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HomeMy WebLinkAboutR2005-0015 03-28-05 RESOLUTION NO. R2005-15 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS, AWARDING A BID FOR CONSTRUCTION SERVICES ASSOCIATED WITH THE MAGNOLIA SEWER PROJECT. 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 Sewer Project, and such bids have been reviewed and tabulated. Section 2. That the City Council hereby awards the bid to Reddico Construction Company, in the amount of $933,509.50. Section 3. The City Manager or his designee is hereby authorized to execute a contract for construction services associated with the Magnolia Sewer Project. PASSED, APPROVED and ADOPTED this the 24th day of January ., A.D., 2005. ATTEST: APPROVED AS TO FORM: DARRIN M. COKER CITY ATTORNEY TOM REID MAYOR Mr. Joe Wertz City of Pearland 3519 Liberty Drive Pearland, Texas 77581 December 27, 2004 S&B Letter No.: U0071.016 S&B Project No.: U0071 City of Pearland Bid No.: B2004-017 Re: Award Recommendation Letter Utility Relocations Along Magnolia Street From Magnolia Estates Blvd. to Main (SH35) 30" Sanitary Sewer Dear Mr. Wertz: S&B Infrastructure, Ltd. (S&B) is pleased to present this Recommendation of Award Letter for the referenced project. After review of the submitted bids, S&B recommends awarding the project to Reddico Construction Company, Inc. for the amount of $ 933,509.50. A copy of the detailed bid tabulation sheet is attached. Some bid amounts did contain multiplication and addition errors. The correct totals were determined using Section 15.1 of the Instructions to Bidders section of the Project Manual. We appreciate the opportunity to present this letter to the City of Pearland and look forward to assisting the City during the construction phase. If you have any questions or need more information, please call me at 713-845-5417. Sincerely, Mike Harju, P.E. Project Manager Attch: Cc: Mr. Gordon Island - CoP Ms. Peggy Betzer - CoP Mr. Mike Harju - S&B JMH/jmh S:\project\u0071\Admin\Letters\016-1etter of award-12-23-04 Reddico-mag ss.doc 3535 Sage Road · Houston, Texas 77056-7011 · 713.845.5401 ° Fax 713.993.9301 Documents in them entirety are available upon ~equesl. Contract Documents & Specifications for UTILITY RELOCATIONS ALONG MACNO~IA STREET FROM MAGNOLIA ESTATES BLVD, TO MAIN (SHJS) 3aiuch SANITARY SEWER B2004.011 m:; , , 1 JONhIhI~.~PJU - ..~_ _ 4W`~` !vi Vim,, v ~t ~ ~fl ~~~ r Citti1 of Pearland, Teas CITY OF PEARLAND BID PROPOSAL ,( Section 00300 BID PROPOSAL Date 12/15/04 Bid of Reddico Construction Company, Inc. ,an individual proprietorship/a corporation organized and existing under the laws of the State of Texas/a partnership consisting of , for the construction of: UTILITY RELOCATIONS ALONG MAGNOLIA STREET FROM MAGNOLIA ESTATES BLVD TO MAIN(SH35)—30" SANITARY SEWER City of Pearland,Texas BID NO.• B2004-017 (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 Bid, 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 included under the General Contract for the construction of the Utility Relocations Along Magnolia Street From Magnolia Estates Blvd.To Main (SH35)—30" Sanitary Sewer as shown on the plans with all related appurtenances, complete,tested and operational,in accordance with the plans, and specifications prepared by the Engineer, S&B Infrastructure, Ltd.,Houston,Texas,under the City of Pearland's inspection for the unit prices set forth on the attached bid sheet which bears our signature for identification. It is understood that, in the event any changes are ordered on any part of the work,the unit prices bid shall apply as additions to or deductions from the total prices for the parts of the work so changed. The bidder binds himself upon acceptance of his proposal to execute a contract and furnish performance bond and payment bond each in the amount of one hundred percent(100%) of the total contract price, according to the specified forms, for performing and completing the said work within the time stated. 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 one hundred and fifty(150) calendar days and completed and ready for final payment within one hundred and eighty(180) calendar days. Time for completion shall begin on the date established by the notice to commence work. The Contractor shall pay liquidated damages in the amount of $500/day m the event the work is not complete in this time limit. 01/2003 00300-1 CITY OF PEARLAND BID PROPOSAL a r m UNIT PRICE ITEM SPEC BID ITEM DESCRIPTION UNIT QTY BID AMOUNT BID w NO. NO. IN NUMBERS 6 L BASE BID m ru 1 01505 Ivlobilization(Limit of 3%of Total Bid) LS 1 _ 27,000.00 _ 27.000.00 2 01555 'Flagmen NR 300 vo l 34.80 10,440.00 00 ...- Traffic Control and Regulation During Construction,Including Signs and ~z 3 01555 n Barricades,in Accordance with MUTCD,Complete in Place LS i in 4,930.00 4,_930.00 in 4 01570 Trench Safety System LF 2816 c - 1.00 2,816.00 ri 5 01564 Control of Ground Water and Surface Water LF 3885 1.00 3,885.00 - 6 01560 Filter Fabric Fence,Complete in Place LF 3336 t 1.15 3,836.40 -a 7 01560 Reinforced Filter Fabric Barrier,Complete in Place LF 887 tD 1 1.50 1,330.50co w 8 02530 6-Inch Sanitary Sewer Lead,Open Cut LF 237 32.00 7..584.00 "ICA m 9 02415 6-Inch Sanitary Sewer Lead in 12-Inch Augered Steel Sleeve LF 114 0 10 02530 8-Inch Sanitary Sewer Lead,Open CutLF 78 139.00 15,846.00 _ 32.20 2,511.60 01 m ea 11 02415 0-Inch-Inch Sanitary Sewer Lead in 16-Inch Augered Steel Sleeve _ LF 65 CO125.30 8`144, w50 r. 141 12 02531 anitary Sewer Stack for 6-Inch Lead EA J 6 415.00 2,490.00 13 02531 -Inch or 8-inch Plug EA 8 v 65.00 :520.00 m 14 02530 0-Inch Sanitary Sewer,Open Cut,20-22 Feet Deep LF 945 (.4 . 106.20 100,359.00 12/2004 00300 4 4 CITY OF PEARL AND BID PROPOSAL a I — m UNIT PRICE ITEM SPEC BID ITEM DESCRIPTION UNIT QTY BID AMOUNT BID w m NO. NO. IN NUMBERS 1' 1 -4 r9 I5 02530 30-Inch Sanitary Sewer,Open Cut,22-24 Feet Deep LF 961 m 111.60 107:247.60 N r 16 1 02530 i30-Inch Sanitary Sewer,Open Cut,24-26 Feet Deep LF 595 -n _ 128.70 76.576.50 17 02415 (30-Inch Sanitary Sewer,Open Cut,22-24 Feet Deep Encased in 42-Inch LF 433 to 1Steel Sleeve 345.80 _ 149,731.40 18 02415 0-Inch Sanitary Sewer In 42-Inch Augered Steel Sleeve under State ' LF 205 rghway 35 — 526.00 107.830-00 13 19 02415 0-Inch Sanitary Sewer In 42-Inch Angered Steel Sleeve under BSFN LF 122 En Railway _ 568.10 69,308.20 c 30-Inch Sanitary Sewer In 42-Inch Angered Steel Sleeve under Magnolia r 20 02415 LF 124 Street _ 586.60 i 72,738.40 m 21 02542 8-Foot Sanitary Sewer Manhole(4-Foot Diameter)(Corrosion Resistant) EA 1 2,840.00 2,840.00 . w 22 02542 8-Foot Sanitary Sewer Manhole(5-Foot Diameter)(Corrosion Resistant) EA 12 t 5,025.00 60,300.00 w 23 02542 8-Foot Sanitary Sewer Manhole(8-Foot Diameter)(Corrosion Resistant) EA 1 w 10,225.00 , 10,225.00 f-' 24 ( 02542 Extra Depth For Sanitary Sewer Manhole(Corrosion Resistant) VF 200 215.00 43,000,00 Q 25 02542 6-Inc6 Drop Connections at Manhole VF 95 17) I - 35.00 3,325.00rn 26 02542 8-Inch Drop Connections at Manhole VF 32 _ 37.00 1,18 .QOell CD a 27 02531 30-Inch Plug EA 1 o' , 1,750.00 _ 1,750.00 28 - NA Convert Lift Station to Manhole per Drawings EA 1 jI5560.00 15,�60.00 0 29 NA ,Remove and Salvage Lift Station to Manhole per Drawings l 3,700.00 3,700.00 2 12/2004 00300 CITY OF PEARLAND BID PROPOSAL a t , m o UNIT PRICE ITEM SPEC BID ITEM DESCRIPTION UNIT QTY BID AMOUNT BID w NO., NO. IN NUMBERS _ A 30 02220 Cut.Plug And Abandon Existing 4"Force main LS 1700.00 700.00 m r — ti 31 02922 Sodding SY 400 IA_ 4.00 1.600_00 m 32 02921 (Hydromulcb Seeding SY 15644 i 0.35 5,475.40 ao SUBTOTAL BASE BID 924,784.50 -Ti f - EXTRA PAY ITEMS m r C 0 33 02922 Extra Sodding SY I 100 ' _ 4.00 k_ 400.00 rli 34 02252 Extra Cement Stabilized Sand TON 5 15.00 75.00 Machine Excavation to Obtain Stable Trench Bottom or 35 02318 CY 100 w _Manhole Bottom _ _ _ 4.00 400.00 w w 36 02318 Crush Rock to Obtain Stable Trench Bottom or Manhole CY _ 100 35.00 _ 3,500.00 m 37 02530 Wet Sand Construction for 6-inch Sanitary Sewer,Open Cut, LF 100 All depths 10.00 1.000.00 0 38 02530 WetSandsConstruction for 8-inch Sanitary Sewer,Open Cut, LF t00 All depths 12.00 1,200.00 LF 34 02530 Wet Sand Construction for 30-inch Sanitary Sewer,Open Cut, 106 w All depths 21.50 _ 2,150.00 _ s. o SUBTOTAL EXTRA ITEMS 8,725.00 1 ` GRAND TOTAL Q33,509.50. !r m m * * 12/2004 00300 CITY OF PEARLAND BID PROPOSAL It is agreed that the contract price may be increased or decreased to cover work added 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 proposal will not be withdrawn or modified for sixty(60) days following date of bid opening. It is understood that in the event the successful bidder fails to enter into the Contract within ten (10) days of the Notice of Award and fails to furnish a Performance Bond and Payment Bond in the amount of one hundred (100) percent of the Contract for all parts of the work, the successful bidder will forfeit the Bid Security as provided in the Specifications submitted with his bid proposal. The following Addenda have been received. The modifications to the Bid documents noted therein have been considered and all costs thereto are included in the Bid price. Addendum No One Date 12/10/04 Addendum No Date Addendum No Two Date 12/13/04 Addendum No Date Addendum No Date Addendum No Date Firm Name: Redd" o Constructi Co., Inc. Signed. Michael A. ruy, Executiv Address 10083 FM 1484, Conroe. 7303 Phone No 936-441-9500 ATTES Ken Walker, Vice—President (Seal, if Bidder is a Corporation) Date December 15, 2004 Signature December 15, 2004 Date END OF SECTION 01/2003 00300-5 CITY OF PEARLAND ADDENDUM NO. 1 ADDENDUM NO 1 Date of Addendum. December 8, 2004 PROJECT NAME Utility Relocations Along Magnolia Street From Magnolia Estates Blvd. Drive To Main (SH35) 30" Sanitary Sewer BID NO B2004-017 BID DATE. December 15, 2004 FROM. Mike Harju, P.E. Project Manager S&B Infrastructure, Ltd. 3535 Sage Road Houston, Texas 77056 TO• Prospective Bidders This Addendum forms a part of the Bidding Documents and will be incorporated into the Contract Documents, as applicable. Insofar as the original Project Manual and Drawings are inconsistent, this Addendum governs. ATTACHMENTS 1 Pre-Bid Meeting Minutes 2. Pre-Bid Meeting Sign-In Sheet ADDITIONS TO CONTRACT DOCUMENTS The Bid Schedule has been revised and included as part of this Addendum No 1 TECHNICAL SPECIFICATIONS 1 Replace Storm Water Pollution Prevention Plan(9 Pages) in Appendix A with the attached Storm Water Pollution Prevention Plan dated 12/2004 2. Specification 2530—GRAVITY SANITARY SEWERS The Engineer approves the pipes listed in the following sections. Polyvinyl Chloride(PVC) Pipe Vitrified Clay Pipe(VCP) High Density Polyethylene(HDPE) Solid and Profile Wall Pipe Centrifugally Cast Fiberglass Pipe PROJECT DRAWINGS 1 On sheet 21 of 21 Sanitary Sewer Railroad Crossing- Add 1/2-inch Wall Thickness at the end of call-out"Prop 122 LF —42" Steel Casing" 01/2004 ADDENDUM NO 3-1 CITY OF PEARLAND ADDENDUM NO 1 CLARIFICATIONS Manholes shall be lined with a T-Lock liner Flagmen hours have been increased and are for two uniform police officers. Bid Item No 6 has been revised to "8-Inch Sanitary Sewer Lead, Open Cut. Added Bid Item for 6-inch drops at drop Manholes in VLF Added Bid Item for 8-inch drops at drop Manholes in VLF Added Sodding to Base Bid Items. Added Extra Pay Items as follows Machine Excavation to Obtain Stable Trench Bottom or Manhole Bottom Crush Rock to Obtain Stable Trench Bottom or Manhole Wet Sand Construction for 6-inch Sanitary Sewer, Open Cut, All depths Wet Sand Construction for 8-inch Sanitary Sewer, Open Cut, All depths Wet Sand Construction for 30-inch Sanitary Sewer, Open Cut, All depths 6 Extra Items are only to be used with the permission of the City's Construction Inspector Extra Pay Items, listed above, are for an additional price added to the Base Bid Items, if wet sand construction is required. Example: Contractor's Unit Pnce Bid for Item 18"Sewer - $60 00 (Base Bid Item) Contractor's Unit Price Bid for Item for 18" Sewer - $11 00(Extra Pay Item) If wet sand construction is necessary and approved by the City's inspector, the total cost for the installation of an 18-inch sanitary sewer, open cut, 12-14 feet deep, with wet sand bedding is$71 00 Abandonment of 