in its sole discretion, may: (I) seek specific performance of the unperformed obligations, or(ii) at Grantee's sole cost, may arrange for the performance of such work as Grantor deems necessary for the safety of its rail operations, activities and property,or to avoid or remove any interference with the activities or property of Grantor, or anyone or anything present on the rail corridor or property with the authority or permission of Grantor. 'Grantee shall promptly reimburse Grantor for all costs of work performed on Grantee's behalf upon receipt of an invoice for such costs. Grantor's failure to perform any obligations of Grantee or Grantee's Contractors shall not alter the liability allocation set forth in this Easement Agreement. 8.2 Abandonment. Grantor may, at Its option, terminate this Easement Agreement by serving five (5) days' notice in writing. upon Grantee if Grantee should abandon or cease to use the Premises for the Easement Purpose. Any waiver by Grantor of any default or defaults shall not constitute a waiver of the right to terminate this Easement Agreement for any subsequent default or defaults,nor shall any such waiver in any way affect Grantor's ability to enforce any section of this Easement Agreement. 8.3 Effect of Termination or Expiration. Neither termination nor expiration will release Grantee from any liability or obligation under this Easement, whether of indemnity or otherwise, resulting from any acts, omissions or events happening prior to the date of termination or expiration, or, if later, the date the Premises are restored as required by Section 9 8.4 Non-exclusive Remedies. The remedies set forth in this Section 8 shall be in addition'to, and not in limitation of,any other remedies that Grantor may have under the C&M Agreement,at law or in equity Section 9 Surrender of Premises. 9.1 Removal of Improvements and Restoration. Upon termination of this Easement Agreement, whether by abandonment of the Easement or by the exercise offGrantor's termination rights hereunder, Grantee shall,at its sole cost and expense,immediately perform the following: (a) remove all or such portion of Grantee's Improvements and all appurtenances thereto from the Premises,as Grantor directs at Grantor's sole discretion; (b) repair and restore any damage to the Premises arising from, growing out of, or connected with Grantee's use of the.Premises; (c) remedy any unsafe conditions on the Premises created or aggravated by Grantee;and (d) leave the Premises in the condition which existed as of the Effective Date. 92 Limited License for Entry. If this Easement Agreement is terminated, Grantor may direct Grantee to undertake one or more of the actions set forth above, at Grantee's sole cost, In which case Grantee shall have a limited license to enter upon the Premises to the extent necessary to undertake the actions directed by Grantor The terms of this limited license Include all of Grantee's obligations under this Easement Agreement.Termination will not release Grantee from any liability or obligation under this Easement Agreement, whether of indemnity or otherwise, resulting from any acts, omissions or events happening prior to the date of termination, or, if later, the date when Grantee's Improvements are removed and the Premises are restored to the condition that existed as of the Effective Date. If Grantee fails to surrender the Premises to Grantor upon any termination of the Easement, all liabilities and obligations of Grantee hereunder shall continue in effect until the Premises are surrendered. Form 704;Rev.04/26/05 4 Law Department Approved Section 10 Liens. Grantee shall promptly pay and discharge any and all liens arising out of any construction, alterations or repairs done, suffered or permitted to be done by Grantee on the Premises or attributable to Taxes that are the responsibility of Grantee pursuant to Section 6. Grantor is hereby authorized to post any notices or take any other action upon or with respect to the Premises that is or may be permitted by Law to prevent the attachment of any such liens to any portion of the Premises;provided, however,that failure of Grantor to take any such action shall not relieve Grantee of any obligation or liability under this Section 10 or any other section of this Easement Agreement. Section 11 Tax Exchansre.Grantor reserves the right to assign this Easement Agreement to Apex Property &Track Exchange, Inc. ("Apex"). Apex is a`qualified intermediary within the meaning of Section 1031 of the Internal Revenue Code of 1986,as&amended,and Tress, Reg.§ 1 1031(k)-1(g),for the purpose of completing,a tax-deferred exchange under said Section 1031 Grantor shall bear all expenses associated with the use of Apex, or necessary to qualify this transaction as a tax-deferred exchange, and, except as otherwise provided herein, shall protect, reimburse, Indemnify and hold harmless Grantee from and against any and all reasonable and necessary additional costs,expenses, induding,attorneys fees,and liabilities which Grantee may incur as a result of Grantor's use of Apex or the qualification of this transaction as a tax-deferred transaction pursuant to Section 1031 Grantee shall cooperate with Grantor with respect to this tax-deferred exchange, and upon Grantor's request shall execute such documents as may be required to effect this tax-deferred exchange. Section 12 Notices. Any notice required or permitted to be given hereunder by one party to the other shall be delivered in the manner set forth in the C&M Agreement. Notices to Grantor under this Easement shall be delivered to the following address: BNSF Railway Company,Real Estate Department,2500 Lou Menk Drive, Ft. Worth,TX 76131,Attn:Permits,or such other address as Grantor may from time to time direct by notice to Grantee. Section 13 Recordation. It is understood and agreed that this Easement Agreement shall not be in recordable form and shall not be placed on public record and any such recording shall be a breach of this Easement Agreement. Grantor and Grantee shall execute a Memorandum of Easement in the form attached hereto as jrxhibit"B"(the"Memorandum of Easement")subject to changes required, if any,to conform such form to local recording requirements. Section 14 Miscellaneous. 14.1 All questions concerning the interpretation or application of provisions of this Easement Agreement shall be decided according to the substantive Laws of the State of[Texas]without regard to conflicts of law provisions. 14.2 in the event that Grantee consists of two or more parties, all the covenants and agreements of Grantee herein contained shall be the joint and several covenants and agreements of such parties. This instrument and all of the terms, covenants and provisions hereof shall inure to the benefit of and be binding upon each of the parties hereto and their respective legal representatives, successors and assigns and shall run with and be binding upon the Premises. 14.3 If any action at law or in equity is necessary to enforce or Interpret the terms of this Easement Agreement, the prevailing party_,or parties shall be entitled to reasonable attorneys'fees, costs and necessary disbursements in addition to any other relief to which such party or parties may be entitled. 14.4 If any provision of this Easement Agreement Is held to be illegal,Invalid or unenforceable under present or future Laws, such provision will be fully severable and this Easement Agreement will be construed and enforced as if such illegal, invalid or unenforceable provision is not a part hereof, and the remaining provisions hereof will remain in full force and effect. In lieu of any illegal, invalid or unenforceable provision herein,there will be added automatically as a part of this Easement Agreement a provision as similar in its terms to such illegal,invalid or unenforceable provision as may be possible and be legal,valid and enforceable. Form 704,Rev 04/26/05 5 Law Department Approved 14.5 This Easement Agreement is the full and complete agreement between Grantor and Grantee with respect to all matters relating to Grantee's use of the Premises, and supersedes any and all other agreements between the parties hereto relating to Grantee's use of the Premises as described herein. However, nothing herein is Intended to terminate any surviving obligation.of Grantee or Grantee's obligation to defend and hold Grantor harmless in any prior written agreement between the parties. 14.6 Time Is of the essence for the performance of this Easement Agreement. 14.7 The terms of the C&M Agreement are incorporated herein as if fully set forth In this instrument which terms shall be In full force and effect for purposes of this Easement even If the C&M Agreement is, for whatever reason,no longer in effect. SECTION 15 ADMINISTRATIVE FEE Grantee acknowledges that a material consideration for this agreement,without which it would not be made, Is the agreement between Grantee and Grantor,that the Grantee shall pay upon return of this Agreement signed by Grantee to Grantor's Broker a processing fee in the amount of$1,000.00 over and above the agreed upon Purchase Price.Said fee shall be made payable to BNSF Railway Company by a separate check. Witness the execution of this Easement Agreement as of the date first set forth above. GRANTOR: BNSF RAI Y COMPANeXEla re corporation Name: en . mtermut$ Title: Manager-Land Revenue Management GRANTEE: slo I fitZ1s By _ 46, I,// Name: " i 1 Title: C t-}y Mari Form 704;Rev 04/26/05 6 Law Department Approved EXHIBIT"A" Premises Exhibit'A' EXHIBIT "A° re: BP1sF b's-Co:i, t? Saa i e: 1"� 100'+/- aki—tii 41 ir o& Prot,r+o.hz aos ir t s1o. • WA e 1 ems; WA 1 41 i 0 /IR Pelt b A, t;SF 11) Vati 41 -1. al 02 i- inl ...- ,..,.. qb ti 'fTR IS I ggfr 61.4 !8 1.2)Dp0/1 •e- i i IP ICIlji C in I444 * $ I TM ; , 64, \ li .. it A IFIVAr C MAC s=gII. To: Houston ill !0 - ' To: Alvin To 11 limb 4111° Texas Division Eng.L.S..7501 70=City of Pearland �" L®gend: aura Subdivision - L.S.7501-1 ®Temporary Easeme 9lkip1- 5 AtPearland {�Permanent Easeme ATOP !ITC280 Map 02 Brazoria County, Sec.,Twn.,Rng Mel Texas September 17.2007 AM M.P 8.65 JJT'" ORAENO HO. 3-42142 EXHIBIT"D" TEMPORARY AIR RIGHTS EASEMENT METES AND BOUNDS DESCRIPTION 1,946,329 CUBIC FEET OUT OF H.T &B.A.R.COMPANY SURVEY ABSTRACT 239 PEARLAND,BRAZORIA COUNTY,TEXAS All that certain 1,946,329 cubic feet out of H.T. & B. R.R. Company Survey, Abstract 239, Pearland, Brazoria County, Texas, included in this description is the area 77' above the following described plane and being more particularly described by metes and bounds as follows (bearings based on Texas Coordinate System of 1983,.South Central Zone); Commencing at NGS Monument HGCDS 76 (AW 5552) having published grid coordinates of X. 3,150,843.79'; Y- 13,765,213.04'; Thence S 75° 30' 12" W—461.60 to a found 5/8"iron rod marking the northwest corner of that certain tract described in a deed dated 02-04-2005 from Correia Holdings, Inc. to City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's File Number 2005-007867; Thence vertically to an approximate elevation of 45.00' based on the published elevation of said HGCSD 76 to be 46.01' (1987 Harris Galveston Coastal Subsidence District Adjustment) to the true POINT OF BEGINNING of herein described plane; I Thence S 16°28' 32"E—308.32' with the east right-of-way line of Burlington Northern& Santa Fe Railroad right-of-way(100'wide)to a found 1"iron pipe for corner, 2. Thence S 51° 47' 28" W— 107.65' to a point for corner from which a found 5/8" iron rod bears S 27°51'26"W—0.34'for reference; 3 Thence N 16°28'32" W — 326.17' with the west right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 4 Thence N 61°06' 33"E—102.39' to the POINT OF BEGINNING and containing 2,442,748 cubic feet of land more or less, SAVE & EXCEPT that certain 496,419 square feet Permanent Air Rights Easement being more particularly described as follows, leaving a net area of 1,946,329 cubic feet within the herein described Temporary Air Rights Easement; All that certain 496,419 cubic feet out of H.T & B. R.R. Company Survey, Abstract 239, Pearland, Brazoria County, Texas, included in this description is the area 77' above the following described plane and being more particularly described by metes and bounds as follows (bearings based on Texas Coordinate System of 1983,South Central Zone); Commencing at NGS Monument HGCDS 76 (AW 5552)having published grid coordinates of X. 3,150,843 79; Y 13,765,213.04, Thence S 75° 30' 12"W—461.60 to a found 5/8"iron rod marking the northwest corner of that certain tract described in a deed dated 02-04-2005 from Correia Holdings, Inc. to City of Peininnd as filed in the Official Records of Real Property of Brazoria County at Clerk's File Number 2005-007867,Thence S 16°28'32"E—53.99'with the east right-of-way line of Burlington Northern and Santa Fe Railroad right-of-way (100' wide); Thence vertically to an approximate elevation of 45.00'based on the published elevation of said 11.421-34 TEMP AIR 1,946,329 CUBIC FEET M&B.doo HGCSD 76 to be 46.01' (1987 Harris Galveston Coastal Subsidence District Adjustment)to the true POINT OF BEGINNING of herein described plane; 1. Thence S 16° 28' 32" E — 64 47' continuing with the east right-of-way line of said Burlington Northern and Santa Fe Railroad right-of-way to a point for corner; 2. Thence S 69°09'58"W—100.29'to a point for corner 3. Thence-N 16°28' 32" W — 64.47' with the west right-of-way line of said Burlington Northern and Santa Fe Railroad right-of-way to a point for corner; 4 Thence N 69° 09' 58" E — 100.29' to the POINT OF BEGINNING and containing 496,419 cubic feet of land more or less and being SAVE & EXCEPTED from the Temporary Air Rights Easement contained within this description. This metes and bounds description is accompanied by a separate plat, drawing or exhibit pea Texas Board of Professional Land Surveyor's "General Rules of Procedures and Practices" Section.663.19(9). Compiled by: C.L.Davis&Company.. ' ;At, Job Number:11-421-34 TEMP AIR 1,946,329 CUBIC FEET M&B,doc ;rtiP ►srFr�.f';, 062712007 ''`''� • o N ; ,,,, C L DAVlS -i 'a f\; d41i4 7 .0 sUPv 11-42134 TEMP AIR 1,946.329 CUBIC FEET M&B.doe EXHIBIT"E" TEMPORARY EASEMENT METES AND BOUNDS DESCRIPTION 0.5803 ACRE OUT OF / H.T.&B.R.R.COMPANY SURVEY ABSTRACT'239 PEARLAND,BRAZORIA COUNTY,TEXAS All that certain 0.5803 acre out of H.T. &B. R.R. Company Survey, Abstract 239, Pearland, Brazoria County,Texas and being more particularly described by metes and bounds as follows (bearings based on Texas Coordinate System of 1983,South Central Zone); Commencing at NOS Monument HGCDS 76 (AW 5552)having published grid coordinates of X. 3,150,843.79'; Y 13,765,213.04'; Thence S 75°30' 12"W—461.60 to a found 5/8"iron rod marking the northwest corner of that certain tract described in a deed dated 02-04-2005 from Correia Eoldinm Inc. to City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's file number 2005-007867 and marking the POINT OF BEGINNING • of herein described tract; 1. Thence S 16°28' 32"E—308.32'with the east right-of-way line of Burlington Northern& Santa Fe Railroad right-of-way(100' wide)to a found 1"iron pipe for corner; 2. Thence S 51° 47' 28" W— 107.65' to a point for corner from which a found 5/8"iron rod bears S 27°51'26"W—0.34'for reference; 3. Thence N 16°28'32" W — 326.17' with the west right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 4. Thence N 61° 06' 33"E— 102.39' to the POINT OF BEGINNING and containing 0.7283 acre (31,724 square feet) of land more or less SAVE &EXCEPT that certain 0.1480 acre (6,447 square feet)Permanent Easement more particularly described as follows,leaving a net area of 0.5803 acre(25,277 square feet)within the herein described Temporary Easement; All that certain 0.1480 acre out of H.T. & B. RR. Company Survey, Abstract 239, Pearland, Brazoria County, Texas and being more particularly described by metes and bounds as follows (bearings based on Texas Coordinate System of 1983,South Central Zone); Commencing at NOS Monument HGCDS 76 (AW 5552)having published grid-coordinates of X. 3,150,843.79'; Y. 13,765,213.04'; Thence S 75°30' 12"W—461.60 to a found 5/8"iron rod marking the northwest corner of that certain tract described in a deed dated 02-04-2005 from Correia Holdings,Inc.to City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's file number 2005-007867; Thence S 16°28' 32"E—53.99' with the east right-of-way line of Burlington Northern& Santa Fe Railroad right-of-way(100' wide) to the POINT OF BEGINNING of herein described tract; 1. Thence S 16° 28' 32" E— 64 47' continuing with the east right-of-way line of said Burlington Northern&Santa.Fe Railroad right-of-way to a point for corner; 11.421.341 MP Esnt 0.5803AC M&n.doo • 2. Thence S 69°09' 58"W--100.29 to a point for corner; 3. Thence N 16°28'32" W — 64.47' with the west right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for comer; 4 Thence N 69°09'58"E—100.29'to the POINT OF BEGINNING and containing 0.1480 acre(6,447 square feet)of land more or less and being SAVE& EXCEPTED from the Temporary Easement contained within this description. This metes and bounds description is accompanied by a separate plat, drawing or exhibit per Texas Board of Professional Land Surveyor's "General Rules of Procedures and Practices" Section 663.19(9). Compiled by ���'� T C.L.Davis&Company `r`'l • � '�a�m+: Job Number 11-421-34 TEMP 0.5803AC M&B.doc I ••• 6715 06/27/2007 •••z q 11-421--34 TEMP Faint 0.5803AC M&B.doc NG POINT EXHIBIT "F" '--" „,,1 !La +IC ; cow a►Oa. 7 ., - UNE DISTANCE BEARING ` K.A3.17D,643a8 NatY=13,765,213 04 gor • L1 308.32' S 16'28'329-E ` MG49- L2 _ 107.65' S 51'47'289 W 1 °gamgira �' " w 461 60 L3 326.17' N 16'28'329 W — 30'12 L4 102.39' N 61'06'339 E i 5 75• TD°08TA ' L5 64 471 S 16'28'32" E FNas/a'1n Durso arms 5C. maim°• ''Lc �� • cDx�TATO 100 0 100 L5 100.29' S 69'09'58" W a ;. car ppIRLAND " Qax-ca7Rx eCDJR) , (20Qyoo7ars HAM) 61_1.4 +"1 ri ry i - i L7 64.47' N 16'28 32 W 1 10 ar aaot ‘ � os-2o°5 L8 100.29' N 69'09'58" E - / 1 oa ,�, aaa U TEMPORARY EASEMENT _ L9 53.99' _ S 16'28'32" E ` /or ,� tem°°'�`VFaaama 0.5803 ACRE �+`r' R.R. tX°`"° 25,277 Sq. Ft. T is , TEMP. AIR RIGHTS EASEMENT �' >o ✓. O -, 1,946,329 Cubic Ft. 'r0"""""" SAVE PEr Sic E°tnssn(sn+Ewr y TOP AIR RIGHTS APRX. EL 122.00 +� + ++� "¢'-"°° 0.146 ACRE '1 1� _ / BOTTOM AIR RIGHTS APRX. EL 45.00 eee.aa*a ' '/ 6.447 So.rt. \, 'C u+ X NR RIGHTS EASEMENT R.R. \\, / / .' �9QVC/I R/G 488,419 Cubic Ft. TRACKS / / r ;il NOS MONUMENT Ht:CSD 76(AW 55522 BEYNG A STEEL R00 W W 5'PVC PIPE TNINf CAP STAMPED HTAGSD 76 1988' / � tJ+ T LOCATED ON 111E NORTH SIDE OF M4C O11A Rt]40 ON THE / WEST SIDE OF ENTRANCE DRNE TD 3810 MAGNOLIA. 1 A t t*L ELEVATION 46 01'(1987 HGGSO AD✓J 71 ▪ 1�• � A11ar f`Q't�OF-TF.." r MoNCUA Ltc. '' \, )fcutto as T 4 J"A,+ OA TERI�� ,,, 1 I 10 1 PA A / Ol A P. O tl= ; _,K• 'l ny ( CITY0225W .CA.R.) ♦,,`} -n1E WY CF tw keep 1>..,.I ,,.'� PEARLOID '� I 04-42_ '`\ � f". !-a.t� ! JCL.DAVIS MAGNOLIA ROAD} I(R/W VARIES) r r. 5a ,1, ; I L.....,_. , ,,,a...2i.1 �\! ,``',git �',?'& F Sy$10 y0 r; ull , ... MI te/2ad7' � `�� 4464 T _^ — — — — ,,\ , R.R- ` DATE C. + • R.P.LS. No. - i\ "' ^— r 'P 11 TRACKS C.L. DAVt6 & CO. ' rots ono rasma R� ` LAND SURVEYING tNii(�tar4 i MILE MARKER +�+� TEMPORARY EASEMENT 1.THE suPArrOR HAS NOT A55TRAEiYD THE SUBJECT No. t! pRorstrr sto HAS M D ON HENDERSON ABs7RACT LEGEND & All? RIGHTS EASEMENT COMPANY TC PRONbE Duo COPIES or THE SUBJECT - PROPE7OY AND AAPodER3. 5.TRACI sHowN FIEREON�, TO alY OF PFAnLANO 0.5803 ACRE 2.THE BASE A tc RENEWS SHOWN IS ItEFERINCED TO DIELDRIC oRDIRANC£ (5) SE7 S/89RON R00 N/CAP TEM COORDINATE=TEM OF 10®3.SOUTH CENTRAL (PK) SET P-K NAIL IN ASPHALT (25.277 Sq. Ft.) ZONE.COORDINATES ARE SHOWN AS ORD. a uNOER4Ti0UND MIn1LS NOT SNa°a. BCOR BRAZORIA COUNT"DEED RECORDS 1 948 OF THE BCOR BRAZORIA COUNTY Of 1CIAL RECORDS 329 Cubic Ft OU 3.1NE Imam OR IMPROVE I NMS WW1 RERUN 7.THIS SURVEY PLAT 40 ACCOUPAMED BY A SEPARATE NE1ES BCPR BRAZORIA COUNTY PLAT RECORDS H.T & B.R.R. COMPANY SURVEY BfPRESE/1T DE OUMLE AT GROUND SURFACE LtilLblEL. MD BOUNDS DESCRIPTION PER TEXAS SOfSD OF POINT OF BEGINNINGUNL SS OTHERWISE NO PROET35IONAL tAND SURVEYOR'S'GENERAL RULES OF P.0.8. ABSTRACT 239 PROCEDURES MID PRACTICES'SECUON S01.13(9). RP! RIGHT--OF-WAY 4.THE ttiTULY IWPURTENANCSS(Ls. unity votes,inlets,oto.) w/CAR(CL) STAMPED C.L DAMS RPLS' 4464 PEARLAND, BRAZORIA COUNTY. TEXAS 51/BA t HEREON maTHOSE V &k AT THE'THE OF a.CN'PET)RODS SOU.WEO C.L DAVIS.R.P.LS.NO.4444 N/CAP(}4) STAMPED WILSON SURVEY GROUP waft 00•.25-2txo/ Nat't.10O'1408 11,121-34 St°/UEY AND NAY HOT BE OOM ura. ME Re.Q\11-421 City of Puwk a\n-421-34-Zeeln39WADNOUA BASE owa',o-11-421-34-0TQaA32.0n5i Law Department Approved Memorandum of Easement THiS MEMORANDUM OF EASEMENT is hereby executed this 2"114A, day of 1Pr+&T' 2008, by and between BNSF RAILWAY COMPANY,a Delaware corporation("Grantor"),whose address for purposes of this instrument is 2500. Lou Menk Drive, Fort Worth, Texas 76131, and CITY OF PEARLAND, a political subdivision of the State of Texas("Grantee"),whose address for purposes of this instrument is 3519. Liberty Drive, Peariand, Texas 77581, which terms 'Grantor" and "Grantee" shall Include, wherever the context permits or requires, singular or plural, and the heirs, legal representatives, successors and assigns of the respective parties: WITNESSETH: WHEREAS, Grantor owns or controls certain real property situated in Brazoria County,Texas as described on Exhibit"A"attached hereto and incorporated herein by reference(the"Premises'); WHEREAS, Grantor and Grantee entered into an Easement Agreement, dated &UMu r ZZ ,2008 (the'Easement Agreement") which set forth, among other things, the terms of an easement granted by Grantor to Grantee over and across the Premises(the"Easement"); and WHEREAS, Grantor and Grantee desire to memorialize the terms and conditions of the Easement Agreement of record. For valuable consideration the receipt and sufficiency of which are hereby acknowledged,Grantor does grant unto Grantee and Grantee does hereby accept from Grantor the Easement over and across the Premises. The term of the Easement, unless sooner terminated under provisions of the Easement Agreement, shall be perpetual. Provisions regulating the use and purposes to which the Easement shall be limited, are set forth in detail in the Easement Agreement and Grantor and Grantee agree to abide by the terms of the Easement Agreement. All the terms,conditions, provisions and covenants of the Easement Agreement are incorporated herein by this reference far all purposes as though written out at length herein, and both the Easement Agreement and this Memorandum of Easement shall be deemed to constitute a single instrument or document. This Memorandum of Easement is not Intended to amend, modify,supplement,or supersede any of the provisions of the Easement Agreement and, to the extent there may be any conflict or Inconsistency between the Easement Agreement or this Memorandum of Easement, the Easement Agreement shall control. Page 1 of 3 Law Department Approved t IN WITNESS WHEREOF, Grantor and Grantee have executed this Memorandum of Easement to as of the date and year first above written. GRANTOR: BNSF RAI Aik Y OMPANY.ifelaware corporation By, i r / {i n —•f Psi" Name: 'alen E.Wintermute Title: Manager-Land Revenue Management STATE OF TEXAS § § COUNTY OF TARRANT § The foregoing instrument was acknowledged before me this Al day of tki .nI .1 t s4T ,2008, by Dalen E. Wintermute as Manager-Land Revenue Management, of BNSF RAILWAY COMPANY, a Delaware corporation,on behalf of said corporation. 0 t11.44.-40rr1 Notary Publ' and or the State of Texas My commission expires: Ia•0 ) 1° � CATHY IENTON ' ' ,�^\, MY Commission Expires ` December 7,2010 1 I ,+aorN' Page 2 of 3 Law Department Approved ( k G E R :-/Y.W.E=r,LAMIff e-,..5 ,,, 4. By: 4 I, Name: fAny ,'.a Title: 1 '!rl ! A ; .. . STATE OFTE.)CrS §. § COUNTY OF BECiZaria. § This instrument was acknowledged be�ffore me on the14 ay of mtrtk ,200g,by •p�11 Pt xt (name)as Gii ul niti rut ter- (title)of C.i PQreriAnk ,aMtn; pet hj . Ic` Oriukt. t L eAuc e.t. tot. HERINES f►T Notary Public ;; My Commission Expires „% December 06,2011 (Seal) My appointment expires: 1 al.0 0 . I 1 4 Page 3 of 3 1 EXHIBIT"A" PERMANENT AIR RIirHTS EASEMENT METES AND BOUNDS DESCRIPTION 496,419 CUBIC FEET OUT OF H.T.&B.R.R.COMPANY SURVEY ABSTRACT 239 PEARLAND,BRAZORIA COUNTY,TEXAS All that certain 496,419 cubic feet out of ET & B. R.R. Company Survey, Abstract 239, Pearland, Brazoria County, Texas, included in this description is the area 77' above the following described plane and being more particularly described by,metes and bounds as follows (bearings based on Texas Coordinate System of 1983,South Central Zone); Commencing at NGS Monument HGCDS 76 (AW 5552)having published grid coordinates of X:3,150,843.79; Y 13,765,213.04, Thence S 75°30' 12"W—461.60 to a found 5/8"iron rod marking the northwest corner a that certain tract described in a deed dated 02-04-2005 from Correia Holdings, Inc. to'City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's File Number 2005-007867;Thence S 16°28' 32"E—53.99'with the east right-of-way litre of Burlington Northern& Santa Fe Railroad right-of-way(100' wide) , Thence vertically to an approximate elevation of 45.00'based on the published elevation of said HGCSD 76 to be 46.01' (1987 Harris Galveston Coastal Subsidence District Adjustment)to the true POINT OF BEGINNING of herein described plane; 1 Thence S 16° 28' 32" E — 64 47' continuing with the east right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 2. Thence S 69°09'58"W—100.29'to a point for corner; 3. Thence N 16°28'32" W — 64.47' with the west right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner, 4. Thence N 69°09' 58"E— 10029' to the POINT OF BEGINNING and containing 496,419 cubic feet of land more or less. This metes.and bounds description is accompanied by a separate plat, drawing or exhibit per Texas Board of Professional Land Surveyor's "General Rules of Procedures and Practices" Section 663.19(9). OF $;...; Compiled by: "'y Q,�°t a��' C.L.Davis&Company .....,..,... .„ Job Number 11-421-34 Mag-Bridge 496,419 cubic feet M&B.doc `•, C.L.DAVIS 06/272007 � o� a+3144,'' �o VGA 11-421-34 Meg-Bridge496.419 cubic feet M&B.dac t n \ EXHIBIT D" TEMPORARY AIR RIGHTS EASEMENT METES AND BOUNDS DESCRIPTION 1,946,329 CUBIC FEET OUT OF H.T &B.R.R.COMPANY SURVEY ABSTRACT 239 PEARLAND,BRAZORIA COUNTY,TEXAS All that certain 1,946,329 cubic feet out of H.T & B. R.R. Company Survey, Abstract 239, Pearland, Brazoria County, Texas, included in this description is the area 77' above the following described plane and being more particularly described by metes and bounds as follows (bearings based on Texas Coordinate System of 1983,South Central Zone); Commencing at NGS Monument HGCDS 76 (AW 5552)having published grid coordinates of X. 3,150,843.79', Y. 13,765,213.04', Thence S 75°30' 12" W—461.60 to a found 5/8"iron rod marking the northwest corner of that certain tract described in a deed dated 02-04-2005 from Correia Holdings, Inc. to City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's File Number 2005-007867; Thence vertically to an approximate elevation of 45.00' based on the published elevation of said HGCSD 76 to be 46.01' (1987 Harris Galveston Coastal Subsidence District Adjustment)to the true POINT OF BEGINNING of herein described plane; 1. Thence S 16°28' 32"E—308.32' with the east right-of-way line of Burlington Northern& Santa Fe Railroad right-of-way(100'wide)to a found 1"iron pipe for corner, 2. Thence S 51° 47' 28" W— 107.65' to a point for corner from which a found 5/8" iron rod bears S 27°51'26"W—0.34'for reference; 3. Thence N 16°28'32" W — 326.17' with the west right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 4 Thence N 61°06' 33"E—102.39' to the POINT OF BEGINNING and containing 2,442,748 cubic feet of land more or less, SAVE & EXCEPT that certain 496,419 square feet Permanent Air Rights Easement being more particularly described as follows, leaving a net area of 1,946,329 cubic feet within the herein described Temporary Air Rights Easement; All that certain 496,419 cubic feet out of H.T & B. R.R. Company Survey, Abstract 239, Pearland, Brazoria County, Texas, included in this description is the area 77' above the following described plane and being more particularly described by metes and bounds as follows (bearings based on Texas Coordinate System of 1983,South Central Zone); Commencing at NGS Monument HGCDS 76 (AW 5552)having published grid coordinates of X. 3,150,843.79; Y 13,765,213.04, Thence S 75°30' 12"W—461.60 to a found 518"iron rod marking the northwest corner of that certain tract described in a deed dated 02-04-2005 from Correia Holdings, Inc. to City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's File Number 2005-007867;Thence S 16°28'32"E—53.99'with the east right-of-way line of Burlington Northern and Santa Fe Railroad right-of-way (100' wide); Thence vertically to an approximate elevation of 45.00'based on the published elevation of said t 1-421-34 TEMP AIR 1.946.329 CUBIC FEET M&B.doc HGCSD 76 to be 46.01' (1987 Harris Galveston Coastal Subsidence District Adjustment)to the true POINT OF BEGINNING of herein described plane; 1. Thence S 16° 28' 32" E — 64 47' continuing with the east right-of-way line of said. Burlington Northern and Santa Fe Railroad right-of-way to a point for corner; 2. Thence S 69°09' 58"W—100.29'to a point for corner; 3. Thence N 16°28'32" W — 64 47' with the west right-of-way line of said Burlington Northern and Santa Fe Railroad right-of-way to a point for corner, 4 Thence N 69° 09' 58" E — 100.29' to the POINT OF BEGINNING and•containing 496,419 cubic feet of land more or less and being SAVE & EXCEP'1ED from the Temporary Air Rights Easement contained within this description. This metes and bounds description is accompanied by a separate plat, drawing or exhibit per Texas Board of Professional I Land Surveyor's "General Rules of Procedures. and Practices" Section.663.19(9). Compiled by- C.L.Davis dt Company -; `p `T Job Number:-11-421-34 TEMP AIR 1,946,329 CUBIC I%LET M&B.doc 4,�P% �srE -f' , 06/27/2007 ; /1 .