4-inch force main. Refer to Specification 02220 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. All tunneled and encased carrier pipe shall be grouted in accordance with Specification 02430— Tunnel Grout. END OF ADDENDUM NO 1 Mike Harju, P.E. Project Manager END OF DOCUMENT 01/2004 ADDENDUM NO 3-2 CITY OF PEARLAIVD BID PROPOSAL UNIT PRICE ITEM SPEC BID ITEM DESCRIPTION UNIT QTY BID AMOUNT BID NO. NO. IN NUMBERS BASE BID 1 01505 Mobilization(Limit of 3%of Total Bid) LS 1 2 01555 Flagmen HR 300 3 01555 Traffic Control and Regulation During Construction,Including Signs and LS 1 Barricades,in Accordance with MUTCD, Complete in Place 4 01570 Trench Safety System LF 2816 5 01564 Control of Ground Water and Surface Water LF 3885 6 01560 Filter Fabric Fence,Complete in Place LF 3336 7 01560 Reinforced Filter Fabric Bather,Complete in Place LF 887 8 02530 6-Inch Sanitary Sewer Lead,Open Cut LF 237 9 02415 6-Inch Sanitary Sewer Lead in 12-Inch Angered Steel Sleeve LF 114 10 02530 8-Inch Sanitary Sewer Lead,Open Cut LF 78 11 02415 8-Inch Sanitary Sewer Lead in 16-Inch Angered Steel Sleeve LF 65 12 02531 Sanitary Sewer Stack for 6-Inch Lead EA 6 13 02531 6-Inch or 8-inch Plug EA 8 14 02530 30-Inch Sanitary Sewer,Open Cut,20-22 Feet Deep LF 945 12/2004 00300 CITY OF PEARLAND BID PROPOSAL UNIT PRICE ITEM SPEC BID ITEM DESCRIPTION UNIT QTY BID AMOUNT BID NO. NO. IN NUMBERS 15 02530 30-Inch Sanitary Sewer,Open Cut,22-24 Feet Deep LF 961 16 02530 30-Inch Sanitary Sewer,Open Cut,24-26 Feet Deep LF 595 17 02415 30-Inch Sanitary Sewer,Open Cut,22-24 Feet Deep Encased in 42-Inch LF 433 Steel Sleeve 18 02415 30-Inch Sanitary Sewer In 42-Inch Angered Steel Sleeve under State LF 205 Highway 35 19 02415 30-Inch Sanitary Sewer In 42-Inch Augered Steel Sleeve under BSFN LF 122 Railway 20 02415 30-Inch Sanitary Sewer In 42-Inch Angered Steel Sleeve under Magnolia LF 124 Street 21 02542 8-Foot Sanitary Sewer Manhole(4-Foot Diameter)(Corrosion Resistant) EA 1 22 02542 8-Foot Sanitary Sewer Manhole(5-Foot Diameter)(Corrosion Resistant) EA 12 23 02542 8-Foot Sanitary Sewer Manhole(8-Foot Diameter)(Corrosion Resistant) EA 1 24 02542 Extra Depth For Sanitary Sewer Manhole(Corrosion Resistant) VF 200 25 02542 6-Inch Drop Connections at Manhole VF 32 26 02542 8-Inch Drop Connections at Manhole VF 95 27 02531 30-Inch Plug EA 1 28 NA Convert Lift Station to Manhole per Drawings EA 1 29 NA Remove and Salvage Lift Station to Manhole per Drawings EA 1 12/2004 00300 f CITY OF PEARLAND BID PROPOSAL UNIT PRICE ITEM SPEC BID ITEM DESCRIPTION UNIT QTY BID AMOUNT BID NO. NO. IN NUMBERS 30 02220 Cut,Plug And Abandon Existing 4"Force main LS 1 31 02922 Sodding SY 400 32 02921 Hydromulch Seeding SY 15644 SUBTOTAL BASE BID EXTRA PAY ITEMS 33 02922 Extra Sodding SY 100 34 02252 Extra Cement Stabilized Sand TON 5 35 02318 Machine Excavation to Obtain Stable Trench Bottom or Cy 100 Manhole Bottom 36 02318 Crush Rock to Obtain Stable Trench Bottom or Manhole CY 100 37 02530 Wet Sand Construction for 6-inch Sanitary Sewer, Open Cut, LF 100 All depths 38 02530 Wet Sand Construction for 8-inch Sanitary Sewer, Open Cut, LF 100 All depths 39 02530 Wet Sand Construction for 30-inch Sanitary Sewer, Open Cut, LF 100 All depths SUBTOTAL EXTRA ITEMS GRAND TOTAL 12/2004 00300 PRE-BID MEETING SIGN-IN SHEET JOB NO. U0071 BID NO. B2004-017 DATE. December 8,2004 TIME: 3:00 PM PLACE. 2nd Floor Conference Room at Pearland's City Hall PROJECT Utility Relocations Along Magnolia Street From Magnolia Estates BlvdDrive To Main(SH35) 30"Sanitary Sewer OWNER: City of Pearland ENGINEER. Mike Harju,P.E.with S&B Infrastructure,Ltd. CONTRACTORS: THIS IS TO ADVISE YOU THAT MATTERS DISCUSSED AT THIS PRE-BID MEETING ARE NOT ABSOLUTE OR BINDING EXCEPT WHERE INCLUDED IN A WRITTEN ADDENDUM. COMPANY PRE-BID CONTACT CONTACT CONTACT NAME REPRESENTATIVE NAME TELEPHONE# FAX# S. Im tisreatut t ` 40. "1i 3—$45--540I aae P,� Zg1 (i)$ -17 &V Cop- iIi.> 40 ._Me �S/- 4s - /c am e.Q tx,..0t,4 Ltd . -fie'.1.A. 1.:40(1 Nen 3::icc etLj 1 13- VI I- Oei Z 3 11'3 1,rgi/- 2/Z 3 /CO' p/e T w a ��9rn e5 HOU J� _ -J:l v 703 7if /zoo , 7/-3 21/ /3 9 7( Ae2e., e..�. Ell a �-o,s' e ,-,r _�'J.3L yy/-'5oo ci 7,o.- a416 File:u0217\SIds\Specs\Project Specs\Pre-Bid Sign-In.xls Page 1 of 2 PRE-BID MEETING SIGN-IN SHEET JOB NO. U0071 BID NO. B2004-017 DATE. December 8,2004 TIME. 3:00 PM PLACE. 2nd Floor Conference Room at Pearland's City Hall PROJECT Utility Relocations Along Magnolia Street From Magnolia Estates BlvdDrive To Main(SH35) 30"Sanitary Sewer OWNER: City of Pearland ENGINEER. Mike Harju,P.E.with S&B Infrastructure,Ltd. CONTRACTORS. THIS IS TO ADVISE YOU THAT MATTERS DISCUSSED AT THIS PRE-BID MEETING ARE NOT ABSOLUTE OR BINDING EXCEPT WHERE INCLUDED IN A WRITTEN ADDENDUM. File:u0217\Stds\Specs\Project Specs\Pre-Bid Sign-In.xls Page 2 of 2 Ii. ARC RU i�D.. EOPIO MO Si WaWBemenl Si 1,0..1nyf CONFERENCE NOTES Page 1 of 2 PROJECT Utility Relocations Along Magnolia Street From S&B JOB NO U0071 Magnolia Estates Blvd. To Main(SH35) 30-inch Sanitary Sewer CLIENT. City of Pearland DATE OF MEETING 08-Dec-04 CLIENT JOB NO B2004-017 DATE PREPARED. 08-Dec-04 LOCATION• 2nd Floor Conf Rm @ Pearland's City Hall PREPARED BY Mike Harju PURPOSE OF MEETING Non-Mandatory Pre-Bid Meeting ATTENDED BY See Attached Pre-Bid Sign-In Sheet cc: THE FOLLOWING IS OUR UNDERSTANDING OF THE SUBJECT MATTER COVERED IN THIS CONFERENCE. IF THIS DIFFERS FROM YOUR UNDERSTANDING,PLEASE NOTIFY US. ITEM DESCRIPTION OF DISCUSSION 1 Engineer introduced the project, distributed sign-in attendance sheet and discussed questions asked by contractors. 2. Engineer discussed the bid submittal process. Project bid due at 3.00 p.m.,December 15,2004 in the office of the City Secretary at Pearland's City Hall, 3519 Liberty Drive,Pearland,Texas 77581 3 Engineer stated the Storm Water Pollution Prevention Plan pages SWPPP-1 to SWPPP-9 would be replaced in Addendum No. 1 4 The followmg are questions asked by the Contractors: 1) Contractor asked about the contract award timing. Response—The award of the contract takes about 30 to 90 days. Construction expected to start as early as February 2005 2)Contractor asked if any other contractors would be working along Magnolia Street. Response—The engineer did not know of any other contractor working on Magnolia Street. CoP confirmed that they did not plan any other construction activities on Magnolia Street. 3) Contractor requested that the flagmen hours be increased for the use of two uniform police officers. Response—The Engineer said that the hours will not be increased. The contractor is required to maintain a flagger's log and the city of Pearland is willing to negotiate additional hours, if determined necessary by the field inspectors. 4)Contractor requested a bid item to be added for Clearing and Grubbing. Response—The Engineer said that Clearing and Grubbing was mcidental to the contract. 5) Contractor asked if A-2000 profile PVC pipe was acceptable. Response—The Engineer said that A-2000 PVC pipe is acceptable. 6) Contractor asked if Raven coating for manholes was acceptable. Response—The Engineer stated that the Drawings clearly indicate T-Lock Liner to be used on all manholes. 7) Contractor asked if Raven coating was acceptable in converting the lift station at Weatherford? Response—The Engineer stated that this would be acceptable. 8) Contractor asked if an allowance was made in the bid tab for groundwater control? Response—The Engineer said no and the contractor was to supply a unit price as required by the bid tab form. 10) Contractor asked if the railroad permit had been acquired and who pays the railroad inspectors. Response—The Engineer said no. The Engineer said that the application will be submitted to the railroad at the end of December 2004 The City stated that the city is responsible for payment to the railroad inspectors. 11) Contractor asked if the gas line around Station 32+00 on private property was abandoned. Response—The Engineer said that the gas line was abandoned. F\project\u0071\Stds\San Sew Specs\Addendums-Current Magnolia Sanitary Sewer 8-Dec-04\036-pre-bid mtg mins-8-Dec-04 mag swr.doc e i,'� ASTRUCTURE,1T'�_ -------------- ----- fapineenng((Mameement e technology CONFERENCE NOTES Page 2 of 2 PROJECT- Utility Relocations Along Magnolia Street From S&B JOB NO- U0071 Magnolia Estates Blvd. To Main(SH35) 30-inch Sanitary Sewer CLIENT City of Pearland DATE OF MEETING 05-Dec-04 THE FOLLOWING IS OUR UNDERSTANDING OF THE SUBJECT MATTER COVERED IN THIS CONFERENCE. IF THIS DIFFERS FROM YOUR UNDERSTANDING,PLEASE NOTIFY US. ITEM DESCRIPTION OF DISCUSSION 12) Contractor asked if the right of way has been acquired. Response—The City will have the right of way acquired before the contract is awarded. 13)Contractor asked who would be responsible for testing. Response—The Engineer stated that the testing will be performed by the city's laboratory Retesting will be at the contractor's expense. 14) Contractor asked who would be responsible for the construction staking. Response—The Engineer said that the contractor would be responsible for the construction staking. 15) Contractor asked if an allowance was made on the bid tab for utility relocation. Response—The Engineer stated that the private utility company signed-off the drawings and a utility relocation amount is not necessary 16) Contractor asked how will lift station at Jack-m-the-Box be connected to the new sewer Response—The Engineer stated that the plans call for removal and salvage of the lift station. 17) Contractor asked if the TxDOT permit had been acquired yet. Response—The Engineer said yes. 18) Contractors asked how the landscaping at the Jack-in-the-Box is to be handled. Response—The Engineer said that sod would be replaced and the trees will be removed and disposed. CoP made arrangements to replace the trees. 19) Contractor questioned why bid items 8 and 10 had the same descriptions. Response—The Engineer said that bid item 10 should be 8-inch. 20) Contractor asked if wet trench construction items should be considered. Response—The Engineer stated that these items would be added to the bid tab 21) Contractor asked if welded steel pipe would be acceptable for open-cut casing. Response—The Engineer stated no and that the Contractor should bid the bell and spigot joints. 22) Contractor asked what wall thickness is required for the steel casing at the railroad crossing. Response—The Engineer will add that data to Addendum No. 1 23) Contractor asked how backfill was to be completed in the concrete paved are on sheet 10 of 21 Response—The Engineer stated that the concrete pavement will be removed and disposed within the limits of construction. Backfill will brought up to grade and hydromuched. The city is purchasing the entire property for the Magnolia Road Project which address demolition of the site facilities. F-\project\u0071\Stds\San Sew Specs\Addendums-Current Magnolia Sanitary Sewer 8-Dec-04\036-pre-bid mtg grins-8-Dec-04 mag swr.doc CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN STORM WATER POLLUTION PREVENTION PLAN 12/2004 SWPPP-1 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 Utility Relocations Along Magnolia Street From Magnolia Estates Drive To Main (SH35) (Project Name) Topography is relatively flat with a down slope in an easterly direction. The Magnolia Street improvements are to install a samtary sewer system between Veterans Drive and Main. Existing drainage is roadside ditches that tie into the existing storm water drainage system. Project Name and Location Name: Utility Relocations Along Magnolia Street From Veterans Drive to Main 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 12/2004 SWPPP-2 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN Utility Relocations Along Magnolia -PPP PLAN Street From Veterans Dnve To Main (Project Name) 1 SITE DESCRIPTION: A. Description of Construction Activity A 30" diameter sanitary sewer line will be installed along Magnolia Street. The proposed sewer line will tie into an existing 30" line at the west end and be plugged at the east end. B Sequence of Major Activities The project is expected to take approximately 6 months, depending on weather conditions. The stabilized construction access, staging, field office, and parking will be constructed first. 