�.b.� *460 cc. .wY C.L.DAVIS 11.42134 TEMP AIR 1,946.329 CUBIC PEET M&B.doc EXHIBIT"E" TEMPORARY EASEMENT METES AND BOUNDS DESCRIPTION 0.5803 ACRE OUT OF ET &B.R.R.COMPANY SURVEY ABSTRACT 239 PEARLAND,BRAZORIA COUNTY,TEXAS All that certain 05803 acre out of H.T. & B. R.R. Company Survey, Abstract 239, Pearland, Brazoria County,Texas and being more particularly described by metes and bounds as follows (bearings based on Texas Coordinate System of 1983,South Central Zone); Commencing at NGS Monument HGCDS 76 (AW 5552)having published grid coordinates of X. 3,150,843.79', Y 13,765,213.04', Thence S 75° 30' 12"W—461.60 to a found 5/8"iron rod marking the northwest corner of that certain tract described in a deed dated 02-04-2005 from Correia Holdings, Inc. to City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's file number 2005-007867 and marking the POINT OF BEGINNING of herein described tract; 1. Thence S 16°28'32"E—308.32'with the east right-of-way line of Burlington.Northern& Santa Fe Railroad right-of-way(100' wide)to a found 1"iron pipe for corner, 2. Thence S 51° 47' 28" W— 107.65' to a point for corner from which a found 5/8"iron rod bears S 27°51'26"W—0.34'for reference; 3. Thence N 16°28'32" W — 326.17' with the west right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 4 Thence N 61° 06' 33"E— 102.39' to the POINT OF BEGINNING and containing 0.7283 acre (31,724 square feet) of land more or less SAVE & EXCEPT that certain 0.1480 acre (6,447 square feet)Permanent Easement more particularly described as follows,leaving a net area of 0.5803 acre(25,277 square feet)within the herein described Temporary Easement; All that certain 0.1480 acre out of H.T & B. RR. Company Survey, Abstract 239, Pearland, Brazoria County, Texas and being more particularly described by metes and bounds as follows (bearings based on Texas Coordinate System of 1983,South Central Zone); Commencing at NGS Monument HGCDS 76 (AW 5552) having published grid coordinates of X. 3,150,843.79'; Y 13,765,213.04', Thence S 75°30' 12"W—461.60 to afound 5/8"iron rod marking the northwest corner of that certain tract described in a deed dated 02-04-2005 from Correia Holdings,Inc.to City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's file number 2005-007867; Thence S 16°28'32"E—53.99' with the east right-of-way line of Burlington Northern&Santa Fe Railroad right-of-way(100'wide) to the POINT OF BEGINNING of herein described tract; 1. Thence S 16° 28' 32" E — 64 47' continuing with the east right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 11.42134 TEMP 2smt 0.5803AC'M&B,oc 2. Thence S'69°09'58"W—100.29'to a point for corner; 3. Thence N 16°28'32" W — 64.47' with the west right-of-way line of said Burlington Northern&Santa Fe Railroad right-of-way to a point for corner; 4 Thence N 69°09'38"E—10029'to the POINT OF BEGINNING and containing 0.1480 acre (6,447 square feet)of land more or less and being SAVE &EXCE!'1J D from die Temporary Basement contained within this.description. This metes and bounds description is accompanied by a separate plat, drawing or exhibit per Texas Board of Professional Land Surveyor's "General Rules of Procedures and Practices" Section 663.19(9). Compiled by >t $"" .� C.L.Davis&Company /��'� el rFA�'�ay Job Number: 11-421-34 TEMP 0.5803AC M&B.doc �'••• �. 06/2712007 ......87,i.7pg AvIS ems' r ' 11.421.34 TEMP Font 0.3803AC M&B400 EXHIBIT "F" \ "`• � ,,,, 'a �z COMMENCING POINT ��retii ga caves NOCSD MON. 76 \'‘i cay ev +e x.3,150,643.79 UNE DISTANCE BEARING" Rtt� t p�roo+seT�-0 � -- T=13,76s,213 0+ ti 3Q8.32 S 18'28 32 E � >a � --- _ L2 107.65" S 51'47'28" W - `01�°..t , 1.60, L3 326.17' N 16'28'32" W '�" �. / .1+�" W 46 L4 102.39' N 61'06'33" E S 75.30 Doter A L5 64.47' S 16'28'32* E WAVE,•_ ,. Ra6y6t94 calm at.4ea so.1�, , h CDT OF PHIRSAT4D 100 0 100 L6 . 100.29' S 69'09'58" Wrif C MPS cor I L7 64 47` N 16'2$'32" W 1 fO0 7°o,es,Roi 1 ., (soo-sl 006 H.+ t-i ICI-4 1 _ 1 L8 100.291 N 69'09'58* E crel " TEMPORARY EASEMENT 19 53.99' _ s 1 s'28`32" E /� * 0.5803 ACRE 1"- / „� R.R. ,. , 25,277 Sq. Ft. � ;,,�, ,,,,,,, , ,"IP'i,a/ ' TEMP. AIR RIGHTS EASEMENT „ � � SAVE&EXCEPT ° 1.946,329 Cubic Ft. 10L'miNt4 / PERRuwQ EXCEPT 1T TOP MR RIGHTS APRX. EL. 122.00 ��taeeti«T / oal9 ACRE \ �• . ' /• BOTTOM AIR RIGHTS APRX. EL 45.00 / 49AIR 8 41 9 Cub& Ft T KsAA ` \" N / / ,,e BENCHMARK. . _/ t� t, 1 - NOS MONUMENTHCCSD 76 OW 34522 BEM A STEEL RCD W • nee IN 4'PVC PPE WTl11 CAP STMPED HGCS0 76 1966- LOCAT D ON THE WORTH SIDE OF MAGNDLII ROM ON THE A , 3A (SET 560E ENTRANCE DRIVE RI J8T0 II44GNOCC4 ` ELEVATION 46A1'(1987 HOOD Ant) • main moNoula L,Lc. V A `1, - -� I ,YaTe�w COT FA aaoNeJ ,TO `°'c ,� ! coi 4 0 N MAGNOLIA ROADI I(R/W VARIES) „irsi►:e6,0� ,,, ��. c L.DAVIS I I 1`'.� „�t . .�.- 4464 �..- - � 4. R.R. DATE i: TZ P.L$. Na �"'� F C.L. DAVIS & CO. �""'""wAl ,yam - mow- Itir' • ' R 6 LAND ANHERM 22 • MILE MARKER - 1.THE SURVEYOR HAS NOT ABSTRACTED THE!SUBJECT No. EASEMENT NO. B PROPERTY BUT Hal REI ON FEN00130N ABLOWIT CINAPMIT7C T CORES of T Sua�CI do AIR RlGH75 EASEMENT' PROPERTY AND ADJOINS% LEDEND IS.TRACT SHOW HERM SUBJECT TO CNY OF PEARIAIA L TIE BASE Of 9W WO!SHORN es R4R1tFNO D TO THE WSUt S OWDLLICL (S) SET 6I8'1RON ROD q/CAP (�O�.SS{I�S ACRE TEXAS COCRON ATE SYS=OF OW.SOUTH CENTRAL (PK) SET P-IC NAIL IN ASPHALT Ft.) ENE.COORDR1A7TS ARE SHORN AS OR 9. 6.131TER0RN UND UIE RLI HOT strong BOOR BRAZORVI COUNTY DEED RECORDS ' Sq. BOOR BRAEM AR COUNK OFFWAL RECORDS 1.948.32 Cubic Ft. OUT OF THE 3,THE BUASH 3s OR BRIt0Y ARITS SHOWN HEREON 7.MIS SUR EY PtAT IS ACC01PA4ED BY A SEPAN4TE MEIEa OCPR BRAZORIA CDUNK PLAT RECORDS H.T 8e B.R.R. COMPANY SURVEY RENE: IT 1 E CUUUNE AT GROUND SURFACE LEVEL. ASV BOUNDS DESORP71ON PER WAS BOARD OP UNLESS MEWSMED. PI DNNL TAt6)SURVEYOR'S'GENERAL.RULES S OFP.O.B. POINT OF BEGINNING 239 PROCEDURES AND moms'soma em.lo{Y} RAY RICHT-OP-WAY ABSTRACT COUNTY. L 1HE tour!NWPURTOwas L.. viv Ste mhtr. MVCAP(CL? STAMPED C.L DAVIS RPLS 4464 PEARLANQ, BRAZORIA COUNTY. 7 SSHORN MOOR ' EURYEY AND W NOT OE WORE% THE TDfE OF Q.cAPP�ROCS SEWED Ca.a975.TLP.E.s.No.4w4 y/caP(vQ sru�PED WILSON sURVEr cRauP DAia oe-ts-owrItoMT± r.'ante NC.:11-121-34 R.E No.CO3tt-42?City of P. ling1M- 1-34- 8t ilACNOUA MEE 0 \O-tI-42t•-3I-OVEIPAS'LOOO NOTICE OF EARLY VOTING BRAZORIA COUNTY,TEXAS FOR THE NOVEMBER 4,2008 GENERAL ELECTION,SPECIAL ELECTION FOR SENATE DISTRICT 17,SPECIAL BOND ELECTION,, DAMON ISD TRUSTEE ELECTION,DAMON ISD TAX ROLL BACK ELECTION,AND BRAZORIA COUNTY LOCAL OPTION ELECTIONS EARLY VOTING BY PERSONAL APPEARANCE LOCATIONS: ANGLETON MAIN LOCATION: BRAZORIA COUNTY COURTHOUSE EAST ANNEX 1524 E.MULBERRY,ANGLETON ALVIN BRANCH LOCATION: ALVIN LIBRARY 105 S.GORDON ST.,ALVIN BRAZORIA BRANCH LOCATION: PRECINCT 4 COUNTY BARN 1001 MARKET ST.,BRAZORIA CLUTE/LAKE JACKSON BRANCH LOCATION: BRAZOSPORT COLLEGE 500 COLLEGE DRIVE,LAKE JACKSON FREEPORT BRANCH LOCATION: FREEPORT LIBRARY 410 BRAZOSPORT BLVD., FREEPORT MANVEL BRANCH LOCATION: BRAZORIA COUNTY COURTHOUSE NORTH ANNEX 7313 CORPORATE DR.,MANVEL EAST PEARLAND BRANCH LOCATION: JUSTICE OF THE PEACE,PCT.3,PL 2 COURTROOM 2436 S GRAND BLVD,PEARLAND (Same building,new address) WEST PEARLAND BRANCH LOCATION: WESTSIDE EVENT CENTER 2150 COUNTRYPLACE PKWY.,PEARLAND SWEENY BRANCH LOCATION: SWEENY COMMUNITY CENTER 205 W.ASHLEY WILSON RD.,SWEENY WEST COLUMBIA BRANCH LOCATION: WEST COLUMBIA CITY HALL 512 E.BRAZOS,WEST COLUMBIA PERSONAL APPEARANCE TIMES AND DATES: Monday,October 20—Friday,October 24 ... .8:00 am.to 5:00 p.m. Saturday,October 25. .. .. .. 7:00 a.m.to 7:00 p.m. Sunday,October 28 ... ... ... ... ..1:00 p.m. to 8:00 p.m. Monday,October 27—Friday October 31 .... .. ... .. 7:00 a.m.to 7:00 p.m. EARLY VOTING BY MAIL: Applications for voting by mail should be mailed to be received no earlier than September 5, 2008 and no later than the close of business(5:00 p.m.)on October 28,2008. Applications should be mailed to: JOYCE HUDMAN,COUNTY CLERK 111 EAST LOCUST,SUITE 200 ANGLETON,TX 77515-4654 REASONS FOR BEING QUALIFIED TO VOTE BY MAIL ARE: 85 years of age or older; Confinement in jail; Disability; Absence from the county on election day and absence during the Early Voting period. JOYCE HU MAN,COUNTY CLERK BRAZORIA OUNTY,TEXAS CITY OF PEARLAND APPENDIX H t. APPENDIX H BNSF STORM WATER PIPELINE LICENSE 12/2008 Law Department Approved Tracking#08 35803 PIPELINE LICENSE THIS LICENSE ("License"), made as of the 31st day of October,2008 ("Effective Date") by and between BNSF RAILWAY COMPANY, a Delaware corporation ("Licensor) and CITY OF PEARLAND, a Texas corporation("Licensee"). NOW THEREFORE, in consideration of the mutual covenants contained herein,the parties agree to the following: GENERAL 1 Licensor hereby grants Licensee a non-exclusive license, subject to all rights,interests, and estates of third parties, including, without limitation, any leases, use rights, easements, liens, or other encumbrances, and upon the terms and conditions set forth below, to construct and maintain, in strict accordance with the drawings and specifications approved by Licensor as part of Licensee's application process (the "Drawings and Specifications"), one (1) concrete Pipellne(s), 8 foot by 4 foot (8' x 4') in diameter ("PIPELINE"), across or along the rail corridor of Licensor at or near the station of Pearland, County of Brazoria, State of Texas, Line Segment 7501, Mile Post 8.75, as shown on the attached Drawing No. 1-43324. dated March 7, 2008, revised March 21, 2008 with final revision July 16, 2008, attached hereto as Exhibit"A"and made a part hereof("Premises°). 2. Licensee shall not disturb any improvements of Licensor or Licensor's existing lessees, Licensees, easement beneficiaries or lien holders, if any, or interfere with the use of such improvements. 3. Licensee shall use the Premises solely for construction and maintenance of a PIPELINE in accordance with the Drawings and Specifications carrying storm water Licensee shall not use the PIPELINE to carry any other commodity or use the Premises for any other purpose. Licensee covenants that it will not handle or transport "hazardous waste" or "hazardous substances", as "hazardous waste" and "hazardous substances" may now or in the future be defined by any federal, state, or local governmental agency or, body through the PIPELINE on Licensor's property. Licensee agrees periodically to furnish Licensor with proof, satisfactory to Licensor that Licensee is in such compliance. Should Licensee not comply fully with the above-stated obligations of this Section, notwithstanding anything contained in any other provision hereof, Licensor may, at its option, terminate this License by serving five (5) days' notice of termination upon Licensee. Upon termination, Licensee shall remove the PIPELINE and restore Licensor's property as herein elsewhere provided. 4 In case of the eviction of Licensee by anyone owning or claiming title to or any interest in the Premises, or by the abandonment by Licensor of the affected rail corridor, Licensor shall not be liable to refund Licensee any compensation paid hereunder, except for the pro- rate part of any recurring charge paid in advance, or for any damage Licensee sustains in connection therewith. 5. Any contractors or subcontractors performing work on the PIPELINE or entering the Premises on behalf of Licensee shall be deemed servants and agents of Licensee for purposes of this License. Form 424;Rev 04/26/05 -1- Law Department Approved Tracking#08-35803 TERM, 6. This License shall, commence on the Effective Date and shall continue for a period of twenty-five(25)years,subject to prior termination'as hereinafter described. COMPENSATION 7 (a) Licensee shall pay Licensor, prior to the Effective Date, the sum of Two Thousand Five Hundred and No/100 Dollars ($2500) as compensation for the use of the Premises. (b) Licensee agrees to reimburse Licensor (within thirty (30) days after receipt of bills therefor) for all costs and expenses incurred by Licensor in connection with Licensee's use of the Premises or the presence, construction and maintenance of the PIPELINE, including but not limited to the furnishing of Licensor's Flagman and any vehicle rental costs incurred. The cost of flagger services provided by the Railway,when deemed necessary by the Railway's representative, will be borne by the Licensee.The estimated cost for one (1)flagger is $600.00 for an eight(8)hour basic day with time and one-half or double time for overtime, rest days and holidays. The estimated cost for each flagger includes vacation allowance, paid holidays, Railway and unemployment insurance, public liability and property damage insurance, health and welfare benefits, transportation, meals, lodging and supervision. Negotiations for Railway labor or collective bargaining agreements and rate changes authorized by appropriate Federal authorities may increase actual or estimated flagging rates. The flagging rate in effect at the time of performance by the Contractor hereunder will be used to calculate the actual costs of flagging pursuant to this paragraph. (c) All invoices are due thirty (30) days after the date of invoice. In the event that Licensee shall fail to pay any monies due to Licensor within thirty (30)days after the invoice date, then Licensee shall pay interest on such unpaid sum from thirty (30) days after its invoice date to the date of payment by Licensee at an annual rate equal to (1)the greater of (a)for the period January 1 through June 30, the prime rate last published in The Wall Street Journal in the preceding December plus two and one-half percent (2 1/2%), and for the period July 1 through December 31, the prime rate last published in The Wall Street Journal in the preceding June plus two and one-half percent(2 112%), or(b)twelve percent(12%), or(ii)the maximum rate permitted by law,whichever is less. COMPLIANCE WITH LAWS 8. (a) Licensee shall observe and comply with any and all