1 Proposed sanitary sewer lines and existing utilities will be located at the site. 2. Excavation for proposed sanitary sewer system. 3 Install proposed sanitary sewer system. 4 FilL&compact soil to match existing grade. 5 Seed/Repair and replace pavement. C Estimated Total Site, Disturbed Area. The total project site is 2.9 acres. The disturbed portion of this project includes existing vegetation that will be seeded to match that of original condition. The total disturbed area is 1 0 acre, and total 2.9 acres will drain to the existing storm drainage system. D Runoff Coefficient. 1) The runoff coefficient "C" prior to beginning construction of the proposed project is approximately 0.32. See calculations below 12/2004 SWPPP-3 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN Runoff Coefficient Description Percentage of Land 0.95 Concrete/Asphalt 10% 0.25 Flat,Pasture 90% 10%(0.95)+90%(0.25) = 0.32 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 Site Construction Plans. F Name of Receiving Water and Extent of Wetlands The site drains to Clear Creek. 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. 3) At the completion of work, all disturbed areas that are not paved will be hydromulch 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 fabnc 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 12/2004 SWPPP-4 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 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 dewatenng 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 matenal 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. 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 Techmcal 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. 12/2004 SWPPP-5 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 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. Each 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. 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 finally 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. 12/2004 SWPPP-6 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 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 until 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 the storm water runoff. 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 12/2004 SWPPP-7 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 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 on-site materials. H. All 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 an appropriate hazardous waste landfill. K. Separate areas to be used for equipment fueling, maintenance, and lubrication will be designated. Area will be contained within a berm to prevent the flow of material to the storm water L. On-site storage of raw or bulk material will be kept to a minimum. Any material will be 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. 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. 12/2004 SWPPP-8 CITY OF PEARLAND ADDENDUM NO. 2 ADDENDUM NO 2 Date of Addendum. December 10, 2004 PROJECT NAME. Utility Relocations Along Magnolia Street From Magnolia Estates Blvd. Dnve To Main(SH35) 30" Sanitary Sewer BID NO B2004-017 BID DATE. December 15, 2004 FROM. Mike Harju, P.E. Project Manager S&B Infrastructure, Ltd. 3535 Sage Road Houston, Texas 77056 TO• Prospective Bidders This Addendum forms a part of the Bidding Documents and will be incorporated into the Contract Documents, as applicable. Insofar as the original Project Manual and Drawings are inconsistent, this Addendum governs. CLARIFICATIONS Corrected Bid Item 25 - 95 VF of 6-inch drops at drop manholes. Corrected Bid Item 26 - 32 VF of 8-inch drops at drop.Manholes. END OF ADDENDUM NO 2 1 Mike Harju, P.E. Project Manager END OF DOCUMENT 12/2004 ADDENDUM NO 2-1 CITY OF PEARLAND BID PROPOSAL UNIT PRICE ITEM SPEC BID ITEM DESCRIPTION UNIT QTY BID AMOUNT BID NO. NO. IN NUMBERS BASE BID 1 01505 Mobilization(Limit of 3%of Total Bid) LS 1 2 01555 Flagmen HR 300 Traffic Control and Regulation During Construction,Including Signs and 3 01555 Barricades,in Accordance with MUTCD,Complete in Place LS 1 4 01570 Trench Safety System LF 2816 5 01564 Control of Ground Water and Surface Water LF 3885 6 01560 Filter Fabric Fence,Complete in Place LF 3336 7 01560 Reinforced Filter Fabric Barrier,Complete in Place LF 887 8 02530 6-Inch Sanitary Sewer Lead,Open Cut LF 237 9 02415 6-Inch Sanitary Sewer Lead in 12-Inch Augered Steel Sleeve LF 114 10 02530 8-Inch Sanitary Sewer Lead,Open Cut LF 78 11 02415 8-Inch Sanitary Sewer Lead in 16-Inch Augered Steel Sleeve LF 65 12 02531 Sanitary Sewer Stack for 6-Inch Lead EA 6 13 02531 6-Inch or 8-inch Plug EA 8 14 02530 30-Inch Sanitary Sewer,Open Cut,20-22 Feet Deep LF 945 12/2004 00300 CITY OF PEARLAND BID PROPOSAL UNIT PRICE ITEM SPEC BID ITEM DESCRIPTION UNIT QTY BID AMOUNT BID NO. NO. IN NUMBERS 15 02530 30-Inch Sanitary Sewer,Open Cut,22-24 Feet Deep LF 961 16 02530 30-Inch Sanitary Sewer,Open Cut,24-26 Feet Deep LF 595 17 02415 30-Inch Sanitary Sewer,Open Cut,22-24 Feet Deep Encased in 42-Inch LF 433 Steel Sleeve 18 02415 30-Inch Sanitary Sewer In 42-Inch Augered Steel Sleeve under State LF 205 Highway 35 19 02415 30-Inch Sanitary Sewer In 42-Inch Augered Steel Sleeve under BSFN LF 122 Railway 20 02415 30-Inch Sanitary Sewer In 42-Inch Augered Steel Sleeve under Magnolia LF 124 Street 21 02542 8-Foot Sanitary Sewer Manhole(4-Foot Diameter)(Corrosion Resistant) EA 1 22 02542 8-Foot Sanitary Sewer Manhole(5-Foot Diameter)(Corrosion Resistant) EA 12 23 02542 8-Foot Sanitary Sewer Manhole(8-Foot Diameter)(Corrosion Resistant) EA 1 24 02542 Extra Depth For Sanitary Sewer Manhole(Corrosion Resistant) VF 200 25 02542 6-Inch Drop Connections at Manhole VF 95 26 02542 8-Inch Drop Connections at Manhole VF 32 27 02531 30-Inch Plug EA 1 28 NA Convert Lift Station to Manhole per Drawings EA 1 29 NA Remove and Salvage Lift Station to Manhole per Drawings EA 1 12/2004 00300 CITY OF PEARLAND BID PROPOSAL ITEM SPEC UNIT PRICE BID ITEM DESCRIPTION UNIT QTY BID AMOUNT BID NO. NO. IN NUMBERS 30 02220 Cut,Plug And Abandon Existing 4"Force main LS 1 31 02922 Sodding SY 400 32 02921 Hydromulch Seeding SY 15644 SUBTOTAL BASE BID EXTRA PAY ITEMS 33 02922 Extra Sodding SY 100 34 02252 Extra Cement Stabilized Sand TON 5 35 02318 Machine Excavation to Obtain Stable Trench Bottom or CY 100 Manhole Bottom 36 02318 Crush Rock to Obtain Stable Trench Bottom or Manhole CY 100 37 02530 Wet Sand Construction for 6-inch Sanitary Sewer, Open Cut, LF 100 All depths • 38 02530 Wet Sand Construction for 8-inch Sanitary Sewer, Open Cut, LF 100 All depths 39 02530 Wet Sand Construction for 30-inch Samtary Sewer, Open Cut, LF 100 All depths SUBTOTAL EXTRA ITEMS GRAND TOTAL 12/2004 00300 PRE-BID MEETING SIGN-IN SHEET JOB NO. 00071 BID NO. B2004-017 DATE: December 8,2004 TIME: 3:00 PM PLACE: 2nd Floor Conference Room at Pearland's City Hall PROJECT Utility Relocations Along Magnolia Street From Magnolia Estates BlvdDrive To Main(SH35) 30"Sanitary Sewer OWNER: City of Pearland ENGINEER: Mike Harju,P.E.with S&B Infrastructure,Ltd. CONTRACTORS: THIS IS TO ADVISE YOU THAT MATTERS DISCUSSED AT THIS PRE-BID MEETING ARE NOT ABSOLUTE OR BINDING EXCEPT WHERE INCLUDED IN A WRITTEN ADDENDUM. COMPANY PRE-BID CONTACT CONTACT CONTACT NAME REPRESENTATIVE NAME TELEPHONE# FAX# Si?6 Tm AtsT ho, ... Root ,_ II 3-'R4 5--5t1®1 cod P 'p, , ill- Los D- -/-7toe E P $coots L vdOc.Ve ban `' 4.cc ekN '1 13- ��i `i Z 1- O 3 '113 lvq �/e 3 _ kH-C�I� ttu.k. I�E--zi_en 1 I Prz1- 212.g 713 /gz1^2`187 _ 46/L 7�,- eL, 7R/a-t es 7v100 7 Z 7(3 799 /Zoo 713 ?if /3 2 if41e... Ed fag-le-elf- e-i,"-- 4,3C. ‘19J Soo 936,-- 7970 3 ei to File:u02171Stds\Specs\Project Specs\Pre-Bid Sign-In.xls Page 1 of 2 i `Iri ecSTRUCTURE LTD. [ CONFERENCE NOTES Page 1 of 2 PROJECT Utility Relocations Along Magnolia Street From S&B JOB NO- U0071 Magnolia Estates Blvd. To Main(SH35) 30-inch Sanitary Sewer CLIENT- City of Pearland DATE OF MEETING 08-Dec-04 CLIENT JOB NO B2004-017 DATE PREPARED- 08-Dec-04 LOCATION• 2nd Floor Conf Rm @ Pearland's City Hall PREPARED BY Mike Harju PURPOSE OF MEETING Non-Mandatory Pre-Bid Meeting ATTENDED BY See Attached Pre-Bid Sign-In Sheet cc: THE FOLLOWING IS OUR UNDERSTANDING OF THE SUBJECT MATTER COVERED IN THIS CONFERENCE. IF THIS DIFFERS FROM YOUR UNDERSTANDING,PLEASE NOTIFY US. ITEM DESCRIPTION OF DISCUSSION 1 Engineer introduced the project, distributed sign-in attendance sheet and discussed questions asked by contractors. 2. Engineer discussed the bid submittal process. Project bid due at 3.00 p.m.,December 15,2004 m the office of the City Secretary at Pearland's City Hall, 3519 Liberty Dnve,Pearland,Texas 77581 3 Engineer stated the Storm Water Pollution Prevention Plan pages SWPPP-1 to SWPPP-9 would be replaced in Addendum No. 1 4 The following are questions asked by the Contractors: 1) Contractor asked about the contract award timing. Response—The award of the contract takes about 30 to 90 days. Construction expected to start as early as February 2005 2)Contractor asked if any other contractors would be working along Magnolia Street. Response—The engineer did not know of any other contractor working on Magnolia Street. CoP confirmed that they did not plan any other construction activities on Magnolia Street. 3) Contractor requested that the flagmen hours be increased for the use of two uniform police officers. Response—The Engineer said that the hours will not be increased. The contractor is required to maintain a flagger's log and the city of Pearland is willing to negotiate additional hours, if determined necessary by the field inspectors. 4)Contractor requested a bid item to be added for Clearing and Grubbing. Response—The Engineer said that Clearing and Grubbing was incidental to the contract. 5) Contractor asked if A-2000 profile PVC pipe was acceptable. Response—The Engineer said that A-2000 PVC pipe is acceptable. 6) Contractor asked if Raven coating for manholes was acceptable. Response—The Engineer stated that the Drawings clearly indicate T-Lock Liner to be used on all manholes. 7) Contractor asked if Raven coating was acceptable in converting the lift station at Weatherford? Response—The Engineer stated that this would be acceptable. 8) Contractor asked if an allowance was made in the bid tab for groundwater control? Response—The Engineer said no and the contractor was to supply a unit price as required by the bid tab form. 10) Contractor asked if the railroad permit had been acquired and who pays the railroad inspectors. Response—The Engineer said no. The Engineer said that the application will be submitted to the railroad at the end of December 2004 The City stated that the city is responsible for payment to the railroad inspectors. 11) Contractor asked if the gas lme around Station 32+00 on pnvate property was abandoned. Response—The Engineer said that the gas line was abandoned. F\project\u0071\Stds\San Sew Specs\Addendums Current Magnolia Sanitary Sewer 8-Dec-04\036-pre-bid mtg mins-8-Dec-04 mag swr.doc �11�� STRUCTURE,LTD.� CONFERENCE NOTES Page 2 of 2 PROJECT. Utility Relocations Along Magnolia Street From S&B JOB NO- U0071 Magnolia Estates Blvd. To Main(SH35) 30-inch Sanitary Sewer CLIENT. City of Pearland DATE OF MEETING. 05-Dec-04 THE FOLLOWING IS OUR UNDERSTANDING OF THE SUBJECT MATTER COVERED IN THIS CONFERENCE. IF THIS DIFFERS FROM YOUR UNDERSTANDING,PLEASE NOTIFY US. ITEM DESCRIPTION OF DISCUSSION 12) Contractor asked if the right of way has been acquired. Response—The City will have the right of way acquired before the contract is awarded. 13)Contractor asked who would be responsible for testing. Response—The Engineer stated that the testing will be performed by the city's laboratory Retesting will be at the contractor's expense. 14) Contractor asked who would be responsible for the construction staking. Response—The Engineer said that the contractor would be responsible for the construction staking. 15) Contractor asked if an allowance was made on the bid tab for utility relocation. Response—The Engineer stated that the private utility company signed-off the drawings and a utility relocation amount is not necessary 16) Contractor asked how will lift station at Jack-in-the-Box be connected to the new sewer Response—The Engineer stated that the plans call for removal and salvage of the lift station. 17) Contractor asked if the TxDOT permit had been acquired yet. Response—The Engineer said yes. 18) Contractors asked how the landscaping at the Jack-in-the-Box is to be handled. Response—The Engineer said that sod would be replaced and the trees will be removed and disposed. CoP made arrangements to replace the trees. 19) Contractor questioned why bid items 8 and 10 had the same descriptions. Response—The Engineer said that bid item 10 should be 8-inch. 20) Contractor asked if wet trench construction items should be considered. Response—The Engineer stated that these items would be added to the bid tab. 21) Contractor asked if welded steel pipe would be acceptable for open-cut casing. Response—The Engineer stated no and that the Contractor should bid the bell and spigot joints. 22) Contractor asked what wall thickness is required for the steel casing at the railroad crossing. Response—The Engineer will add that data to Addendum No. 1 23) Contractor asked how backfill was to be completed in the concrete paved are on sheet 10 of 21 Response—The Engineer stated that the concrete pavement will be removed and disposed within the limits of construction.Backfill will brought up to grade and hydromuched. The city is purchasing the entire property for the Magnolia Road Project which address demolition of the site facilities. F•\project\u0071\Stds\San Sew Specs\Addendums-Current Magnolia Sanitary Sewer 8-Dec-04\036-pre-bid mtg mins-8-Dec-04 mag swr.doc f" (16 Notice of Proposed Installation p�Texas Utility Line on Non-Controlled Access Highway rm Opartment (Rev.82002) (GSD-EPC) Page lof2 To the Texas Transportation Commission Date January 5 , 200 5 do District Engineer Texas Department of Transportation Houston , Texas „aliFormal notice is hereby given that&B In rastructure, Ltd. Company proposes to place a 30-inch Sanitary Sewer line within the right of way of State Highway 35 (Main Street) in Brazoria County, Texas as follows: (give location, length, general design, etc.) 4, 000 LF of 30"sanitary sewer along Mangnolia(northside) at approx 2-ft deep The line will be constructed and maintained on the highway right of way as shown on the attached drawing and in accordance with the rules, regulations and policies of the Texas Department of Transportation (TxDOT), and all governing laws, including but not limited to the"Federal Clean Water Act," the"National Endangered Species Act," and the"Federal Historic Preservation Act." Upon request by TxDOT, proof of compliance with all governing laws, rules and regulations will be submitted to TxDOT before commencement of construction. Our firm will use Best Management Practices to minimize erosion and sedimentation resulting from the proposed installation, and we will revegetate the project area as indicated under "Revegetation Special Provisions." Our firm will ensure that traffic control measures complying with applicable portions of the Texas Manual of Uniform Traffic Control Devices will be installed and maintained for the duration of this installation. The location and description of the proposed line and appurtenances is more fully shown by 2 complete sets of drawings attached to this notice. Construction of this line will begin on or after the Feburary 28,2005 Month/Day/Year By signing below, I certify that I am authorized to represent the Firm listed below, and that the Firm agrees to the conditions/provisions included in this permit. S&B Infrastructure, LTD Firm Name John M Harju Signature Project Manager Title 3535 Sage Road Address Houston Texas 77056 City, State Zip (713 ) 854-5401 Area Code Telephone Number • t a' Form 1023 (Rev.8/2002) Page 2 of 2 APPROVAL Notice No. To: City of Pearland Hwy No. State Highway 35 (Main Street) c/o S&B Infrastructure, Ltd Beg. RM Offset 3535 Sage Road EndRM Offset Houston , Texas 77056 MNT Sec. No. Date TxDOT offers no objection to the location on the right of way of your proposed line as shown by accompanying drawings and notice dated except as noted below. Month/Day/Year It is expressly understood that TxDOT does not purport, hereby,to grant any right, claim, title, or easement in or upon this highway; and it is further understood that TxDOT may require the owner to relocate this line, subject to provisions of governing laws, by giving thirty(30)days written notice. You are requested to notify this office prior to commencement of any routine or periodic maintenance which requires pruning of trees within the highway right of way, so that we may provide specifications for the extent and methods to govern in trimming, topping, tree balance, type of cuts, painting cuts and clean up. These specifications are intended to preserve our considerable investment in highway planting and beautification, by reducing damage due to trimming. The installation should not damage any part of the highway and adequate provisions must be made to cause minimum inconveniences to traffic and adjacent property owners. In the event the Owner fails to comply with any or all of the requirements as set forth herein,the State may take such action as it deems appropriate to compel compliance. • General Special Provisions: • Revegetation Special Provisions: In order to minimize erosion and sedimentation resulting from the proposed installation,the project area will be revegetated ❑ in accordance with TxDOT's Standard Specification Item 164 which specifies the appropriate grass seed mix to be used or ❑ as indicated on the attachment. Please notify forty-eight(48)hours prior to starting construction of the line in order that we may have a representative present. TxDOT District Engineer District ( ) Signature Area Code Telephone Number Form 1023(Rev 07\30\1999) (Hou-Maint Electronic Versions) APPROVAL Permit No. 05-0086 City of Pearland c/oS&B Infrastructure Highway No. SH 35 3535 Sage rd Beg.RM Offset: End RM Offset: Maintenance Section No South Brazoria 2 Houston, TX 77056 Brazoria County Date January 28.2005 The Texas Department of Transportation(TxDOT)offers no objection to the location on the right-of-way of your proposed san sewer line as shown by accompanying drawings and notice dated January 5,2005 except as noted below It is expressly understood that the TxDOT does not purport, hereby, to grant any right, claim, title, or easement in or upon this highway and it is further understood that the TxDOT may require the owner to relocate this line, subject to provisions of governing laws,by giving thirty(30)days written notice. You are requested to notify this office prior to commencement of any routine of periodic maintenance which requires pruning of trees within the highway right-of-way, so that we may provide specifications for the extent and methods to govern trimming, topping, tree balance, type of cuts, painting of cuts and clean up. These specifications are intended to preserve our considerable investment in highway planting and beautification,by reducing damage due to trimming. The installation shall not damage any part of the highway and adequate provisions must be made to cause minimum inconveniences to traffic and adjacent property owners. In the event the Owner fails to comply with any or all of the requirements as set forth herein,the State may take such actions as it deems appropriate to compel compliance. General Special Provisions: • Revegetation Special Provisions: In order to minimize erosion and sedimentation resulting from the proposed installation, the project area will be revegetated El in accordance with TxDOT's Standard Specification Item 164 which specifies the appropriate grass seed mix to be used,or ❑as indicated on the attachment. Please notify Mr David J Pillar at(979)864-8500 forty-eight(48)hours prior to starting any construction of the line in order that we may have a representative present. Texas Department of Transportation By *LA Michael W ford,P.E. Director of Maintenance,Houston District TEXAS DEPARTMENT OF TRANSPORATION Specifications For Placing Utility Lines Within The Right-of-way Of State Maintained Highways 1 All excavations within the right-of-way and not under surfacing shall be backfilled by tamping in six inch horizontal layers and/or as directed. All surplus material shall be removed from the nght-of-way and the excavation finished flush with surroundmg natural ground. 2. Where sodding is disturbed by excavation or backfilling operations, such areas shall be replaced by seeding. Slopes 4 1 or steeper shall be replaced with block sodding. This work shall be m accordance with Texas Department of Transportation(TxDOT) specifications. 3 Highway crossings under surfaced roads and surfaced crossroads with the right-of-way shall be placed by boring. Boring shall extend from crown line to crown line. 4 Use of water or other fluids in connection with boring operations will be permitted only in sufficient quantity to lubricate boring bit and provide a smooth flow of cuttmgs. Jetting will not be permitted. 5 Pipelme material and design for high pressure Imes must meet the minimum Federal Safety Standards for Liquid and Gas Pipelines. 6. Operations on the highways shall be performed m such a manner that operating equipment and excavated matenal are kept off the pavement at all times. 7 Barricades and warnmg signs, and flagmen when necessary, shall be provided by the contractor or owner One-half the traveled portion of the roadway must be open to traffic at all times. 8 Work performed on railroad right-of-way is subject to the concurrence of the railroad company Approval of this request by TxDOT does not relieve the utility owner or its agent of any obligation to also obtain the approval of the railroad company Work performed within the waterways, such as rivers, creeks, bayous, and drainage ditches, is subject to the concurrence of appropriate regulatory agencies. The utility owner or its agent shall obtam overall environmental clearance with all appropriate regulatory agencies prior to beginning construction. Approval of this request by TxDOT does not relieve the utility owner or its agent of this obligation. 9 All manhole covers shall be mstalled flush with ground level. The roof of communications manholes shall be at least five feet below ground. 10 No raw sewage or effluence from septic tanks, car washes, or similar facilities shall be drained in State highway storm sewer systems. 11 Power transmission line crossings over highways shall be constructed and maintained a minimum of 22 feet above the surface of the traffic lanes. For power lines above 50,000 volts, the clearance shall be increased in accordance with National Electric Safety Code as published in the National Bureau of Standards,Handbook 30 12. Communications lines crossing over the highway shall be constructed and maintained a minimum of 18 feet above the surface of traffic. 13 Work covered by this permit shall be so conducted that it will not interfere in any way highway construction or repair work, or any State maintenance work that may be done on this road. In the event such interference occurs, you will cease operations in the area until such time as the road work referred to above is completed. 14 The Grantee certifies that its storm water runoff to the State's right of way shall not be contaminated by any industrial processes or significant pollutants, and the State shall not be held liable for any pollutants entering State right of way through storm water connections. Revised 6/06/2000 Special Provision For Permit Number 05-0086 1 This permit is void if installation not complete within one year from date of approval. 2. Traffic control in utility work zones shall conform to applicable specifications of Texas Manual on Uniform Traffic Control Devices for Streets and HiRhways,Part VI. 3 This permit issued subject to a traffic control plan being filed and approved by the Area Engineer or the person named on this permit. No work within the State nght-of-way shall be performed until this approval has been granted. 4 It is mutually agreed and understood that the implementation and maintenance of the traffic control plan shall be the responsibility of the grantee and the grantee shall indemmfy and save harmless the State from any and all damages or losses that may develop due to this project. 