laws, statutes, regulations, ordinances, orders, covenants, restrictions, or decisions of any court of competent jurisdiction ("Legal Requirements") relating to the construction, maintenance, and use of the PIPELINE and the use of the Premises. (b) Prior to entering the Premises, Licensee shall and shall cause its contractor to comply with all Licensor's applicable safety rules and regulations. Prior to commencing any work on the Premises, Licensee shall complete and shall require Form 424;Rev.04/26/05 -2- Law Department Approved Tracking#08-35803 if Its contractor to complete the safety-training program at the following Internet Website"http:/lwww.contractororientation.com" This training must be completed no more than one year In advance of Licensee's entry on the Premises. DEFINITION OF COST AND EXPENSE I ` 9. For the purpose of this License, "cost' or"costs" "expense" or "expenses" includes, but Is not limited to, actual labor and material, costs including all assignable additives, and material and supply costs at current value where used. RIGHT OF LICENSOR TO USE 10 Licensor excepts and reserves the right, to be exercised by Licensor and any other parties who may obtain written permission or authority from Licensor. I (a) to maintain, renew, use, operate, change, modify and relocate any existing pipe, power, communication lines and appurtenances and other facilities or structures of like character upon, over, under or across the Premises; (b) to construct, maintain, renew, use,operate, change, modify and relocate any tracks or additional facilities or structures upon,over, under or across the Premises;or (c) to use the Premises in any manner as the Licensor in its sole discretion deems appropriate, provided Licensor uses all commercially reasonable efforts to avoid material interference with the use of the Premises by Licensee for the purpose specified in Section 3 above. LICENSEE'S OPERATIONS 11 (a) Licensee shall notify Licensor's Roadmaster at 1301 N. Gordon, Alvin, TX. 77511, telephone (713) 847-3176 or cell phone (940) 447-2490 , at least five (5) business days prior to installation of the PIPELINE and prior to entering the Premises for any subsequent maintenance thereon. (b) in performing the work described in Section 3, Licensee shall use only public roadways to cross from one side of Licensor's tracks to the other. 12. (a) Under no conditions shall Licensee be permitted to conduct any tests, investigations or any other activity using mechanized equipment and/or machinery, or place or store any mechanized equipment, tools or other materials, within twenty-five\(25) feet of the centerline of any railroad track on the Premises unless Licensee has obtained prior written approval from Licensor Licensee shall, at its sole cost and expense, perform all activities on and about the Premises in such a manner as not at any time to be a source of danger to or interference with the existence or use of present or future tracks, roadbed or property of Licensor, or the safe operation and activities of Licensor If ordered to cease using the Premises at any time by Licensor's personnel due to any hazardous condition, Licensee shall immediately do so. Notwithstanding the foregoing right of Licensor,the parties agree that Licensor has no duty or obligation to monitor Licensee's use of the Premises to determine the Form 424;Rev.04/26/05 -3- Law Department Approved Tracking#08-35803 safe nature thereof, it being solely Licensee's responsibility to ensure that Licensee's use of the Premises is safe. Neither the exercise nor the failure by Licensor to exercise any rights granted in this Section will alter the liability allocation provided by this License. (b) Licensee shall, at its sole cost and expense, construct and maintain the PIPELINE in such a manner and of such material that it will not at any time be a source of danger to or interference with the existence or use of present or future tracks, roadbed or property of Licensor, or the safe operation and activities of Licensor Licensor may direct one of its field engineers to observe or inspect the construction and/or maintenance of the PIPELINE at any time for compliance with the Drawings and Specifications. If ordered at any time to halt construction or maintenance of the PIPELINE by Licensor's personnel due to non-compliance with the same or any other hazardous condition, Licensee shall immediately do so. Notwithstanding the foregoing right of Licensor,the parties agree that Licensor has no duty or obligation to observe or inspect, or to halt work on,,the PIPELINE, it being solely Licensee's responsibility to ensure that the PIPELINE is constructed in strict accordance with the Drawings and Specifications and in a safe and workmanlike manner in compliance with ail terms hereof Neither the exercise nor the failure by Licensor to exercise any right granted by this Section will alter in any way the liability allocation provided by this License. If at any time Licensee shall, in the sole judgment of Licensor,fail,to properly perform its obligations under this Section, Licensor may, at its option and at Licensee's sole expense,,arrange for the performance of such work as it deems necessary for the safety of its operations and activities. Licensee shall promptly reimburse Licensor for ail costs and expenses of such work, upon receipt of an invoice for the same. Licensors failure to perform any obligations of Licensee shall not alter the liability allocation hereunder. 13. During the construction and any subsequent maintenance performed on the PIPELINE, Licensee shall perform such work in a manner to preclude damage to the property of Licensor, and preclude interference with the operation of Its railroad. The construction of the PIPELINE shall be completed within one (1) year of the Effective Date. Upon completion of the construction of the PIPELINE and after performing any subsequent maintenance thereon, Licensee shall, at Licensee's own cost and expense, restore Licensor's Premises to their former state as of the Effective Date of this License. 14 If at any time during the term of this License, Licensor shall desire the use of its rail corridor in such a manner as would, in Licensor's reasonable opinion, be interfered with by the PIPELINE, Licensee shall, at its sole expense, within thirty(30)days after receiving written notice from Licensor to such effect, make such changes in the PIPELINE as in the sole discretion of Licensor may be necessary to avoid interference with the proposed use of Licensor's rail corridor, including, without limitation, the relocation of the existing or the construction of a new PIPELINE(s). 15. (a) Prior to Licensee conducting any boring work on or about any portion of the Premises, Licensee shall explore the proposed location for such work with hand tools to a depth of at least three (3) feet below the surface of the ground to determine whether pipelines or other structures exist below the surface, provided, however, that in lieu of the foregoing, the Licensee shall have the right to use suitable detection equipment or other generally accepted industry practice (e.a., consulting with the Underground Services Association) to determine the existence Form 424;Rev 04/26/05 -4- Law Department Approved Tracking#08-35803 or location of pipelines and other subsurface structures prior to drilling or excavating with mechanized equipment. Upon Licensee's written request,which shall be made thirty (30) business days In advance of Licensee's requested construction of the PIPELINE, Licensor will provide Licensee any information that Licensor has in the possession of its Engineering Department concerning the existence and approximate location of Licensor's underground utilities and pipelines at or near the vicinity of the proposed PIPELINE. Prior to conducting any such boring work, the Licensee will review all such material. Licensor does not warrant the accuracy or completeness of information relating to subsurface conditions and Licensee's operations will be subject at all times to the liability provisions herein. (b) For all bores greater than 26-inch diameter and at a depth less than 10.0 feet below bottom of rail, a soil Investigation will need to be performed by the Licensee and reviewed by Licensor prior to construction. This study is to determine if granular material is present, and to prevent subsidence during the installation process. If the investigation determines in Licensor's reasonable opinion that granular material is present, Licensor may select a new location for Licensee's use, or may require Licensee to furnish for Licensor's review and approval, in its sole discretion a remedial plan to deal with the granular material. Once Licensor has approved any such remedial plan in writing. Licensee shall, at its sole cost and expense, carry out the approved plan in accordance with all terms thereof and hereof. 16. Any open hole, boring or well constructed on the Premises by Licensee shall be safely covered and secured at all times when Licensee is not working in the actual vicinity thereof Following completion of that portion of the work, all holes or borings constructed on the Premises by Licensee shall be: (a) filled in to surrounding ground level with compacted bentonite grout;or (b) otherwise secured or retired in accordance with any applicable Legal Requirement. No excavated materials may remain on Licensor's property for more than ten (10) days, but must be properly disposed of by Licensee in accordance with applicable Legal Requirements. 17 Upon termination of this License, Licensee shall, at its sole cost and expense: (a) remove the PIPELINE and all appurtenances thereto, or,at the sole discretion of the Licensor,fill and cap or otherwise appropriately decommission the PIPELINE with a method satisfactory to Licensor; (b) report and restore any damage to the Premises arising from, growing out of, or connected with Licensee's use of the Premises; (c) remedy any unsafe conditions on the Premises created or aggravated by Licensee; and (d) leave the Premises in the condition which existed as of the Effective Date of this License. 18. Licensee's on-site supervisions shall retain/maintain a fully executed copy of this License at all times while on the Premises. Form 424,Rev.04/26/05 -5- Law Department Approved Tracking,#0835803 � 1 LIABILITY 19. (a) TO THE FULLEST EXTENT PERMITTED BY LAW, LICENSEE SHALL, AND SHALL CAUSE ITS CONTRACTOR TO, RELEASE, INDEMNIFY, DEFEND AND HOLD HARMLESS LICENSOR AND LICENSOR'S AFFILIATED COMPANIES, PARTNERS, SUCCESSORS, ASSIGNS, LEGAL REPRESENTATIVES, OFFICERS, DIRECTORS, SHAREHOLDERS, EMPLOYEES AND AGENTS (COLLECTIVELY, "INDEMNITEES") FOR, FROM AND AGAINST ANY AND ALL CLAIMS, LIABILITIES, FINES, PENALTIES, COSTS, DAMAGES, LOSSES, LIENS, CAUSES OF ACTION, SUITS, DEMANDS, JUDGMENTS AND EXPENSES (INCLUDING, WITHOUT LIMITATION, COURT COSTS, ATTORNEYS' FEES AND COSTS OF INVESTIGATION, REMOVAL AND REMEDIATION AND GOVERNMENTAL OVERSIGHT COSTS) ENVIRONMENTAL OR OTHERWISE (COLLECTIVELY "LIABILITIES") OF ANY NATURE, KIND OR DESCRIPTION OF ANY PERSON OR ENTITY DIRECTLY OR INDIRECTLY ARISING OUT OF, RESULTING FROM OR RELATED TO (IN WHOLE OR IN PART): (i) THIS LICENSE, INCLUDING, WITHOUT LIMITATION, ITS ENVIRONMENTAL PROVISIONS, (II) ANY RIGHTS OR INTERESTS GRANTED PURSUANT TO THIS LICENSE, (Iii) LICENSEE'S OCCUPATION AND USE OF THE PREMISES, (iv) THE ENVIRONMENTAL 'CONDITION AND STATUS OF THE PREMISES CAUSED BY OR CONTRIBUTED BY LICENSEE,OR (v) ANY ACT OR OMISSION OF LICENSEE OR LICENSEE'S OFFICERS, AGENTS, INVITEES, EMPLOYEES, OR CONTRACTORS, OR ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY ANY OF THEM, OR ANYONE THEY CONTROL OR EXERCISE CONTROL OVER, EVEN IF SUCH LIABILITIES ARISE FROM OR ARE ATTRIBUTED TO, IN WHOLE OR IN PART, ANY NEGLIGENCE OF ANY INDEMNITEE. THE ONLY LIABILITIES WITH RESPECT TO WHICH LICENSEE'S OBLIGATION TO INDEMNIFY THE INDEMNITEES DOES NOT APPLY ARE LIABILITIES TO THE EXTENT PROXIMATELY CAUSED BY THE GROSS NEGLIGENCE OR WILLFUL MISCONDUCT OF AN INDEMNITEE. (b) FURTHER, TO THE FULLEST EXTENT PERMITTED BY LAW, NOTWITHSTANDING THE LIMITATION IN SECTION 19(a), LICENSEE SHALL, AND SHALL CAUSE ITS CONTRACTOR TO, NOW AND FOREVER WAIVE ANY AND ALL CLAIMS, REGARDLESS WHETHER BASED ON THE STRICT LIABILITY, NEGLIGENCE OR OTHERWISE, THAT RAILROAD IS AN "OWNER", "OPERATOR", "ARRANGER", OR "TRANSPORTER" WITH RESPECT TO THE PIPELINE FOR THE PURPOSES OF CERCLA OR OTHER ENVIRONMENTAL LAWS. LICENSEE WILL INDEMNIFY, DEFEND AND HOLD THE INDEMNITEES Form 424,Rev.04/26/05 -6- Law Department Approved. Tracking#08-35803 HARMLESS FROM ANY AND ALL SUCH CLAIMS REGARDLESS OF THE NEGLIGENCE OF THE INDEMNITEES. LICENSEE FURTHER AGREES THAT THE USE OF THE PREMISES AS CONTEMPLATED BY THIS LICENSE SHALL NOT IN ANY WAY SUBJECT LICENSOR TO CLAIMS THAT LICENSOR IS OTHER THAN A COMMON CARRIER FOR PURPOSES OF ENVIRONMENTAL LAWS AND EXPRESSLY AGREES TO INDEMNIFY, DEFEND, AND HOLD THE INDEMNITEES HARMLESS FOR ANY AND ALL SUCH CLAIMS. IN NO EVENT SHALL UCENSOR BE RESPONSIBLE FOR THE ENVIRONMENTAL CONDITION OF THE PREMISES. (c) TO THE FULLEST EXTENT PERMITTED BY LAW, LICENSEE FURTHER AGREES, AND SHALL CAUSE ITS CONTRACTOR TO AGREE, REGARDLESS OF ANY NEGLIGENCE OR ALLEGED NEGLIGENCE OF ANY INDEMNITEE, TO INDEMNIFY, AND HOLD HARMLESS THE INDEMNITEES AGAINST AND ASSUME THE DEFENSE OF ANY LIABILITIES ASSERTED AGAINST OR SUFFERED BY ANY INDEMNITEE UNDER OR RELATED TO THE FEDERAL EMPLOYERS' LIABILITY ACT ("FELA") WHENEVER EMPLOYEES OF LICENSEE OR ANY OF ITS AGENTS, INVITEES, OR CONTRACTORS CLAIM OR ALLEGE THAT THEY ARE EMPLOYEES OF ANY INDEMNITEE OR OTHERWISE. THIS INDEMNITY SHALL ALSO EXTEND, ON THE SAME BASIS, TO FELA CLAIMS BASED ON ACTUAL OR ALLEGED VIOLATIONS OF ANY FEDERAL, STATE OR LOCAL LAWS OR REGULATIONS, INCLUDING BUT NOT LIMITED TO THE SAFETY APPLIANCE ACT, THE BOILER INSPECTION ACT, THE OCCUPATIONAL HEALTH AND SAFETY ACT, THE RESOURCE CONSERVATION AND RECOVERY ACT, AND ANY SIMILAR STATE OR FEDERAL STATUTE. (d) Upon written notice from Licensor, Licensee agrees to assume the defense of any lawsuit or other proceeding brought against any Indemnitee by any entity, relating to any matter covered by this License for which Licensee has an obligation to assume liability for and/or save and hold harmless any Indemnitee. Licensee shall pay all costs incident to such defense, Including, but not limited to, attorneys' fees, investigators' fees, litigation and appeal expenses, settlement payments, and amounts paid in satisfaction of judgments. PERSONAL PROPERTY WAIVER 20. ALL PERSONAL PROPERTY, INCLUDING, BUT NOT LIMITED ,TO, FIXTURES, EQUIPMENT, OR RELATED MATERIALS UPON THE PREMISES WILL BE AT THE RISK OF LICENSEE ONLY, AND NO INDEMNITEE WILL BE LIABLE FOR ANY DAMAGE THERETO OR THEFT THEREOF,WHETHER OR NOT DUE IN WHOLE OR IN PART TO THE NEGLIGENCE OF ANY INDEMNITEE. INSURANCE 21 Licensee shall, at its sole cost and expense, procure and maintain during the life of this Agreement the following insurance coverage: Form 424;Rev 04/26/05 _7. Law Department Approved Tracking#08-35803 '• A. Commercial General Liability insurance This insurance shall contain broad form contractual liability with a combined single limit of a minimum of$5,000,000 each occurrence and an aggregate limit of at least $10,000,000. Coverage must be purchased on a post 1998 ISO occurrence or equivalent and include coverage for, but not limited to,the following* • Bodily Injury and Property Damage • Personal injury and Advertising Injury • Fire legal liability • Products and completed operations This policy shall,also contain the following endorsements, which shall be indicated on the certificate of insurance: • The employee and workers compensation related exclusions in the above policy shall not apply with respect to claims related to railroad employees. • The definition Of insured contract shall be amended to remove any exclusion or other limitation for any work being done within 50 feet of railroad property • Any exclusions related to the explosion, collapse and underground hazards shall be removed. No other endorsements limiting coverage may be included on the policy. B. Business Automobile Insurance. This insurance shall contain a combined single limit of at least$1,000,000 per occurrence, and include coverage for, but not limited to the following: • Bodily injury and property damage • Any and all vehicles owned, used or hired C. Workers Compensation and Employers Liability Insurance. This insurance shall include coverage for, but not limited to: ♦ Licensee's statutory liability under the worker's compensation laws of the state(s) in which the work is to be performed. if optional under State law, the insurance must cover all employees anyway. • Employers' Liability (Part B) with limits of at least $500,000 each accident, $500,000 by disease policy limit, $500,000 by disease each employee. D Railroad Protective Liability insurance. This insurance shall name only the Licensor as the Insured with coverage of at least $5,000,000 per occurrence and $10,000,000 in the aggregate. The coverage obtained under this policy shall only be effective during the initial installation and/or construction of the PIPELINE. THE CONSTRUCTION OF THE PIPELINE SHALL BE COMPLETED WITHIN ONE (1) YEAR OF THE EFFECTIVE DATE. If further maintenance of the PIPELINE is needed at a later date, an additional Railroad Protective Liability insurance Policy shall be required. The policy shall be issued on a standard ISO form CG 00 35 10 93 and include the following: • Endorsed to include the Pollution Exclusion Amendment(ISO form CG 28 31 10 93) • Endorsed to include the Limited Seepage and Pollution Endorsement. • Endorsed to include Evacuation Expense Coverage Endorsement. ♦ No other endorsements restricting coverage may be added. Form 424;Rev.04/28/05 -8- Law Department Approved Tracking#08-35803' ♦ The original policy must be provided to the Licensor prior to performing any work or services under this Agreement In lieu of providing a Railroad Protective Liability Policy, Licensee may participate in Licensor's Blanket Railroad Protective Liability insurance Policy available to Licensee or its contractor The limits of coverage are the same as above. The cost Is$1000.00. i i elect to participate in Licensor's Blanket Policy; ,l a` I elect not to participate in Licensor's Blanket Policy Other Requirements: Where allowable by law, all policies (applying to coverage listed above) shall contain no exclusion for punitive damages and certificates of insurance shall reflect that no exclusion exists. Licensee agrees to waive its right of recovery against Licensor for all claims and suits against Licensor In addition, its insurers, through policy endorsement, waive their right of subrogation, against Ucensor for all claims and suits. The certificate of insurance must reflect waiver of subrogation endorsement. Licensee further waives Its right of recovery, and its insurers also waive their right of subrogation against Licensor for loss of its owned or leased property or property under its care, custody, or control. Licensee's insurance policies through policy endorsement must include wording which states that the policy shall be primary and non-contributing with respect to any insurance carried by Licensor. The certificate of insurance must reflect that the above wording is included in evidenced policies. All policy(ies) required above (excluding Workers Compensation, Contractor's Pollution Legal Liability and if applicable, Railroad Protective)shall include a severability of Interest endorsement and shall name Licensor and Staubach Global Services - RR, inc. as an additional insured with respect to work performed under this agreement. Severability of interest and naming Licensor and Staubach Global Services - RR, inc. as additional insureds shall be indicated on the certificate of insurance. Licensee is not allowed to self-insure without the prior written consent of Licensor If granted by Licensor, any deductible, self-insured retention or other financial responsibility for claims shall be covered directly by Licensee in lieu of insurance. Any and all Licensor liabilities that would otherwise, in accordance with the provisions of this Agreement, be covered by Licensee's insurance will be covered as If Licensee elected not to include a deductible,self-insured retention,or other financial responsibility for claims. Prior to commencing the Work, Licensee shall furnish to Licensor an acceptable certificate(s) of insurance including an original signature of the authorized representative evidencing the required coverage, endorsements, and amendments. The policy(ies) shall contain a provision that obligates the insurance company(ies) issuing such policy(ies) to notify Licensor in writing at least 30 days prior to any cancellation, non-renewal, substitution or material alteration. This cancellation provision shall be indicated on the certificate of insurance. In the event of a claim or lawsuit involving Railroad arising out of this agreement, Licensee will make available any required policy covering such claim or lawsuit. Form 424;Rev.04/26/05 -9- Law Department Approved Tracking#08.35803 My insurance policy shall be written by a reputable insurance company acceptable to Licensor or with a current Best's Guide Rating of A-and Class VII or better, and authorized to do business in the state(s)in which the service Is to be provided. Licensee represents that this License has been thoroughly reviewed by Licensee's Insurance agent(s)/broker(s), who have been instructed by Licensee to procure the insurance coverage required by this Agreement. Allocated Loss Expense shall be in addition to all policy limits for coverages referenced above. Not more frequently than once every five years, Licensor may reasonably modify the required Insurance coverage to reflect then-current risk management practices In the railroad industry and underwriting practices in the Insurance industry. If any portion of the operation is to be subcontracted by Licensee, Licensee shall require that the subcontractor shall provide and maintain insurance coverages as set forth herein, naming Licensor as an additional insured, and shall require that the subcontractor shall release, defend and indemnify Licensor to the same extent and under the same terms and conditions as Licensee is required to release, defend and indemnify Licensor herein. Failure to provide evidence as required by this section shall entitle, but not require, Licensor to terminate this License immediately Acceptance of a certificate that does not comply with this section shall not operate as a waiver of Licensee's obligations hereunder The fact that insurance(including,without limitation, self-insurance)is obtained by Licensee shall not be deemed to release or diminish the liability of Licensee including, without limitation, liability under the indemnity provisions of this License. Damages recoverable by Licensor shall not be limited by the amount of the required insurance coverage. For purposes of this section, Licensor shall mean "Burlington Northern Santa Fe Corporation", "BNSF Railway Company" and the subsidiaries, successors, assigns and affiliates of each. ENVIRONMENTAL 22. (a) Licensee shall strictly comply with all federal, state and local environmental laws and regulations in its use of the Premises, including, but not limited to, the Resource Conservation and Recovery Act, as amended (RCRA), the Clean Water Act; the Oil Pollution Act, the Hazardous Materials Transportation Act, CERCLA (collectively referred to as the"Environmental Laws"). Licensee shall not maintain a treatment, storage, transfer or disposal facility, or underground storage tank, as defined by Environmental Laws on the Premises. Licensee shall not release or suffer the release of oil or hazardous substances, as defined by Environmental Laws on or about the Premises. (b) Licensee shall give Licensor immediate notice to Licensor's Resource Operations Center at (800) 832-5452 of any release of hazardous substances on or from the Premises, violation of Environmental Laws,or inspection or inquiry by governmental authorities charged with enforcing Environmental Laws with respect to Licensee's use of the Premises. Licensee shall use the best efforts to promptly respond to any Form 424;Rev.04/26/05 �I -10- Law Department Approved Tracking//08-35803 release on or from the Premises. Licensee also shall give Licensor immediate notice of all measures undertaken on behalf of Licensee to investigate, remediate, respond to or otherwise cure such release or violation. (c) In the event that Licensor has notice from Licensee or otherwise of a release or violation of Environmental Laws arising In any way with respect to the PIPELINE which occurred or may occur during the term of this License, Licensor may require Licensee, at Licensee's sole risk and expense, to take timely measures to investigate, remediate, respond to or otherwise cure such release or violation affecting the Premises or Licensor's right-of-way. (d) Licensee shall promptly report to Licensor in writing,any conditions or activities upon the Premises known to Licensee which create a risk of harm to persons, property or the environment and shall take whatever action is necessary to prevent injury to persons or property arising out of such conditions or activities; provided, however, that Licensee's reporting to Licensor shall not relieve Licensee of any obligation whatsoever imposed on it by this License. Licensee shall promptly respond to Licensor's request for information regarding said conditions or activities. ALTERATIONS 23. Licensee may not make any alterations to the Premises or permanently affix anything to the Premises or any buildings or other structures adjacent to the Premises without Licensor's prior written consent. NO WARRANTIES } 24 UCENSOR'S DUTIES AND WARRANTIES ARE LIMITED TO THOSE EXPRESSLY STATED IN THIS LICENSE AND SHALL NOT INCLUDE ANY IMPLIED DUTIES OR IMPLIED WARRANTIES, NOW OR IN THE FUTURE. NO REPRESENTATIONS OR WARRANTIES HAVE BEEN MADE BY LICENSOR OTHER THAN THOSE CONTAINED IN THIS UCENSE. UCENSEE HEREBY WAIVES ANY AND ALL WARRANTIES, EXPRESS OR IMPLIED, WITH RESPECT TO THE PREMISES OR WHICH MAY EXIST BY OPERATION OF LAW OR IN EQUITY, INCLUDING, WITHOUT LIMITATION, ANY WARRANTY OF MERCHANTABILITY, HABITABILITY OR FITNESS FOR A PARTICULAR PURPOSE. QUIET ENJOYMENT 25. LICENSOR DOES NOT WARRANT ITS TITLE TO THE PROPERTY NOR UNDERTAKE TO DEFEND LICENSEE IN THE PEACEABLE POSSESSION OR USE THEREOF. NO COVENANT OF QUIET ENJOYMENT IS MADE. DEFAULT 26. If default shall be made in any of the covenants or agreements of Licensee contained in this document, or in case of any assignment or transfer of this License by operation of law, Licensor may,at its option, terminate this License by serving five (5)days' notice In writing upon Licensee. Any waiver by Licensor of any default or defaults shall not constitute a waiver of the right to terminate this License for any subsequent default or defaults, nor shall N Form 424;Rev.04/26/05 -11- Law Department Approved Tracking#08-35803 any such waiver in any way affect Licensor's ability to enforce any Section of this License. The remedy set forth in this Section 26 shall be in addition to, and not in limitation of, any other remedies that Licensor may have at law or in equity LIENS AND CHARGES , I 27. Licensee shall promptly pay and discharge any and all liens arising out of any construction, alterations or repairs done, suffered or permitted to be done by Licensee on Premises. Licensor is hereby authorized to post any notices or take any other action upon or with respect to Premises that is or may be permitted by law to prevent the attachment of any such liens to Premises; provided, however, that failure of Licensor to take any such action shall not relieve Licensee of any obligation or liability under this Section 27 or any other Section of this License. Licensee shall pay when due any taxes, assessments or other charges (collectively, "Taxes") levied or assessed upon the Improvements by any governmental or quasi-governmental body or ;any Taxes levied or assessed against Licensor or the Premises that are attributable to the Improvements. TERMINATION' 28. This License may be terminated•by Licensor, at any time, by serving thirty(30)days'written notice of termination upon Licensee. This License may be terminated by Licensee upon execution of Licensor's Mutual Termination Letter Agreement then in effect. Upon expiration of the time specified in such notice, this License and all rights of Licensee shall absolutely cease. 29 If Licensee fails to surrender to Licensor the ''Premises, upon any termination of this License, all liabilities and obligations of Licensee hereunder shall continue in effect until the Premises are surrendered. Termination shall not release Licensee from any liability or obligation, whether of indemnity or otherwise, resulting from any events happening prior to the date of termination. ASSIGNMENT 30. Neither Licensee, nor the heirs, legal representatives, successors, or assigns of Licensee, nor any subsequent assignee, shall assign or transfer this License or any interest herein, without the prior written consent and approval of Licensor, which may be withheld in Licensor's sole discretion. NOTICES • 31 Any notice required or permitted to be given hereunder by one party to the other shall be in writing and the same shall be given and shall be deemed to have been served and given if (i) placed in.the United States mail, certified, return receipt requested, or(ii)deposited into the custody of al nationally recognized overnight delivery service, addressed to the party to be notified at the address for such party specified below, or to such other address as the party to be notified may designate by giving the other party no less than thirty (30) days' advance written notice of such change in address., Form 424;Rev 04/26/05 -12- Lsw Department Approved Tracking#08-35803 } if to Licensor. Staubach Global Services-RR, Inc. 3017 Lou Menk Drive, Suite 100 Fort Worth,TX 76131-2800 Attn: Licenses/Permits with a copy to: BNSF Railway Company 2500 Lou Menk Dr.