5 Highway Crossings shall be bored or tunneled. Bored hole or tunnel shall not exceed the diameter of the casing by more than one inch, and shall extend the full width of the pavement and ten feet on each side thereof or five feet behind the back of the curbs. 6 Casing shall consist of smooth wall pipe with welded joints and seams, and shall be continuous, extending to the center line of the outermost ditches or five feet behind the back of the curbs. Any adjustment of relocation of this installation necessary because of future highway construction shall be accomplished without cost to the Texas Department of Transportation. Revised July 30, 1999 e SURVEY BENCHMARKS. N.G.S. VERTICAL CONTROL BRASS ROD 0 MARKED H.G.C.S.D. 76(1986)LOCATED (C APPROX. 75'NORTH AND 42'WEST OF I REMOVE AND SALVAGE THE SOUTHWEST CORNER OF TRACT 'D" EXISTING LIFT STATION. Z MAGNOLIA BUSINESS PARK. 1 1) REMOVE AND SALVAGE THE EXISTING PACKAGED LIFT STATION. J ELEVATION=46.00(H.G.C.S.D. 1987 ADJ.) 2) RETURN THE LIFT STATION TO THE CITY OF PEARLAND. 'pp TBM 1: PROP SAN SWR STACK 3) CONNECT THE EXISTING SANITARY SEWER LEADS FROM THE LIFT �L FUTURE 0 'LL IN MUELLER ON FIRE HYDRANT NATION TO PROPOSED SANITARY SEWER DROP MP{ \ �: (NOi IN THIS CONTRACT) -1 LOCATED AT THE NORTHEAST CORNER OF ) PLUG AND ABANDON THE EXISTING 2" FORCE M \AIM TA 50+7F�,QyEOi 6' L \ .\ 1/U6`WATER LINE PROP SAN SWR MN 19 p MAGNOLIA STREET AND VETERANS DRIVE. STA 48t29.11, 54.06'LT \ \ ��4RING B yONCT E0 STA 531-24.76 49.64'LT THIS "O✓ECT = ELEVATION=50.28(H.GC.S.D. 1987 ADJ.) PROP 10-EF 6"-S)AN-SWW-0-0.-70Z I -50'WIDE L/M/75 OF CONS'RUCAON , \ DEPTH \ ,,- .. STA 53+25.00, 52.95'LT *RN i/ZER ROAD r \ ss SAN SWR PREPARED B ST KO•MOSK/, INC.) ASE FLOOD ELEVATION PROP-SAN-SWR DROP MN 17 p0' , \�\ / \ ' ) THIS PROJECT IS WITHIN ZONE AE (INSIDE STA 48+24 87 44.74'LT (� .• �, / PROP 5 LF-2'" • r SWR(E) O /' 2'1y P.UG THE 100-YEAR L — -FUTURE 1Cr I J Tnnr°�/ ��w i Z-xumr .... PROP 5 - 30"SAN SWR(S) 0 ally. .Rf W 'Toil P,UG FLOOD PLAIN)PER FIRM PANEL No. WAItKI -ESTTr-—_—_ _ OSIC.B",, , T-, o-II I. F x - ¢,j•' •-Iu I" 480390004SJ)EFFECTIVE SEPT. 22, 1999. _ — PROP SAN SWR MN 18 ■ f� '!_�,. ` 5' P _ _ — T s'• mum wvi a FORCE PAN Is I e.H zxumr woox BASE FLOOD ELEVATION IS 48.5' p 11' STA 50+64.87, 44.90'LT. ■��•• D sL � ) SANITARY sLrt x Ws NARKED) I °Z �OJEL---- --•yam PROP 30"SA � se Vs+uRKEoROW 7 _ I\ (. — — • ___ — `` b.ERNEAO PDWE'•.-".. "" •. _.,' ILIA° R _ yUGERED STEEL CAS/N 55+ PP G GRATE INLET \\\� _R ONE O T R.Y G TPP B4N, Miami. _ --i_ _ w/�241f y m&Nr ., At C G G .+:. a• /`� V PM-w 6'STt Sag ¢(E&SW)aa.2T- - -.- 7:7 Q , �VI - I •• • •• E (W ROSSING AP ENERGY GAS FT I. ' S2+3B.7 FUTURE 30'SAWSEW � ... R7 G cr nn \ 52+00 �3+pII BY oTHERs)54+00IN 8 24 24" JOHN LIZCR PRNATE UTILITY LINES SHOWNE E- Av I AS N I \ I I I I 5' E'�' .0 PROP 9 "SAN SWR ®0.70� A - 1B•STM J ..- — TR,D] a cunl);E__ Tr PVC TEsr w¢u \ STA 53+04 54.50' 'T q I.T 1as'H^<'• 1BSTM _- 33 LF- " CERED STEEL CAS/NGE°GE As, 36'ROADWAY )\ .'E x 25'LoIrle"c"uRP0 'F I B•' ` B-11 _I — —�6 GRAT .1 10Thi ASPN UN/tie&UNOC DRA r. - - - TOP 6ANK \ b _ L/�,TS .•F CONSTRUCDON / ;Xs DEP - i r0 a6.rn, Z URNE � DRIVE _ -- - ASPHALT \ 'e ' , 1' CENTERPOINT ENERGY ELECTRICAL FACILITIES ..,W,: :•_}:7:{;.::..: - a4•gP .3- ♦/ _ pica` 'GRA, '•,... , ry 4.so Rome um ``I BORING --• Do .--PP 1 IWIA .,.PP/AL/SU(2)TRAN PP -:.A O O . tr ' __ � 96�Fi� . (PER PUN) y*' I cN �' " I R.o w. i r 1\ ,~couc sM I ) ROW' - h -No.1/21R i— ,. `lllfllllY' a +, R cJ ` e FORCE NUN woof r(U gum-1 �� }la+a-- - ---_—___ MI ,�5 \.M%TSP •' ' -w PLaCENTERPOINT ENERGY GAS FACILITIES V - I' SIGN (PERAr PLAN WT U.N. %TSP 7(a , 1 CNP ENERGY GAS ou.--w.. \ (PER PUN) •GtEJp T� -FORCE MAIN SON "-3TA'CK TRAF.��T" st 5L �/ ;� B•( )4zla (PER PU1N) r TENCE LUG / ABANDON 635 LF slaemc 9 91 a,E�,�-� - ,D- GOL', \ \ ' .,,,� pSPIw�T STA 51REYE9.00',kTLE sax eb ss'Buliauc uNe K c u.. x 15 L017G EXIST 2I"LSI1� F CE MAIN PROP 1 w' L AL / tN SOUTHWESTERN BELL CORP Date L/M/75 OF CONSTRUCAON CUT, PLUG AND A kRkb�R"'NG 7{ box 2 E Ec ,1. \ @ sec Approved for underground conduit facilities DGE �'" u -`\ > •\ c", (T SP Signature vo one yearn any 6"SANS ® 0'! 'sR wERMANGI PROP SAN 1.¢rACK 48 2"AU"P.1,.,, CONCRETE \t 1 si a 6e for ' S8 • A6PHALT PAR'ING STEEL sc �. e�c fi \ \ • - __�L STA 48+24. PJ,50-34' T �' - 40 y 4 \\\(\�6 \ WriC ? 1 I CENTERED UNDER•'OA/ + \__ P f w \\ TIME WARNER CABLE I I 1 4 I T SB6217AffiouBLD.I vowERP'�D/� �J ` \y�E,Q• \ • �) (NOT IN THIS CONTRACT) _ ,,. q\,�1iJ`\n �" _ b NOTES: / 4 IP PIA 2\ V \\ tE��`rF q°II CNP ENERGY GAS ii + !'C? S 1 1 REMOVE AND REPLACE THE CONCRETE DP.NEWAY 116" WATER LINE (PER RAN) a �\ x�, \ .�: *1� • P \\ •�DIW YICNAEL NARAI y 'f \X %4 9,,.C.asaa /st° MAGNOLIA STREET \ \� 11110h `"-- ROP SAN!SWR DROP(MN 17 PROP S N SWR D OP MN 18 PROP SO)SWR STAtrK I 1 I I ' STA 48+1*87(5'DI ) I S A 50+64. 7 5'D/A STA 51+0 -_ P P SAN S MH 19 RIM=4710, ---R/M=47'A 6 FL= 39.22 STA 53 24. 8 DIA 54 IS($)FL=3.50 FL=3&50l R/M=47.50, = 54 .... Tt . �z F 30 AL=,5.U4 30"(W4 Ia.Nr.aa m.r":11,w 0,.. LY0"(£&W)f =25.85 i I I I 24"(E)FL=$701 I .-04�,mrn��..00.ae 50 i — -- — I 50 NAT CRD @ SDUT11 ROW EXISTING ROADWAY EXIST 4"l FM I I I EXIST 4' IP PLA OP OF PVMT NA GRD®NORTH ROW CNP ENERGY GAS (NFV) I I 46 - - I I _�� - - I i 46 A -_—_ _---F__—_ j�__-- �,�-- - No. Dote Rev,s,orts PP 1 III MINI �_ IGNIEll `I' , .,. : te_ - 10 EXIST 0 42 p _ ��11 1� ��� :E - — — — __- �� _ — _ - 42 lI�-`� lJ _WL ,4t..-- Immop EXIST 1a'WL I Walk (NOT IN T IS CONTRAA� �' - 1.11 s c// I I l I CITY OF PEARLAND, ��R ��1 � 38 B" RO E / � F TURE 24' •UGERED 38 TEXAS cE FROM D, P CONN:CAON I DITCH FLIALONG SOU H ROW FUTU' 16"WATER LINE LENT LINE! I I I I I ; —_ I I (SOUT ERN WATER LINE (NI0T IN THIS ONTRACT) i DEPARTMENT OF PUBLIC WORKS � TO!SAN SWR TACK I DITCH, FL ALONG NORTH ROW � lWty) I _ 9 ROW AINEP-= . I J I EAST 4"SAN SWR FORCE MAIN (NOT IN THIS CONTRACT) i I I I 34 m 1 I CO; PLUG AND ABANDON 371 LF I I - BEAD I I i I 34 q J I FROM CON//ECRON I I I CITY ENGINEER DATE LJ 6"SERWCE LED (N) I z FROM O?O P CONNECT/ON I TO SAN SWR STA'K I I I I UTILITY RELOCATION TO JSANIVE, SWR STACK I I Lw ROW LINE I PROP 5 LF•24" AN SWR(EI) 1 I 30 ALONG MAGNOLIA STREET FROM ®ROW G/N£, FL = 34.57 I 30 J III, I D a70X W/24"�ISLUG • 51. I I I C RUP t?0 IF I • 7631 - -� I I I i VETERANS DRIVE TO MAIN SH 35) I- �J4- d==)-,""r",-.=>_," = r2=== == = I ��� __ —f _ _ , FUTUREW I 16' WATER LINE M PROP 115 LF I PROP 25L1 LF- 30'�SAN SWR®0.076z1 `II/ i (BY OtHERS) 26 ! 30 SAN SWR 0 0.1076$ I I _--�— I ���,,,�,//p„%������ i •-L I 26 SANITARY SEWER el. PLAN AND PROFILE R i I 205 LF - 42"AI GERED S EL CASING I PROP 5 -JO"SA SWR(S) STA 47+00 TO END FL = 2576 I I 1 , ,:, I, ,"P/./C, I I Dee Scale: SHEET �/ 1 I I I/ I I I I Design By RMD �� \ I I I • I 1 I I I I I I I 'HORIZ: 1"=40' 22 j I I i i I I i I , I I 22 Date oa-13-oa VERT: 1'=4' 47+00 49+00 51+00 53+00 Don By. RMD JOB NUMBER: . Chid By J.SAAVEDRA B2004-017 OF 21 S:\project\u0071\CARD\dwg\New_lignment\mog-12.dwg By: JOHNSOS Dote: Nov, 30 2004 CITY OF PEARLAND TABLE OF CONTENTS CITY OF PEARLAND BRAZORIA COUNTY,TEXAS UTILITY RELOCATIONS ALONG MAGNOLIA STREET FROM MAGNOLIA ESTATES DRIVE TO MAIN (SH35)—30" SANITARY SEWER B2004-017 TABLE OF CONTENTS No. of CONTRACT DOCUMENTS Pages 00100 Invitation to Bidders. .2 00200 Instructions to Bidders. 7 00300 Bid Proposal 5 00510 Standard Form of Agreement. .9 00612 One-Year Maintenance Bond. .2 00613 One-Year Surface Correction Bond. .2 GENERAL CONDITIONS 00700 General Conditions .35 00700-A Attachment No 1 to General Conditions. .3 00700-B Attachment No. 2 to General Conditions. 6 SPECIAL CONDITIONS 00800 Special Conditions of Agreement .2 00811 Wage Scale for Engineering Construction .2 TECHNICAL SPECIFICATIONS DIVISION 1—GENERAL REQUIREMENTS 01100 Summary of Work. .2 01140 Contractor's Use of Premises. .3 01200 Measurement and Payment .3 01290 Change Order Procedures 4 01310 Coordination and Meetings .3 01350 Submittals .6 04/2002 TOC-1 CITY OF PEARLAND TABLE OF CONTENTS 01420 Reference Standards 4 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 4 01562 Waste Material Disposal .2 01563 Tree and Plant Protection 4 01564' Control of Ground Water and Surface Water 7 01565 TPDES Requirements .3 01566 Source Controls for Erosion and Sedimentation. 4 01570 Trench Safety System .3 01580 Project Identification Signs .9 01600 Material and Equipment. .3 01630 Product Options and Substitutions .3 01720 Field Surveying .2 01730 Cutting and Patching .3 01750 Starting Systems. .2 01760 Project Record Documents .2 01770 Contract Closeout. .2 DIVISION 2—SITE WORK 02200 Site Preparation .3 02220 Site Demolition .5 02252 Cement Stabilized Sand .3 02318 Excavation and Backfill for Utilities .20 02415 Pipe and Casing Augenng 7 02430 Tunnel Grout .. .5 02530 Gravity Sanitary Sewers .21 02531 Sanitary Sewer Service Stubs or Reconnections. .6 02532 High Density Polyethylene (HDPE) Solid Wall Pipe .3 02534 PVC Pipe. .5 02542 Concrete Manholes and Accessories. .9 02603 Frames, Grates, Rings and Covers .2 02635 Steel Pipe and Fittings .9 02636 Polyurethane Coatings on Steel or Ductile Iron Pipe. .6 02910 Topsoil .2 02921 Hydromulch Seeding. .3 02922 Sodding 4 , 04/2002 TOC-2 CITY OF PEARLAND TABLE OF CONTENTS 02980 Pavement Repair and Resurfacing .3 APPENDIX A Storm Water Pollution Prevention Plan APPENDIX B Geotechmcal Report 04/2002 TOC-3 CITY OF PEARLAND INVITATION TO BIDDERS Section 00100 INVITATION TO BIDDERS NOTICE TO BIDDERS CITY OF PEARLAND, TEXAS BID NO. 2004-017 Sealed bids will be received, in duplicate, marked "UTILITY RELOCATIONS ALONG MAGNOLIA STREET FROM MAGNOLIA ESTATES BLVD TO MAIN (SH35) - 30" SANITARY SEWER", BID NO. 2004-017 in the office of the Purchasing Officer, the City of Pearland, City Hall, 3519 Liberty Dnve, Pearland, Texas 77581, until 3:00 p.m., December 15, 2004, at which time they will be publicly opened and read aloud for the furnishing of: UTILITY RELOCATIONS ALONG MAGNOLIA STREET FROM MAGNOLIA ESTATES BLVD TO MAIN (SH35)—30" SANITARY SEWER This project will entail. the construction of a new sanitary sewer line on the south side of Magnolia Street. The work includes, but is not limited to, the following items; approximately 2,450 feet of 30-inch pipe open cut, approximately 430 feet of 30-inch pipe open cut in 42" steel casing, approximately 450 feet of 30-inch pipe in augered 42" steel casing, approximately 240 feet of 6-inch pipe open cut, approximately 110 feet of 6-inch pipe in augered 12" steel casing, approximately 80 feet of 8-inch pipe open cut, approximately 70 feet of 8-inch pipe in augered 16" steel casing, 14 corrosion proof manholes, and abandonment of 2 existing lift station and other features. Work is to be substantially complete within 150 calendar days and completed and ready for final payment withm 180 calendar days. Liquidated damages in the amount of$500/day will be accessed in the event work is not completed in this time limit. Information and Bid Documents. Copies of Contract Documents and Technical Specifications and Plans are on file at the following locations for review. City of Pearland (281)652-1668 City Hall, Purchasing Department 3519 Liberty Drive Pearland,Texas 77581 AGC of Texas (713)334-7100 2400 Augusta, Suite 180 Houston,Texas 77057 AGC of Amenca (713) 843-3700 01/2003 00100-1 CITY OF PEARLAND INVITATION TO BIDDERS 3825 Dacoma Street Houston, Texas 77092-8717 Dodge Reports (713) 529-4895 4101 Greenbriar, Suite 320 Houston, Texas 77098 These documents may be examined without charge at the above locations. Bidders may obtain a complete set of the Contract Documents, Technical Specifications and Plans from the Office of Engineer, Mike Harju, P.E., S&B Infrastructure, Ltd., 3535 Sage Road, Houston, Texas 77056, upon request and amount of$50 00 per set. No partial sets will be issued. There will not be any refund for plan sets. A(Non-Mandatory) Pre-bid Meeting will be held at 3:00 P.M.,December 8,2004, City Hall, 2nd Floor Conference Room, 3519 Liberty Drive, Pearland, Texas 77581 No bid may be withdrawn or terminated for a period of sixty(60) days subsequent to the opening date without the consent of the City of Pearland. Bidder's Bond, Cashier's Check, or Certified Check payable to the City of Pearland in the amount of 5%of the total bid price must accompany each proposal. The City of Pearland reserves the right to reject any or all bids, or to accept any bid deemed advantageous to it. The successful bidders must furnish Performance, Payment, and Maintenance Bonds as required by law (Article 5160, Vernon's Texas Civil Statutes, as amended) upon an acceptable form in the amount of one hundred percent (100%) of the contract pnce, such bonds to be executed by a corporate surety duly authorized to do business in the State of Texas, and named on the current list of"Treasury Department Circular No 570",payable to the City of Pearland, Texas. Contractor must certify that his firm or subcontractor does not and will not maintain any facilities he provides for his employees in a segregated manner, or permit his employees to perform their services at any location under his control where segregated facilities are maintained. All communications relative to this project shall be directed to the Engineer, Mike Harju, P.E., S&B Infrastructure,Ltd., 3535 Sage Road,Houston,Texas 77056,713-845-5401 Date Gordon Island Purchasing Officer 01/2003 00100-2 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS Section 00200 INSTRUCTIONS TO BIDDERS 1 Defined Terms The term "Bidder" means one who submits a Bid directly to Owner, as distinct from a sub-bidder, who submits a Bid to a Bidder The term "Successful Bidder" means the lowest, qualified, responsible and responsive Bidder to whom Owner (on the basis of Owner's evaluation as hereinafter provided) makes an award. The term "Bidding Documents" includes the Advertisement of Invitation to Bid, Instructions to Bidders, the Bid Form, and the proposed Contract Documents (including all Addenda issued prior to receipts of Bids). 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 Bidders may be obtained from the Engineer 2.2 Complete sets of Bidding Documents must be used in prepanng Bids; 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 Bids on the Work and do not confer a license or grant for any other use. 3 Qualifications of Bidders 3 1 To demonstrate qualifications to perform the Work, each Bidder must be prepared to submit within two (2) days of Owner's request written evidence, such as financial data, previous experience, present commitments, list of proposed sub- bidders, references and other such data, as may be called for by the Owner The apparent low Bidder must submit this information to the Engineer within 24 hours of Bid Opening. 01/2003 00200-1 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 4 Examination of Contract Documents and Site 4 1 It is the responsibility of each Bidder before submitting a Bid, to (a) examine the Contract 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 or discrepancies in the Contract Documents. 4.2 Those 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 part of the Contract Documents. Bidder may rely upon the accuracy of the technical data contained in such reports but not upon non-technical data, interpretations or opinions contained therein or for the completeness thereof for the purposes of bidding or construction. 4.3 Information and data reflected in the Contract Documents with respect to 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, 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 for performing and furnishing the Work in accordance with the time, price and other terms and conditions of the Contract Documents. 4.5 On request in advance, Owner will provide each Bidder access to the site to conduct such explorations and tests as each Bidder deems necessary for submission of a Bid. Bidder shall fill all holes, clean up and restore the site to its former condition upon completion of such explorations. 01/2003 00200-2 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 4 6 The lands upon which the Work is to be performed, nghts-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 will constitute an incontrovertible representation by Bidder that Bidder has complied with every requirement of this Article 4, that without exception the Bid 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 pnor to the date for opening of Bids may not be answered. Only questions answered by formal wntten Addenda will be binding. Oral and other interpretations or clanfications 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 must be accompanied by Bid secunty made payable to Owner in an amount of five percent of the Bidder's maximum Bid price and in the form of a certified or bank check or a Bid Bond(on form attached,if a form is prescribed). 01/2003 00200-3 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 6.2 The Bid security of the Successful Bidder will be retained until such Bidder has executed the Agreement and furnished the required contract security, whereupon the Bid security will be returned. If the Successful Bidder fails to execute and deliver the Agreement and furnish the required contract security within fifteen days after the Notice of Award, Owner may annul the Notice to Award and the Bid secunty of that Bidder will be forfeited. The Bid secunty of other Bidders whom Owner believes to have a reasonable chance of receiving the award may be retained by Owner until the Effective Date of the Agreement or the sixty-first day after the Bid opening, 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 and also completed and ready for final payment (Contract Time) are set forth in the Bid Form and the Agreement. 8 Liquidated Damages and Early Completion Bonus Provisions for liquidated damages and early completion bonus set forth in the 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 Drawings or specified in the Specifications without consideration of possible substitute or "or-equal" items. Whenever it is indicated in the Drawings or specified in the Specifications that a substitute or "or-equal" item of matenal 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 Effective Date of the Agreement. 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 Form (Section 00300 — Bid Proposal) is included with the Bidding Documents; additional copies may be obtained from Engineer (or the issuing office). 10.2 All blanks on the Bid Form must be completed in ink or by typewriter 01/2003 00200-4 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 10.3 Bids 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 attested by the secretary or an assistant secretary The corporate address and state of incorporation must be shown below the signature. 10 4 Bids by partnerships must be executed in the partnership name and signed by a partner, whose title must appear under the signature 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 shall contain an acknowledgment of receipt of all Addenda (the number of which must be filled in on the Bid Form). 10 7 The address and telephone number for communications regarding the Bid must be shown. 11 Submission of Bids Bids 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 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. 12. Modification and Withdrawal of Bids 12.1 Bids may be modified or withdrawn by an appropriate document duly executed (in the manner that a Bid must be executed) and delivered to the place where Bids are to be submitted at any time prior to the opening of Bids. 12.2 If, within twenty-four (24) hours after Bids 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 and substantial mistake in the preparation of its Bid, that Bidder may request to withdraw its Bid and the Bid security may be returned 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. 13 Opening of Bids Bids will be opened and (unless obviously non-responsive) read aloud publicly An abstract of the amounts of the base Bids and major alternatives (if any) will be made available to Bidders after the opening of Bids. 01/2003 00200-5 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 14 Bids to Remain Subject to Acceptance All bids will remain subject to acceptance for sixty (60) days after the day of the Bid openmg, but Owner may, in its sole discretion, release any Bid and return the Bid security prior to that date. 15 Award of Contract 15 1 Owner reserves the right to reject any and all Bids, to waive any and all informalities not involving price, time or changes in the Work and to negotiate contract terms with the Successful Bidder, and the right to disregard all nonconforming, nonresponsive, unbalanced or conditional Bids. Also, Owner reserves the right to reject the Bid of any Bidder if Owner believes that it would not be in the best interest of the Project to make an award to that Bidder, whether because the Bid is not responsive of the Bidder is unqualified or of doubtful financial ability or fails to meet any other pertinent standard or criteria established by Owner 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 Bids, Owner will consider the qualifications of the Bidders, whether or not the Bids comply with the prescribed requirements, and such alternatives, umt prices and other data, as may be requested in the Bid Form or prior to the Notice of Award. 15.3 Owner may conduct such investigations as Owner deems necessary to assist in the evaluation of any Bid 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 proposed time. 15 4 The contract is to be awarded to the lowest Bidder whose evaluation by Owner indicates to Owner that the award will be in the best interest of the Project. 15.5 The contract is to be awarded, Owner will give the Successful Bidder a Notice of Award within sixty(60) days after the day of the Bid opening. 16 Contract Security When the Successful Bidder delivers the executed Agreement to Owner, it must be accompanied by the required performance and payment Bonds. Bonds may be on the forms provided herein or an equal form containing no substantive changes. 01/2003 00200-6 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 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 Agreement with all other written Contract Documents attached. Within fifteen (15) days thereafter Contractor shall sign and deliver the required number of counterparts of the Agreement and attached documents to Owner with the required Bonds. Within ten (10) days thereafter Owner shall deliver one fully signed counterpart to Contractor Each counterpart is to be accompanied by a complete set of the Drawings with appropriate identification. 18. Prebid Conference A prebid meeting will be held as indicated in the Invitation to Bidders. 19 Retainage Provisions concerning retainage are set forth in the Agreement. END OF SECTION 01/2003 00200-7 CITY OF PEARLAND BID PROPOSAL Section 00300 BID PROPOSAL Date Bid of .,an individual propnetorship/a corporation organized and existing under the laws of the State of Texas/a partnership consisting of , for the construction of: UTILITY RELOCATIONS ALONG MAGNOLIA STREET FROM MAGNOLIA ESTATES BLVD. TO MAIN(SH35)—30" SANITARY SEWER City of Pearland,Texas BID NO.: B2004-017 (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 Bid, 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 included under the General Contract for the construction of the Utility Relocations Along Magnolia Street From Magnolia Estates Blvd.To Main (SH35)—30" Sanitary Sewer as shown on the plans with all related appurtenances, complete,tested and operational, in accordance with the plans, and specifications prepared by the Engineer, S&B Infrastructure, Ltd.,Houston,Texas,under the City of Pearland's inspection for the umt pnces set forth on the attached bid sheet which bears our signature for identification. It is understood that, in the event any changes are ordered on any part of the work, the unit pnces bid shall apply as additions to or deductions from the total pnces for the parts of the work so changed. The bidder binds himself upon acceptance of his proposal to execute a contract and furmsh performance bond and payment bond each in the amount of one hundred percent(100%) of the total contract price, according to the specified forms, for performing and completing the said work within the time stated. 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 one hundred and fifty(150)calendar days and completed and ready for final payment within one hundred and eighty(180) calendar days. Time for completion shall begin on the date established by the notice to commence work. The Contractor shall pay liquidated damages in the amount of $500/day in the event the work is not complete in this time limit. 