—AOB3 Fort Worth,TX 76131 Attn: Manager—Land Revenue Management If to Licensee: City of Pearland 3519 Liberty Drive Pearland,Texas 77581 SURVIVAL 32. Neither termination nor expiration will release either party from any liability or obligation under this License,whether of indemnity or otherwise, resulting from any acts,omissions or events happening prior to the date of termination or expiration,or, if later,-the date when the PIPELINE and improvements are removed and the Premises are restored to its condition as of the Effective Date. RECORDATION 33. It is understood and agreed that this License shall not be placed on public record. APPLICABLE LAW 34. All questions concerning the interpretation or application of provisions of this License shall be decided according to the substantive laws of the State of Texas without regard to conflicts of law provisions. SEVERABILITY 35. To the maximum extent possible, each provision of this License shall be interpreted in such manner as to be effective and valid under applicable law, but If any provision of this License shall be prohibited by, or held to be Invalid under, applicable law, such provision shall be ineffective solely to the extent of such prohibition or invalidity, and this shall not invalidate the remainder of such provision or any other provision of this License. INTEGRATION 36. This License is the full and complete agreement between Licensor and Licensee with respect to all matters relating to Licensee's use of the Premises, and supersedes any and all other agreements between the parties hereto relating to Licensee's use of the Premises as described herein. However, nothing herein is intended to terminate any surviving obligation of Licensee or Licensee's obligation to defend and hold Licensor harmless in any prior written agreement between the parties. Form 424;Rev 04/26/05 -13- Law Department Approved Trackingr#08-35803 MISCELLANEOUS 37 In the event that Licensee consists of two or more,parties,all the covenants and agreements of Licensee herein contained shall be the joint and several covenants and agreements of such parties. 38. The waiver by Licensor of the breach of any provision herein by Licensee shall in no way impair the right of Licensor to enforce that provision for any subsequent breach thereof Staubach Global Services — RR, Inc. is acting as representative. for BNSF Railway Company. IN WITNESS WHEREOF, this License has been,duly executed, in duplicate, by the parties hereto as of the day and year first above written. BNSF RAILWAY COMPANY Staubach Global Services-RR, Inc., its Attorney in Fact 3017 Lou Menk Drive, Suite 100 Fort Worth,TX 1-2800 By Ed Darter Title: Vice President-National Accounts CITY OF PEARLAND 3519 Liberty Drive Pearland,Texas 77581 By' Title: rf` / Lt+t miler Form 424,Rev 04/26/05 -14- ' TRACKING NO.08-35803 ���' EXHIBIT "A" ,./ ATTACHED TO CONTRACT BETWEEN BNSF RAILWAY COMPANY AND M CITY OF PEARLAND to NSF SCALE: 1 IN.=400 FT. PA cc GULF DIV. k MYKAWA SUBDIV. L.S. 7501 02 DATE 03/07/2008 REV. DATE 03/21/2008 EV. DATE 07/16/2008 jcsiv sr. 4 e! co) �; MP 8,75 '�s 1 . 24 I. Li ES 464)161 04 PROPE• ' MEP' ilfeNVAMPLa ! ft 4 a 1 �. s , .'fir Fib ' -iii4 —...,.....................iLIJ TO NEW SOUTH YARD PROPERTt LINE 0 0 6 ; ` +4.yp,4%,*a A ii , ) to s 1 .�, v ice,„�_,w„ .m 11' * C ` r !r Q oy, F. y A al a aPI in T . =, I 4 2i f.. illi 1 il 11 ifi 4141 yrel4 X O. / ii" i DESCRIPTION OF PIPELINE I PIPELINE SHOWN BOLD CARRIER CASING CARRIER CASING PIPE PIPE PIPE PIPE SIZE: B'X4' N/A LENGTH ON R/W: 100' N/A CONTENTS: STORM WATER WORKING PRESSURE: GRAVITY ON PIPE MATERIAL: CCR TE - BURY: BASE/RAIL TO TOP OF CASING 81a " SPECIFICATION / GRADE: 5000 PS - BURY: NATURAL GROUND 3 WALL THICKNESS: NSA - BURY: ROADWAY DITCHES 3' COATING: - CATHODIC PROTECTION N/A VENTS: NUMBER N/A SIZE - HEIGHT OF VENT ABOVE GROUND - NOTE: CASING TO BE JACKED OR DRY BORED ONLY NEAR PEARLAND COUNTY OF BRAZOR I A STATE OF TX KLC DRAWING NO. 1-43324 CITY OF PE:ARLAND APPENDIX I APPENDIX I BNSF WATER PIPELINE LICENSE 12/2008 Lew Department Approved Tracking#08.35802 PIPELINE LICENSE THIS LICENSE ("License"), made as of the 20th day of June, 2008 ("Effective Date") by and between BNSF RAILWAY COMPANY, a Delaware corporation ("Licensor") and CITY OF PEARLAND a Texas corporation ("Licensee"). NOW THEREFORE, in consideration of the mutual covenants contained herein,the parties agree to the following: GENERAL 1 Licensor hereby grants Licensee a non-exclusive license, subject to all rights, interests, and estates of third parties, Including, without limitation, any leases, use rights, easements, liens, or other encumbrances, and upon the terms and conditions set forth below, to construct and maintain, in strict accordance with the drawings and specifications approved by Licensor as part of Licensee's application process (the "Drawings and Specifications, One (1) PVC Pipeline(s), Twelve (12) inches in diameter inside a Twenty-four (24) inch Steel casing ("PIPELINE"), across'or along the rail corridor of Licensor at or near the station of Pearland, County of Brazoria,State of Texas, Line Segment 7501, Mile Post 8.78 as shown on the attached Drawing No. 1-43342, dated March 07, 2008, attached hereto as Exhibit"A"and made a part hereof("Premises"). 2. Licensee shall not disturb any improvements of Licensor or Licensor's existing lessees, Licensees, easement beneficiaries or lien holders, if any, or interfere with the use of such improvements. 3. Licensee shall use the Premises solely for construction and maintenance of a PIPELINE in accordance with the Drawings and Specifications carrying water Licensee shall not use the PIPELINE to carry any other commodity or use the Premises for any other purpose. Licensee covenants that it will not handle or transport "hazardous waste" or "hazardous substances", as "hazardous waste" and "hazardous substances" may now or in the future be defined by any federal, state, or local governmental agency or body through the PIPELINE on Licensor's property. Licensee agrees periodically to furnish Licensor with proof, satisfactory to Licensor that Licensee is in such compliance. Should Licensee not comply fully with the above-stated obligations of this Section, notwithstanding anything contained in any other provision hereof, Licensor may,at its option,terminate this License by serving five (5)days'notice of termination upon Licensee. Upon termination, Licensee shall remove the PIPELINE and restore Licensor's property as herein elsewhere provided. 4 In case of the eviction of Licensee by anyone owning or claiming title to or any Interest in the Premises, or by the abandonment by Licensor of the affected rail corridor, Licensor shall not be liable to refund Licensee any compensation paid hereunder, except for the pro- rata part of any recurring charge paid in advance, or for any damage Licensee sustains in connection therewith. 5. Any contractors or subcontractors performing work on the PIPELINE or entering the Premises on behalf of Licensee shall be deemed servants and agents of Licensee for purposes of this License. Form 424,Rev.04/26105 -1 - Law Department Approved Tracking#08-35802 TERM 6. This License shall, commence on the Effective Date and shall continue for a period of twenty-five(25)years, subject to prior termination as hereinafter described. COMPENSATION. 7 (a) Licensee shall pay Licensor, prior to the,Effective Date, the sum of Two Thousand Five Hundred and No1100 Dollars ($2500.00) as compensation for the use of the Premises. (b) Licensee agrees to reimburse Licensor (within thirty (30) days after receipt of bills therefor) for all costs and expenses incurred by Licensor in connection with Licensee's use of the Premises or the presence, construction and maintenance of the PIPELINE, including but not limited to the furnishing of Licensor's Flagman and any vehicle rental costs incurred. The cost of flogger services provided by the Railway, when deemed necessary by the Railways representative,will be borne by the Licensee.The estimated cost for one;(1)fiagger is$600.00 for an eight(8)hour basic day with time and one-half or double time for overtime, rest days and holidays. The estimated cost for each ,flagger includes vacation allowance, paid. holidays, Railway and unemployment ; insurance, public liability and property damage insurance, health and welfare benefits, transportation, meals, lodging and supervision. Negotiations for Railway labor or collective bargaining agreements and rate changes authorized by appropriate Federal authorities may increase actual or estimated flagging rates. The flagging rate in effect at the time of performance by the Contractor hereunder will be used to calculate the actual costs of flagging pursuant to this paragraph. (c) All invoices are due thirty (30) days after the date of invoice. In the event that Licensee shall fail to pay any monies due.to Licensor within thirty(30) days after the invoice date, then Licensee shall pay interest on such unpaid,sum from thirty (30) days after its invoice date to the date of payment by Licensee at an annual rate equal to (i) the greater of (a) for the period January 1 through June 30, the prime rate last published in The Wall Street Journal in the preceding December plus two and one-half percent(2 1/2%), and for the period July 1 through December 31, the prime rate last published in The Wall Street Journal in the preceding June plus two and one-half percent(2 1/2%), or(b)twelve percent(12%), or(ii)the maximum rate permitted by law,whichever is less. COMPLIANCE WITH LAWS 8. (a) Licensee shall observe and comply with any and all laws, statutes, regulations, ordinances, orders, covenants, restrictions, or decisions of any court of competent jurisdiction ("Legal Requirements') relating to the construction, maintenance, and use of the PIPELINE and the use of the Premises. (b) Prior to entering the Premises, Licensee shall and shall cause its contractor to comply with all Licensor's applicable safety rules and regulations. Prior to commencing any work on the Premises, Licensee shall complete and shall require Form 424;Rev.04/26/05 -2- Law Department Approved Tracking#0845802 its contractor to complete the safety-training program at the following Internet Website 'http://contractororientation.com" This training must be completed no more than one year in advance of Licensee's entry on the Premises. DEFINITION OF COST AND EXPENSE 9. For the purpose of this License, "cost' or"costs" 'expense" or'expenses" includes,,but is not limited to, actual labor and material costs including all assignable additives, and material and supply costs at current value where used. RIGHT OF LICENSOR TO USE 10. Licensor excepts and reserves the right, to be exercised by Licensor and any other parties who may obtain written permission or authority from Licensor (a) to maintain, renew, use, operate, change, modify and relocate any existing pipe, power, communication lines and appurtenances and other facilities or structures of like character upon, over, under or across the Premises; (b) to construct, maintain, renew, use, operate, change, modify and relocate any tracks or additional facilities or structures upon, over, under or across the Premises; or (c) to use the Premises in any manner as the Licensor in its sole discretion deems appropriate, provided Licensor uses all commercially reasonable efforts to avoid material interference with the use of the Premises by Licensee for the purpose specified in Section 3 above. LICENSEE'S OPERATIONS 11. (a) Licensee shall notify Licensor's Roadmaster, at 1301 N Gordon, Alvin, TX 77511, telephone 713-847-3176(Office)817-965-4191 (Cell), at least five (5)business days prior to installation of the PIPELINE and prior to entering the Premises for any subsequent maintenance thereon. (b) In performing the work described in Section 3, Licensee shall use only public roadways to cross from one side of Licensor's tracks to the other 12. (a) Under no conditions shall Licensee be permitted to conduct any tests, investigations or any other activity using mechanized equipment and/or machinery, or place or store any mechanized equipment, tools or other materials, within twenty-five (25) feet of the centerline of any railroad track on the Premises unless Licensee has obtained prior written approval from Licensor Licensee shall, at its sole cost and expense, perform all activities on and about the Premises in such a manner as not at any time to be a source of danger to or interference with the existence or use of present or future tracks, roadbed or property of Licensor, or the safe operation and activities of Licensor If ordered to cease using the Premises at any time by Licensor's personnel due to any hazardous condition, Licensee shall immediately do so. Notwithstanding the foregoing right of Licensor,the parties agree that Licensor has no duty or obligation to monitor Licensee's use of the Premises to determine the safe nature thereof, it being solely Licensee's responsibility to ensure that Form 424;Rev.04/26/05 -3- Law Department Approved Tracking#08-35802 Licensee's use of the Premises is safe. Neither the exercise nor the failure by Licensor to exercise any rights granted in this Section will alter the liability allocation provided by this License. (b) Licensee shall, at its sole cost and expense, construct and maintain the PIPELINE in such a manner and of such material that it will not at any time be a source of danger to or interference with the existence or use of present or future tracks, roadbed or property of Licensor, or the 'safe operation and activities of Licensor Licensor may direct one of its field engineers to observe or inspect the construction and/or maintenance of the PIPELINE at any time for compliance with the Drawings and Specifications. If ordered at any time to halt construction or maintenance of the PIPELINE by Licensor's personnel due to non-compliance with the same or any other hazardous condition, Licensee shall immediately do so. Notwithstanding the foregoing right of Licensor,the parties agree that Licensor has no duty or obligation to observe or inspect, or to halt work on, the PIPELINE, it being solely Licensee's responsibility to ensure that the PIPELINE is constructed in strict accordance with the Drawings and Specifications and in a safe and workmanlike manner in compliance with all terms hereof. Neither,the exercise nor the failure by Licensor to exercise any right granted by this Section will alter in any way the liability allocation provided by this License. if at any time Licensee shall, in the sole judgment of Licensor,fail to properly perform its obligations under this Section, Licensor may, at its option and at Licensee's sole expense, arrange for the performance of such work as it deems necessary for the safety of its operations and activities. Licensee shall promptly reimburse Licensor for all costs and expenses of such work, upon receipt of an invoice for the same. Licensor's failure to perform any obligations of Licensee shall not alter the liability allocation hereunder 13. During the construction and any subsequent maintenance performed on the PIPELINE, Licensee shall perform such work in a manner to preclude damage to the property of Licensor, and preclude interference with the operation of its railroad. The construction of the PIPELINE shall be completed within one (1) year of the Effective Date. Upon completion of the construction of the PIPELINE and after performing any subsequent maintenance thereon, Licensee shall, at L.icensee's own cost and expense, restore Licensor's Premises to their former state as of the Effective Date of this License. 