01/2003 00300-1 CITY OF PEARLAND BID PROPOSAL UNIT PRICE ITEM SPEC BID ITEM DESCRIPTION UNIT QTY BID AMOUNT BID NO. NO. IN NUMBERS BASE BID 1 01505 Mobilization(Limit of 3%of Total Bid) LS 1 2 01555 Flagmen HR 150 3 01555 Traffic Control and Regulation During Construction,Including Signs and LS 1 Barricades,in Accordance with MUTCD,Complete in Place 4 01570 Trench Safety System LF 2816 5 01564 Control of Ground Water and Surface Water LF 3885 6 01560 Filter Fabric Fence,Complete in Place LF 3336 7 01560 Reinforced Filter Fabric Barrier,Complete in Place LF 887 8 02530 6-Inch Sanitary Sewer Lead,Open Cut LF 237 9 02415 6-Inch Sanitary Sewer Lead in 12-Inch Augered Steel Sleeve LF 114 10 02530 6-Inch Sanitary Sewer Lead,Open Cut LF 78 11 02415 8-Inch Sanitary Sewer Lead in 16-Inch Augered Steel Sleeve LF 65 12 02531 Sanitary Sewer Stack for 6-Inch Lead EA 6 13 02531 6-Inch or 8-inch Plug EA 8 14 02530 30-Inch Sanitary Sewer,Open Cut,20-22 Feet Deep LF 945 011/2004 00300 CITY OF PEARLAND BID PROPOSAL UNIT PRICE ITEM SPEC BID ITEM DESCRIPTION UNIT QTY BID AMOUNT BID NO. NO. IN NUMBERS 15 02530 30-Inch Sanitary Sewer,Open Cut,22-24 Feet Deep LF 961 16 02530 30-Inch Sanitary Sewer,Open Cut,24-26 Feet Deep LF 595 17 02415 30-Inch Sanitary Sewer,Open Cut,22-24 Feet Deep Encased in 42-Inch LF 433 Steel Sleeve 18 02415 30-Inch Sanitary Sewer In 42-Inch Augered Steel Sleeve under State LF 205 Highway 35 19 02415 30-Inch Sanitary Sewer In 42-Inch Augered Steel Sleeve under BSFN LF 122 Railway 20 02415 30-Inch Sanitary Sewer In 42-Inch Augered Steel Sleeve under Magnolia LF 124 Street 21 02542 8-Foot Sanitary Sewer Manhole(4-Foot Diameter)(Corrosion Resistant) EA 1 22 02542 8-Foot Sanitary Sewer Manhole(5-Foot Diameter)(Corrosion Resistant) EA 12 23 02542 8-Foot Sanitary Sewer Manhole(8-Foot Diameter)(Corrosion Resistant) EA 1 24 02542 Extra Depth For Sanitary Sewer Manhole(Corrosion Resistant) VF 200 25 02531 30-Inch Plug EA 1 26 NA Convert Lift Station to Manhole per Drawings EA 1 27 NA Remove and Salvage Lift Station to Manhole per Drawings EA 1 28 02220 Cut,Plug And Abandon Existing 4"Force main LS 1 011/2004 00300 CITY OF PEARLAND BID PROPOSAL UNIT PRICE ITEM SPEC BID ITEM DESCRIPTION UNIT QTY BID AMOUNT BID NO. NO. IN NUMBERS 29 02921 Hydromulch Seeding SY 15644 SUBTOTAL BASE BID EXTRA ITEMS 02252 Extra Cement Stabilized Sand TON 5 31 02922 Extra Sodding SY 400 SUBTOTAL EXTRA ITEMS GRAND TOTAL 011/2004 00300 CITY OF PEARLAND BID PROPOSAL It is agreed that the contract pace may be increased or decreased to cover work added 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 proposal will not be withdrawn or modified for sixty(60) days following date of bid opening. It is understood that in the event the successful bidder fails to enter into the Contract within ten(10) days of the Notice of Award and fails to furnish a Performance Bond and Payment Bond in the amount of one hundred (100)percent of the Contract for all parts of the work, the successful bidder will forfeit the Bid Secunty as provided in the Specifications submitted with his bid proposal. The following Addenda have been received. The modifications to the Bid documents noted therein have been considered and all costs thereto are included in the Bid price. Addendum No Date Addendum No. Date Addendum No Date Addendum No Date Addendum No Date _ Addendum No. Date Firm Name: Signed. Address. Phone No ATTEST (Seal, if Bidder is a Corporation) Date: Signature Date END OF SECTION 01/2003 00300-5 0 ' CITY OF PEARLAND STANDARD FORM OF AGREEMENT Section 00510 AGREEMENT BETWEEN OWNER AND CONTRACTOR ON THE BASIS OF A STIPULATED PRICE THIS AGREEMENT is dated as of the a4 day of -NA� s-u\ in the year 2005 by and between the City of Pearland, Texas (hereinafter called OWNER) and Reddico Construction Company, Inc. (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 m the Contract Documents. The Work is generally described as follows UTILITY RELOCATIONS ALONG MAGNOLIA STREET FROM MAGNOLIA ESTATES BLVD. TO MAIN (SH35)—30" SANITARY SEWER B2004-017 Article 2. ENGINEER. The Project has been designed by S&B Infrastructure, Ltd. who is hereinafter called ENGINEER and who is to act as OWNER'S representative, assume all duties and responsibilities and have the rights and authonty assigned to the 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 completed within 150 calendar days from the date when the Contract Time commences to run as provided in the General Conditions, and completed and ready for final payment in accordance with the General Conditions within 180 calendar days from the date when the Contract Time commences to run. Contract time will commence to run 10 days after the date of the wntten Notice to Proceed if not otherwise agreed upon. 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 above,plus any extensions thereof allowed in accordance with the General Conditions. They also recognize that the delays, expense and uncertainties involved in proving in a legal or arbitration 00510-1 CITY OF PEARLAND STANDARD FORM OF AGREEMENT proceeding the actual loss suffered by OWNER if the Work is not completed on time render such actual loss difficult of estimation. Accordingly,instead of requiring any such proof, OWNER and CONTRACTOR agree that as liquidated damages for delay (but not as a penalty) CONTRACTOR shall pay OWNER Five Hundred Dollars ($500.00) for each day that expires after the time specified for Substantial Completion until the Work is substantially complete,which amount is hereby agreed by the parties to be a reasonable forecast of actual damages. After Substantial Completion if CONTRACTOR shall neglect, refuse or fail to complete the remaining Work within the Contract Time or any proper extension thereof granted by OWNER,CONTRACTOR shall pay OWNER Five Hundred Dollars($500.00)for each day that expires after the time specified above for completion and readiness for final payment. 3.3 Special Liquidated Damages—Not Applicable. Article 4 CONTRACT PRICE. OWNER shall pay CONTRACTOR for completion of the Work in accordance with the Contract Documents. Article 5. PAYMENT PROCEDURES. CONTRACTOR shall submit Applications for Payment in accordance with the General Conditions. Applications 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 Applications for Payment as recommended by ENGINEER,on or about the close of business on 25th day of each month during construction as provided below All progress payments will be on the basis of the progress of the Work measured by the schedule of values established in the General Conditions(and in the case of Unit Price Work based on the number of units completed) or, in the event there is no schedule of values, as provided in the General Requirements. Pay estimates must be in and approved by the first day of each month. 5 1 1 Prior to Substantial Completion,progress payments will be made in an amount equal to the percentage indicated below, 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. 95% of Work completed. 00510-2 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 95% of materials and equipment not incorporated in the Work (but delivered,suitably stored and accompanied by documents satisfactory to OWNER as provided in the General Conditions). 5.2.Final Payment.Upon final completion and acceptance of the Work in accordance with the General Conditions,OWNER shall pay the remainder of the Contract Price as recommended by ENGINEER. Article 6. OMITTED 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 itself 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 reports of explorations and test of subsurface conditions and drawings of physical conditions, and accepts the determination set forth in such reports and drawings upon which CONTRACTOR is entitled to rely 7.3 CONTRACTOR has obtained and carefully studied(or assumes responsibility for obtaining and carefully studying)all known reports, studies and drawings 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 as CONTRACTOR considers necessary for the performance or furrushmg of 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, investigation,explorations,tests,reports,studies or similar information or data are or will be required by CONTRACTOR for such purposes. 7 4 CONTRACTOR has reviewed and checked all information and data shown or 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 00510-3 CITY OF PEARLAND STANDARD FORM OF AGREEMENT Underground Facilities are or will be required by CONTRACTOR in order to perform and furnish 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 result 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 that he has discovered in the Contract Documents and the written resolution thereof by ENGINEER is acceptable to CONTRACTOR. Article 8. CONTRACT DOCUMENTS. The Contract Documents which comprise the entire agreement between OWNER and CONTRACTOR concerning the Work consist of the following: 8 1 This Agreement(pages 1 to 9, inclusive) 8.2.Exhibits to this Agreement(pages 2 to 5 inclusive) (Contractor's Bid Proposal). 8.3 Performance and other Bonds, and Certificate of Insurance. 8 4 Proof of Insurance. 8.5 Notice of Award. 8 6 Specifications and Drawings bearing the title Utility Relocations Along Magnolia Street From Veterans Drive to Main (SH35) — 30-inch Samtary Sewer Water Line, B2004-017 as listed and included therein. 8 7 The following which may be delivered or issued after the Effective Date of the Agreement and are not attached hereto All Written Amendments and other documents amending,modifying,or supplementing the Contract Documents pursuant to the General Conditions. 8 8 The documents listed in paragraphs 8.2 et seq above are attached to this agreement(except as expressly noted otherwise above). 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 m the General Conditions. 00510-4 CITY OF PEARLAND STANDARD FORM OF AGREEMENT Article 9 MISCELLANEOUS. 9 1 Terms used in this Agreement which are defined in the General Conditions will have the meanings indicated in the General Conditions. 9.2. No assignment by a party hereto of any 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 representatives 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. Article 10. OTHER PROVISIONS. None. 00510-5 CITY OF PEARLAND STANDARD FORM OF AGREEMENT IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in tnplicate. One counterpart each has been delivered to OWNER, CONTRACTOR and ENGINEER. All portions of the Contract Documents have been signed or identified by OWNER and CONTRACTOR or by ENGINEER on their behalf. This Agreement will be effective on , 2005 OWNER City of Pearland, Texas CONTRACTOR Reddico Const. Co., Inc. BY If'f BYLhM Michael A. Gruy City Manager Executive Vice-President [CORPORATE SEAL] [CORPORATE SEAL] Attes %1/! ,L:r Attest / Ken Walker ice President Addtor /mg notices Address for giving notices 3519 Liberty Dnve 10083 FM 1484 Pearland, Texas 77581 Conroe, Texas 77303 Telephone No. 281-652-1600 License No (If OWNER is a public body, attach evidence of authority Telephone No 936-441-9500 to sign and resolution or other documents authorizing Agent for service of process. execution of Agreement.) (If CONTRACTOR is a corporation, attach evidence of authority to sign.) 00510-6 THE . HARTFORD mom.HDNDING Bond No 61BCSDD1275 STATUTORY PERFORMANCE BOND PURSUANT TO CHAPTER 2253 OF THE TEXAS GOVERNMENT CODE AS AMENDED BY THE 73RD TEXAS LEGISLATURE, 1993 (PUBLIC WORKS) KNOW ALL MEN BY THESE PRESENTS That,Reddico Construction Company,Inc. (hereinafter called the Pnncipal), as principal, and Hartford Fire Insurance Company, a corporation organized and existing under the laws of the State of Connecticut,with its principal office m the City of Hartford(hereinafter called the Surety), as Surety, are held and firmly bound unto City of Pearland(hereinafter called the Obligee)in the amount of Nine Hundred Thirty- three Thousand, Five Hundred Nine and 50/100 Dollars($ $933,509.50), for the payment whereof,the said Principal and Surety bind themselves,and their heirs, administrators, executors, successors and assigns,Jointly and severally, firmly by these