14 if at any time during the term of this License, Licensor shall desire the use of its rail corridor in such a manner as would, in Licensor's reasonable opinion, be interfered with by the PIPELINE, Licensee shall, at its sole expense, within thirty (30) days after receiving written notice from Licensor to such effect, make such changes in the PIPELINE as in the sole discretion of Licensor may be necessary to avoid interference with the proposed use of Licensor's rail corridor, including, without limitation, the relocation of the existing or the construction of new a PIPELINE(s). 15. (a) Prior to Licensee conducting any boring work on or about any portion of the Premises, Licensee shall explore the proposed location for such work with hand tools to a depth of at least three (3) feet below the surface of the ground to determine whether pipelines or other structures exist below the surface, provided, however, that in lieu of the foregoing, the Licensee shall have the right to use suitable detection equipment or other generally accepted industry practice (e.g„ consulting with the Underground Services Association) to determine the existence Form 424;Rev 0426105 -4- Law Department Approved Tracking#08-35802 or location of pipelines and other subsurface structures prior to drilling or excavating with mechanized equipment. Upon Licensee's written request,which shall be made thirty (30) business days in advance of Licensee's requested construction of the PIPELINE, Licensor will provide Licensee any information that Licensor has in the possession of its Engineering Department concerning the existence and approximate location of Licensor's underground utilities and pipelines at or near the vicinity of the proposed PIPELINE. Prior to conducting any such boring work, the Licensee will review all such material. Licensor does not warrant the accuracy or completeness of information relating to subsurface conditions and Licensee's operations will be subject at all times to the liability provisions herein. (b) For all bores greater than 26-inch diameter and at a depth less than 10.0 feet below bottom of rail, a soil investigation will need to be performed by the Licensee and- reviewed by Licensor prior to construction. This study is to determine if granular material is present, and to prevent subsidence during'the installation process. If the investigation determines in Licensor's reasonable opinion that granular material is present, Licensor may select a new location for Licensee's use, or may require Licensee to furnish for Ucensor's review and approval, in its sole discretion a remedial plan to deal with the granular material. Once Licensor has approved any such remedial plan in writing, Licensee shall, at its sole cost and expense, carry out the approved plan in accordance with all terms thereof and hereof 16. Any open hole, boring or well constructed on the Premises by Licensee shall be safely covered and secured at all times when Licensee is not working in the actual vicinity thereof. Following completion of that portion of the work, all holes or borings constructed on-the Premises by Licensee shall be: (a) filled in to surrounding ground level with compacted bentonite grout;or (b) otherwise secured or retired in accordance with any applicable Legal Requirement. No excavated materials may remain on Licensor's property for more than ten (10) days, but must be properly disposed of by Licensee, in accordance with applicable Legal Requirements. 17 Upon termination of this License, Licensee shall, at its sole cost and expense: (a) remove the PIPELINE and all appurtenances thereto, or, at the sole discretion of the Licensor, fill and cap or otherwise appropriately decommission the PIPELINE with a method satisfactory to Licensor, (b) report and restore any damage to the Premises arising from, growing out of, or connected with Licensee's use of the Premises; (c) remedy any unsafe conditions on the Premises created or aggravated by Licensee; and (d) _ leave the Premises in the condition which existed as of the Effective Date of this License. Form 424,Rev.04/26/05 -5- L'aw Department Approved Tracking 08-35802 shall retain/maintain a fullyexecuted copyof this License at 18. Licensee's on site supervisions all times while on the Premises. N LIABILITY 19. (a) TO THE FULLEST EXTENT PERMITTED BY LAW, LICENSEE SHALL RELEASE, INDEMNIFY, DEFEND AND HOLD HARMLESS LICENSOR AND LICENSOR'S AFFILIATED COMPANIES; PARTNERS, SUCCESSORS, ASSIGNS, LEGAL REPRESENTATIVES, OFFICERS, DIRECTORS, SHAREHOLDERS, EMPLOYEES AND AGENTS (COLLECTIVELY, "INDEMNITEES") FOR, FROM AND AGAINST ANY AND ALL CLAIMS, LIABILITIES, FINES, PENALTIES, COSTS, DAMAGES, LOSSES, LIENS, CAUSES OF ACTION, SUITS, DEMANDS, JUDGMENTS AND EXPENSES (INCLUDING, WITHOUT LIMITATION, COURT COSTS, ATTORNEYS' FEES AND COSTS OF INVESTIGATION, REMOVAL AND REMEDIATION AND GOVERNMENTAL OVERSIGHT COSTS) ENVIRONMENTAL OR OTHERWISE (COLLECTIVELY "LIABILITIES") OF ANY NATURE, KIND OR DESCRIPTION OF ANY PERSON OR ENTITY DIRECTLY OR INDIRECTLY ARISING OUT OF, RESULTING FROM OR RELATED TO (IN WHOLE OR IN PART): (i) THIS LICENSE, INCLUDING, WITHOUT LIMITATION, ITS ENVIRONMENTAL PROVISIONS, (ii) ANY RIGHTS OR INTERESTS GRANTED PURSUANT TO THIS LICENSE, (iii) LICENSEE'S OCCUPATION AND USE OF THE PREMISES, (iv) THE ENVIRONMENTAL CONDITION AND STATUS OF THE PREMISES CAUSED BY OR CONTRIBUTED BY LICENSEE,OR (v) ANY ACT OR OMISSION OF LICENSEE OR LICENSEE'S OFFICERS, AGENTS, INVITEES, EMPLOYEES, OR CONTRACTORS, OR ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY ANY OF THEM,OR ANYONE THEY CONTROL OR EXERCISE CONTROL OVER, EVEN IF SUCH LIABILITIES ARISE 'FROM OR ARE ATTRIBUTED TO, IN WHOLE OR IN PART, ANY NEGLIGENCE OF ANY 1NDEMNITEE. THE ONLY LIABILITIES WITH RESPECT TO WHICH LICENSEE'S OBLIGATION TO INDEMNIFY THE INDEMNITEES DOES NOT APPLY ARE LIABILITIES TO THE EXTENT PROXIMATELY CAUSED BY THE GROSS NEGLIGENCE OR WILLFUL MISCONDUCT OF AN INDEMNITEE. (b) FURTHER, TO THE FULLEST EXTENT PERMITTED BY LAW, NOTWITHSTANDING THE LIMITATION IN SECTION 19(a), LICENSEE SHALL NOW AND FOREVER WAIVE ANY AND ALL CLAIMS, REGARDLESS WHETHER BASED ON THE STRICT LIABILITY, NEGLIGENCE OR OTHERWISE, THAT RAILROAD IS AN "OWNER", "OPERATOR", Form 424;Rev 04/26/05 -6- Law Department Approved Tracking#08-35802 "ARRANGER", OR "TRANSPORTER"WITH RESPECT TO THE PIPELINE FOR THE PURPOSES OF CERCLA OR OTHER ENVIRONMENTAL LAWS. LICENSEE WILL INDEMNIFY, DEFEND AND HOLD THE INDEMNITEES HARMLESS FROM ANY AND ALL SUCH CLAIMS REGARDLESS OF THE NEGUGENCE OF THE INDEMNITEES. LICENSEE FURTHER AGREES THAT THE USE OF THE PREMISES AS CONTEMPLATED BY THIS LICENSE SHALL NOT IN ANY WAY SUBJECT LICENSOR TO CLAIMS THAT LICENSOR IS OTHER THAN A COMMON CARRIER FOR PURPOSES OF ENVIRONMENTAL LAWS AND EXPRESSLY AGREES TO INDEMNIFY, DEFEND, AND HOLD THE INDEMNITEES HARMLESS FOR ANY AND ALL SUCH CLAIMS. IN NO EVENT SHALL LICENSOR BE RESPONSIBLE FOR THE ENVIRONMENTAL CONDITION OF THE PREMISES. (c) TO THE FULLEST EXTENT PERMITTED BY LAW, LICENSEE FURTHER AGREES, REGARDLESS OF ANY NEGUGENCE OR ALLEGED NEGLIGENCE OF ANY INDEMNITEE, TO INDEMNIFY, AND HOLD HARMLESS THE INDEMNITEES AGAINST AND ASSUME THE DEFENSE OF ANY UABILITIES ASSERTED AGAINST OR SUFFERED BY ANY INDEMNITEE UNDER OR RELATED TO THE FEDERAL EMPLOYERS' LIABILITY ACT ("FELA") WHENEVER EMPLOYEES OF LICENSEE OR ANY OF ITS AGENTS, INVITEES, OR CONTRACTORS CLAIM OR ALLEGE THAT THEY ARE EMPLOYEES OF ANY INDEMNITEE OR OTHERWISE. THIS INDEMNITY SHALL ALSO EXTEND, ON THE SAME BASIS, TO FELA CLAIMS BASED ON ACTUAL OR ALLEGED VIOLATIONS OF ANY FEDERAL,STATE OR LOCAL LAWS OR REGULATIONS, INCLUDING BUT NOT LIMITED TO THE SAFETY APPLIANCE ACT, THE BOILER INSPECTION ACT, THE OCCUPATIONAL HEALTH AND SAFETY ACT, THE RESOURCE CONSERVATION AND RECOVERY ACT, AND ANY SIMILAR STATE OR FEDERAL STATUTE. (d) Upon written notice from Licensor, Licensee agrees to assume the defense of any lawsuit or other proceeding brought against any Indemnitee by any entity, relating to any matter covered by this License for which Licensee has an obligation to assume liability for and/or save and hold harmless any Indemnitee. Licensee shall pay all costs incident to such defense, including, but not limited to, attorneys' fees, investigators' fees, litigation and appeal expenses, settlement payments, and amounts paid in satisfaction of judgments. PERSONAL PROPERTY WAIVER 20. ALL PERSONAL PROPERTY, INCLUDING, BUT NOT LIMITED TO, FIXTURES, EQUIPMENT, OR RELATED MATERIALS UPON THE PREMISES WILL BE AT THE RISK OF LICENSEE ONLY, AND NO INDEMNITEE WILL BE LIABLE FOR ANY DAMAGE THERETO OR THEFT THEREOF,WHETHER OR NOT DUE IN WHOLE OR IN PART TO THE NEGLIGENCE OF ANY INDEMNITEE. INSURANCE 21 Licensee shall, at its sole cost and expense, procure and maintain during the life of this Agreement the following insurance coverage: Form 424;Rev.04/26/05 -7- Law Department.Approved Tracking#08-35802 A. Commercial General Liability Insurance. This insurance shall contain broad form contractual liability with a combined single limit of a minimum of $5,000,000 each occurrence and an aggregate limit of at least $10,000,000. Coverage must be purchased on a post 1998 ISO occurrence or equivalent and include coverage for, but not limited to,the following: • Bodily Injury and Property Damage ♦ Personal Injury and Advertising injury, ♦ Fire legal liability • Products and completed operations This policy shall also contain the following endorsements, which shall be indicated on the certificate of insurance: • The employee and workers compensation related exclusions in the above policy shall not apply with respect to claims'related to railroad employees. • The definition of insured contract shall be amended to remove any exclusion or other limitation for any work being done within 50 feet of railroad property. • Any exclusions related to the explosion, collapse and underground hazards shall be removed. No other endorsements limiting coverage may be included on the policy B. Business Automobile Insurance. This insurance shall contain a combined single limit of at least$1,000,000 per occurrence, and include coverage for, but not limited. to the following: • Bodily injury and property damage `R • Any and all vehicles owned, used or hired C Workers Compensation and Employers Liability Insurance. This insurance shall include coverage for, but not limited to: • Licensee's statutory liability under the worker's compensation laws of the state(s)in which the work is to be performed. If optional under State law,the insurance must cover all employees anyway • Employers'Liability(Part B)with limits of at least$500,000 each accident, $500,000 by disease policy limit, $500,000 by disease each employee. D Railroad Protective Liability Insurance. This insurance shall name only the Licensor as the Insured with coverage of at least $5,000,000 per occurrence and $10,000,000 in the aggregate. The coverage obtained under this policy shall only be effective during the initial installation and/or construction of the PIPELINE. THE CONSTRUCTION OF THE PIPELINE SHALL BE COMPLETED WITHIN ONE (1) YEAR OF THE EFFECTIVE DATE. If further maintenance of the PIPELINE is needed at a later date, an additional Railroad Protective Liability Insurance Policy shall be required. The policy shall be issued on a standard ISO form CG 00 35 10 93 and include the following' • Endorsed to include the Pollution Exclusion Amendment(ISO form CG 28 31 10 93) • Endorsed to include the Limited Seepage and Pollution Endorsement. • Endorsed to include Evacuation Expense Coverage Endorsement. • No other endorsements restricting coverage may be added. Form 424;Rev.04126/05 -8- V Law Department Approved Tracking#08-35802 } • The original policy must be provided to the Ucensor prior to performing any work or services under this Agreement. In lieu of providing a Railroad Protective Liability Policy, Licensee may participate in Ucensor's Blanket Railroad Protective Uability Insurance Policy available to Licensee or its contractor The limits of coverage are the same as above. The cost is$1000.00. X i elect to participate in Licensor's Blanket Policy; i I elect not to participate in Licensor's Blanket Policy Other Requirements: Where allowable by law, all policies (applying to coverage listed above) shall contain no exclusion for punitive damages and certificates of insurance shall reflect that no exclusion exists. Licensee agrees to waive its right of recovery against Licensor for all claims and suits against Ucensor In addition, its insurers, through policy endorsement, waive their right of subrogation against Licensor for all claims and suits. The certificate of insurance must reflect waiver of subrogation endorsement. Licensee further waives its right of recovery, and its insurers also waive their right of subrogation against Licensor for loss of its owned or leased property or property under its care, custody, or control. 10 Licensee's insurance policies through policy endorsement must include wording which states that the policy shall be primary and non-contributing with respect to any insurance carried by Licensor The certificate of insurance must reflect that the above wording is included in evidenced policies. All policy(ies) required above (excluding Workers Compensation, Contractor's Pollution Legal Liability and if applicable, Railroad Protective) shall include a severability of interest endorsement and shall name Licensor and Staubach Global Services - RR, Inc. as an additional insured with respect to work performed under this agreement. Severability of interest and naming Licensor and Staubach Global Services - RR, Inc. as additional insureds shall be indicated on the certificate of insurance. Licensee is not allowed to self-insure without the prior written consent of Licensor If granted by Licensor, any deductible, self-insured retention or other financial responsibility for claims shall be covered directly by Ucensee in lieu of insurance. Any and all Ucensor liabilities that would otherwise, in accordance with the provisions of this Agreement, be covered by Licensee's insurance will be covered as if Licensee elected not to include a deductible, self-insured retention, or other financial responsibility for claims. Prior to commencing the Work, Licensee shall furnish to Licensor an acceptable certificate(s) of insurance including an original signature of the authorized representative evidencing the required coverage, endorsements, and amendments. The policy(ies) shall contain a provision that obligates the insurance company(ies) issuing such policy(ies) to notify Licensor in writing at least 30 days prior to any cancellation, non-renewal,substitution or material alteration. This cancellation provision shall be indicated on the certificate of Form 424.Rev 04/26/05 -9- Law Department Approved Tracking#08 35802 insurance. In the event of a claim or lawsuit involving Railroad arising out of this agreement, Licensee will make available any required policy covering such claim or lawsuit. Any,insurance policy shall be written by a reputable insurance company acceptable to Licensor or with a current Best's Guide Rating of A-and Class VII or better,and authorized to do business in the state(s)in which the service is to be provided. Licensee represents that this License has been thoroughly reviewed by Licensee's insurance agent(s)/broker(s), who have been instructed by Licensee to procure the insurance coverage required by this Agreement. Allocated Loss Expense shall be in addition to all policy limits for coverages referenced above. Not more frequently than once every five years, Licensor may reasonably'modify the required insurance coverage to reflect then-current risk management practices In the railroad industry and underwriting:practices in the,insurance industry. If any portion of the operation is to be subcontracted by Licensee, Licensee shall require that the subcontractor shall provide and maintain insurance coverages as set forth herein, naming Licensor as an additional insured, and 'shall require that the subcontractor shall release, defend and indemnify Licensor to the same extent and under the same terms and conditions as Licensee is required to release, defend and indemnify Licensor herein. Failure to provide evidence as required by this section shall entitle, but not require, Licensor to terminate this License immediately Acceptance of a certificate that does not comply with this section shall not operate as a waiver of Licensee's obligations hereunder The fact that insurance (including, without limitation, self-insurance) is obtained by Licensee shall not be deemed to release or diminish the liability of Licensee including, without limitation, liability under the indemnity provisions of this License. Damages recoverable by Licensor shall not be limited, by the amount of the required insurance coverage. For purposes of this section, Licensor shall mean 'Burlington Northern Santa Fe Corporation', 'BNSF Railway Company" and the subsidiaries; successors, assigns and affiliates of each. ENVIRONMENTAL 22. (a) Licensee shall strictly comply with all federal, state and local environmental laws and regulations in its use of the Premises, including, but not limited to, the Resource Conservation and Recovery Act, as amended (RCRA), the Clean Water Act, the Oil Pollution Act, the Hazardous Materials Transportation Act, CERCLA (collectively referred to as the'Environmental Laws°). Licensee shall not maintain a treatment, storage, transfer or disposal facility, or underground storage tank, as defined by Environmental Laws on the Premises. Licensee shall not release or suffer the release of oil or hazardous substances, as defined by Environmental Laws on or about the Premises. (b) Licensee shall give Licensor immediate notice to Licensor's Resource Operations Center at (800) 832-5452 of any release of hazardous substances on or from the Form 424;Rev.04/26/05 -10- Law Department Approved TYacidng#08-35802 Premises, violation of Environmental Laws, or inspection or inquiry by governmental authorities charged with enforcing Environmental Laws with respect to Licensee's use of the Premises. Licensee shall use the best efforts to promptly respond to any release on or from the Premises. Licensee also shall give Licensor immediate notice of all measures undertaken on behalf of Licensee to investigate, remediate, respond to or otherwise cure such release or violation. (c) In the event that Licensor has notice from Licensee or otherwise of a release or violation of Environmental Laws arising in any way with respect to the PIPELINE which occurred or may occur during the term of this License, Licensor may require Licensee, at Licensee's sole risk and expense, to take timely measures to investigate, remediate, respond to or otherwise cure such release or violation affecting the Premises or Licensor's right-of-way (d) Licensee shall promptly report to Licensor in writing any conditions or activities upon the Premises known to Licensee which create a risk of hams to persons, property or the environment and shall take whatever action is necessary to prevent injury to persons or property arising out of such conditions or activities; provided, however, that Licensee's reporting to Licensor shall not relieve Licensee of any obligation whatsoever imposed on it by this License. Licensee shall promptly respond to Licensor's request for information regarding said conditions or activities. ALTERATIONS 23. Licensee may not make any alterations to the Premises or permanently affix anything to the Premises or any buildings or other structures adjacent to the Premises without Licensor's prior written consent. NO WARRANTIES 24. LICENSOR'S DUTIES AND WARRANTIES ARE LIMITED TO THOSE EXPRESSLY STATED IN THIS LICENSE AND SHALL NOT INCLUDE ANY IMPLIED DUTIES OR IMPLIED WARRANTIES, NOW OR IN THE FUTURE. NO REPRESENTATIONS OR WARRANTIES HAVE BEEN MADE BY LICENSOR OTHER THAN THOSE CONTAINED IN THIS LICENSE. LICENSEE HEREBY WAIVES ANY AND ALL WARRANTIES, EXPRESS OR IMPLIED, WITH RESPECT TO THE PREMISES OR WHICH MAY EXIST BY OPERATION OF LAW OR IN EQUITY, INCLUDING, WITHOUT LIMITATION, ANY WARRANTY OF MERCHANTABILITY, HABITABILITY OR FITNESS FOR A PARTICULAR PURPOSE. QUIET ENJOYMENT 25. LICENSOR DOES NOT WARRANT ITS TITLE TO THE PROPERTY NOR UNDERTAKE TO DEFEND LICENSEE IN THE PEACEABLE POSSESSION OR USE THEREOF. NO COVENANT OF QUIET ENJOYMENT IS MADE. DEFAULT 26. If default shall be made in any of the covenants or agreements of Licensee contained in this document, or in case of any assignment or transfer of this License by operation of law, Form 424;Rev 04/26/05 f -11 - \1 Law Department Approved Traddng#08-35802 Licensor may, at its option, terminate this License by serving five(5)days'notice in writing upon Licensee. Any waiver by Licensor of any default or defaults shall not constitute a waiver of the right to terminate this License for any subsequent default or defaults, nor shall any such waiver in any way affect Licensor's ability to enforce any Section of this License. The remedy set forth in this Section 26 shall be in addition to, and not in limitation of, any other remedies that Licensor may have at law or in equity LIENS AND CHARGES 27 Licensee shall promptly pay and discharge any and all liens arising out of any construction, alterations or repairs done, suffered or permitted to be done by Licensee on Premises. Licensor is hereby authorized to post any notices or take any other action upon or with respect to Premises that is or may be permitted by law to prevent the attachment of any such liens to Premises; provided, however, that failure of Licensor to take any such action shall not relieve Licensee of any obligation or liability under this Section 27 or any other Section of this License. Licensee shall pay when due any taxes, assessments or other charges (collectively, "Taxes') levied or assessed upon the Improvements by any governmental or quasi-governmental body or any Taxes levied or assessed against Licensor or the Premises that are attributable to the Improvements. TERMINATION 28. This License may be terminated by Licensor, at any time, by serving thirty(30)days'written notice of termination upon Licensee. This License may be terminated by Licensee upon execution of Licensor's Mutual Termination Letter Agreement then in effect. Upon expiration of the time specified in such notice, this License and all rights of Licensee shall absolutely cease. 29. If Licensee fails to surrender to Licensor the Premises, upon any termination of this License, all liabilities and obligations of Licensee hereunder shall continue in effect until the Premises are surrendered. Termination shall not release Licensee from any liability or obligation, whether of indemnity or otherwise, resulting from any events happening prior to the date of termination. ASSIGNMENT 30. Neither Licensee, nor the heirs, legal representatives, successors, or assigns of Licensee, nor any subsequent assignee, shall assign or transfer this License or any interest herein, without the prior written consent and approval of Licensor, which may be withheld in Licensor's sole discretion. NOTICES 31 Any notice required or permitted to be given hereunder by one party to the other shall be in writing and the same shall be given and shall be deemed to have been served and given if (i) placed in the United States mail, certified, return receipt requested, or(ii) deposited into the custody of a nationally recognized overnight delivery service, addressed to the party to be notified at the address for such party specified below, or to such other address as the party to be notified may designate by giving the other party no less than thirty (30) days' advance written notice of such change in address. Form 424,Rev.04/26/05 - 12- .� Law Department Approved Tracking#0845802 t � J If to.Licensor Staubach Global Services-RR, Inc. 3017 Lou Menk Drive, Suite 100 Fort Worth, TX 76131-2800 Attn: Licenses/Permits with a copy to: BNSF Railway Company 2500 Lou Menk Dr —AO83 Fort Worth,TX 76131 Attn: Manager—Land Revenue Management If to Licensee: City of Pearland 3519 Liberty Dr Pearland,TX 77581 SURVIVAL 32. Neither termination nor expiration will release either party from any liability or obligation under this License, whether of indemnity or otherwise, resulting from any acts, omissions or events happening prior to the date of termination or expiration, or, if later, the date when the PIPELINE and improvements are removed and the Premises are restored to its condition as of the Effective Date. RECORDATION 33. It is understood and agreed that this License shall not be placed on public record. APPLICABLE LAW 34 All questions concerning the interpretation or application of provisions of this License shall be decided according to the substantive laws of the State of Texas without regard to conflicts of law provisions. SEVERABILiTY 35. To the maximum extent possible, each provision of this License shall be interpreted in such manner as to be effective and valid under applicable law, but if any provision of this License shall be prohibited by, or held to be invalid under, applicable law, such provision shall be ineffective solely to the extent of such prohibition or invalidity, and this shall not invalidate the remainder of such provision or any other provision of this License INTEGRATION 36. This License is the full and complete agreement between Licensor and Licensee with respect to all matters relating to Licensee's use of the Premises, and supersedes any and all other agreements between the parties hereto relating to Licensee's use of the Premises as described herein. However, nothing herein is intended to terminate any surviving obligation of Licensee or Licensee's obligation to defend and hold Licensor harmless in any prior written agreement between the parties. Form 424;Rev.04/26/05 - 13- Law Department Approved I Tracking#08-35802 MISCELLANEOUS 37 In the event that Licensee consists of two or more parties, all the covenants and agreements of Licensee herein contained shall be the joint and several covenants and agreements of such parties. 38. The waiver by Licensor of the breach of any provision herein by Licensee shall in no way impair the right of Licensor to enforce that provision for any subsequent breach thereof. Staubach Global Services—RR, Inc. is acting as representative for BNSF Railway Company IN WITNESS WHEREOF, this License has been duly executed, In duplicate, by the parties hereto as of the day and year first above written. BNSF RAILWAY COMPANY Staubach Global Services-RR, Inc., its Attorney in.Fact 3017 Lou Menk Drive, Suite 100 Fort Worth,TX 761 By Ed Darter kN Title: Vice President-National Accounts :74 CITY OF PEARLAND 3519 Liberty Dr Pearland, TX 77511 By rile: Cif ill i'ta'er Form 424;Rev.04/26/05 < i -14- i TRACKING NO.08-35802 \1 EXHIBIT "A" ATTACHED TO CONTRACT BETWEEN BNSF RAILWAY COMPANY AND M CITY OF PEARLAND fV I ,021,S F ,Q w SCALE: 1 IN.=400 FT. LIN- w GULF DIV. MYKAWA SUBDIV. L.S. 7501 02 DATE 03/07/2008 nr • C t 6a" , I ar Pli * Ir4 g PROPERTY LANE Fir J I� r N ''.., 7714,44 w I J TO T&N \ "f' IA TO MAIN ® 1 PRO RTY1LINE or 0 N . MP 8.78 8 0'°` V 0 4. XiES 484*57 8 ""a as.� a. vm 4 P CVd Q m 4D il u i ± N 4 � i 4 / F .�N / a 1 DESCRIPTION OF PIPELINE PIPELINE SHOWN BOLD CARRIER CASING CARRIER CASING PIPE PIPE PIPE PIPE SIZE: 12" 24" LENGTH ON R/W: 103.6' 103.6' CONTENTS: WATER WORKING PRESSURE: 100 PSI PIPE MATERIAL: PVC STEEL BURY: BASE/RAIL TO TOP OF CASING 10' 10" SPECIFICATION / GRADE: C-900 36�r BURY: NATURAL GROUND 5' WALL THICKNESS: .600" . 375 BURY: ROADWAY DITCHES COATING: — — CATHODIC PROTECTION -' VENTS: NUMBER _2_ SIZE —2" HEIGHT OF VENT ABOVE GROUND 4' NOTE: CASING TO BE JACKED OR DRY BORED ONLY 1t NEAR PEARLAND COUNTY OF BRAZOR I A STATE OF TX KLC DRAWING NO 1-43342