presents. WHEREAS,the Principal has entered into a certain written contract with the Obligee, dated the day of ,20 05 ,to commence and complete the construction of certain improvements described as follows: Utility Relocations Along Magnolia Street From Magnolia Estates Blvd. to Main (SH35) -30" Sanitary Sewer B2004-017 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 perform the work in accordance with the plans, specifications 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 Texas Government Code as amended by Acts of the 73rd Legislature, 1993, and all liabilities on this bond to all such claimants shall be determined in accordance with the provisions of said Chapter to the same extent as if it were copied at length herein. IN WITNESS WHEREOF,the said Pnncipal and Surety have signed and sealed this instrument this day of , 20 05 Witness: (SEAL) (SEAL) (If Individual or Firm) Attest: (/ (SEAL) A) f ` Reddico Construction Com•an ,Inc. (SEAL) Ken Walker,Vice President (If Corporation) / Principal fli / BY' i� � (SEAL); Michael A. ' xecutive Vic ae ent ford Fire Insuranc• __.:,,2: (SEAL) B / e / , I eve Berry F ' Attorney -fact THE HARTFORD PIffAd1Y BQNnIMf. Bond No 61BCSDD1275 STATUTORY PAYMENT BOND PURSUANT TO CHAPTER 2253 OF THE TEXAS GOVERNMENT CODE AS AMENDED BY THE 73RD TEXAS LEGISLATURE, 1993 (PUBLIC WORKS) KNOW ALL MEN BY THESE PRESENTS That,Reddico Construction Company,Inc. (hereinafter called the Prmcipal), as principal and Hartford Fire Insurance Company , a corporation organized and existing under the laws of the State of Connecticut, with its pnncipal office in the City of Hartford(heremafter called the Surety), as Surety, are held and firmly bound unto City of Pearland(hereinafter called the Obhgee)in the amount of Nine Hundred Thirty-three Thousand, Five Hundred Nine and 50/100 Dollars($933,509.50 ), for the payment whereof,the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns,jointly and severally, firmly by these presents. WHEREAS, the Principal has entered into a certain written contract with the Obligee, dated the day of , 20 05 ,to commence and complete the construction of certain improvements described as follows: Utility Relocations Along Magnolia Street from Magnolia Estates Blvd. to Main (SH35) -30" Sanitary Sewer B2004-017 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 Pnncipal shall pay all claimants supplying labor and 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 Texas Government Code as amended by Acts of the 73rd Legislature, 1993, and all liabilities on this bond to all such claimants shall be determined in accordance with the provisions of said Chapter to the same extent as if it were copied at length herein. IN WITNESS WHEREOF,the said Principal and Surety have signed and sealed this instrument this day of ,2005 Witness: (SEAL) (SEAL) (If Individual or Firm) Attest: 7.4\1A) (SEAL) � Reddico Construction Company,Inc. (SEAL) Ken Walker,Vice President (If Corporation) Princ'pall BY' !L/ I !� / (SEAL) ichael A. . , xecutive Vi t ford Fire Insurance Coin - • (SEAL) Attorney-i' "act CITY OF PEARLAND ONE-YEAR MAINTENANCE BOND BOND NO. 61BCSDD1275 Section 00612 ONE-YEAR MAINTENANCE BOND STATE OF TEXAS COUNTY OF BRAZORIA KNOW ALL MEN BY THESE PRESENTS That Reddico Construction Company, Inc. of the City of Conroe, County of Montgomery, and State of Texas, as principal, and Hartford Fire Insurance Company authorized under the laws of the State of Texas to act as surety on bonds for pnncipals, are held and firmly bound unto City of Pearland (Owner), in the penal sum of Nine hundred thirty-three thousand, five hundred nine dollars and 50/100 cents ($933,509.50) 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, dated the day of to commence and complete the construction of certain improvements described as follows. Utility Relocations Along Magnolia Street From Magnolia Estates Blvd. to Main (SH35)—30" Sanitary Sewer B2004-017 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 t-iius 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 03/2004 00612-1 CITY OF PEARLAND ONE-YEAR MAINTENANCE BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this day of Principal Surety Reddico Construction Co any, Inc. Hartford F ns e C Michael A. Gruy Steve erry Title: Executive Vice-President Title: Attorne -In-Fact Address. Address. 10083 FM 1484 785 Greens Parkway, Suite 200 Conroe, Texas 77303 Houston, Texas 77067 Telephone: 936-441-9500 Telephone: 281-877-3675 Fax. 936-760-3846 Fax. 281-877-3990 The name and address of the Resident Agent of Surety is Steve Berry/Guaranty Insurance Services, Inc. 1311 northwest Freeway, Suite 420 Houston, Texas 77040 Telephone: 713-934-2055 Fax. 713-934-2020 END OF SECTION 03/2004 00612-2 CITY OF PEARLAND ONE-YEAR SURFACE CORRECTION BOND BOND NO. 61BCSDD1275 Section 00613 ONE-YEAR SURFACE CORRECTION BOND STATE OF TEXAS COUNTY OF BRAZORIA KNOW ALL MEN BY THESE PRESENTS That Reddico Construction Company, Inc. of the City of Conroe , County of Montgomery , and State of Texas, as principal, and Hartford Fire Insurance Company authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto the City of Pearland (Owner) in the penal sum of Thirty-seven Thousand, Three Hundred Forty and 38/100 Dollars ($37,340.38) and the total being equal to 4 percent of the total Contract Amount, 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, dated the day of to commence and complete the construction of certain improvements described as follows. Utility Relocations Along Magnolia Street From Magnolia Estates Blvd.to Main (SH35)-30" Sanitary sewer B2004-017 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 repair,replace,restore, and correct surface work associated with construction operations located within the City of Pearland rights-of-way determined not in accordance with the Contract Documents or City of Pearland Standard requirements discovered within one year from the date of substantial completion, then this obligation shall become null and void, and shall be of no further force and effect; otherwise,the same is to remain in full force and effect. Notices required or permitted hereunder shall be in writing and shall be deemed delivered when actually received or, if earlier, on the third day following deposit in a United States Postal Service post office or receptacle, with proper postage affixed(certified mail,return receipt requested), addressed to the respective other party at the address prescribed in the Contract Documents, or at such other address as the receiving party may hereafter prescribe by written notice to the sending party 03/2004 00613-1 CITY OF PEARLAND ONE-YEAR SURFACE CORRECTION BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this day of Principal Surety Reddico Construction Corn any, Inc. Hartford Fi nsurance l -� By: ��%1 B • Mic ael A. Gruy Steve Berry Title: Executive Vice-President Title: Attorney-In-Fact Address Address. 10083 FM 1484 785 Greens Parkway, Suite 200 Conroe, Texas 77303 Houston, Texas 77067 Telephone: 936-441-9500 Telephone: 281-877-3675 Fax. 936-760-3846 Fax. 281-877-3990 The name and address of the Resident Agent of Surety is. Steve Berry/Guaranty Insurance Services, Inc. 1311 northwest Freeway, Suite 420 Houston, Texas 77040 Telephone: 713-934-205 5 Fax. 713-934-2020 END OF SECTION 03/2004 00613-2 Direct Inquiries/Claims to: POWER OF ATTORNEY THE HARTFORD BOND,T-4 690 ASYLUM AVENUE HARTFORD,CONNECTICUT 06115 call:888-266-3488 or fax:860-757-5835 r' ,JOW ALL PERSONS BY THESE PRESENTS THAT Agency Code: 61-614081 X Hartford Fire Insurance Company,a corporation duly organized under the laws of the State of Connecticut X Hartford Casualty Insurance Company,a corporation duly organized under the laws of the State of Indiana X Hartford Accident and Indemnity Company,a corporation duly organized under the laws of the State of Connecticut Hartford Underwriters Insurance Company,a corporation duly organized under the laws of the State of Connecticut Twin City Fire Insurance Company,a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of Illinois,a corporation duly organized under the laws of the State of Illinois Hartford Insurance Company of the Midwest,a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of the Southeast,a corporation duly organized under the laws of the State of Florida having their home office in Hartford, Connecticut, (hereinafter collectively referred to as the"Companies")do hereby make, constitute and appoint, up to the amount of unlimited: Kimberly J Smith, Richard D Bright, Steve Berry, Nancy T Berry, Morris D Plagens,Jr of Houston, TX their true and lawful Attorney(s)-in-Fact, each in their separate capacity if more than one is named above,to sign its name as surety(ies)only as delineated above by ®, and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instruments in the nature'thereof,on behalf of the Companies in their business of guaranteeing the fidelity of persons,guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law In Witness Whereof, and as authorized by a Resolution of the Board of Directors of the Companies on July 21, 2003 the Companies have caused these presents to be signed by its Assistant Vice President and its corporate seals to be hereto affixed,duly attested by its Assistant Secretary Further, pursuant to Resolution of the Board of Directors of the Companies,the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney _ u r. y��111Trey, \,� /e���N. p^ltr^',yrb a.A � � Q IaM> '� x;\' / ; r.i�eeonrt.rrt , ; toaT /7?" :`�oWorerm a`♦tcb ega1 , Ora 4j 1887 ,� : ! o * E 9 * 3a pMV► � i�`• l\',Nrru,c� >• IA. 3 :97, o1€.r 1079 a< & 1 49 f. yrA'.Roil • -..,4`<(1a02,; t. rraraoo' ak-9 . • '''araAntw" �w._rt.�. ', Qti Paul A.Bergenholtz,Assistant Secretary David T Akers,Assistant Vice President STATE OF CONNECTICUT ss. Hartford COUNTY OF HARTFORD ))) On this 4th day of August,2004, before me personally came David T Akers,to me known,who being by me duly sworn,did depose and say that he resides in the County of Hampden, Commonwealth of Massachusetts; that he is the Assistant Vice President of the Companies, the corporations described in and which executed the above instrument;that he knows the seals of the said corporations;that the seals affixed to the said instrument are such corporate seals;that they were so affixed by authority of the Boards of Directors of said corporations and that he signed his name thereto by like authority *Laic ! Scott E.Paseka Notary Public CERTIFICATE My Commission Expires October 31,2007 I,the undersigned,Assistant Vice President of the Companies, DO HEREBY CERTIFY that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies,which is still in full force effective as of ^,2005. Signed and sealed at the City of Hartford. Trma, e x optr^,y •� cco�� earyy, � o 0swiM> 'F i((,,' /qz (y r°�rwrne.rit F L90 T ♦or ttk% "4-4JI 00414 , z ;.. 7 ��i 11�� '�� 1997 �w ! 3.4i * ' si� \ "aSa i%!+ a``iru�e,eu J+', ••o1N1► ;�¢�1Q Q 9 So J+rAo�b "�lUaaKr * "M-77 Gary W Stumper,Assistant Vice President POA 2004 THE " HARTFORD Inquiries Regarding Claims Hartford Fire Insurance Company Twin City Insurance Company Hartford Casualty Insurance Company Hartford Insurance Company of Illinois Hartford Accident and Indemnity Company Hartford Insurance Company of the Midwest Hartford Underwriters Insurance Company Hartford Insurance Company of the Southeast Please address inquiries regarding Claims for all surety and fidelity products issued by The Hartford's underwriting companies to the following: Phone Number 888-266-3488 Fax-Claims 860-757-5835 or 860-547-8265 E-mail claims@ 1 stepsurety com Mailing Address The Hartford The Hartford Fidelity&Bonding (BOND) Hartford Plaza 690 Asylum Avenue Hartford, CT 06115 lnsured's Name Reddico Construction Company, Inc Insured's Mailing Address 10083 FM 1484 Conroe, TX 77303 Policy Number 61BCSDD1275 IMPORTANT NOTICE TO OBLIGEES/POLICYHOLDERS - TERRORISM RISK INSURANCE ACT OF 2002 You are hereby notified that, under the Terrorism Risk insurance Act of 2002, effective November 26, 2002, we must make terrorism coverage available in your bond/policy However, the actual coverage provided by your bond/policy for acts of terrorism, as Es true for all coverages, is limited by the terms, conditions, exclusions, limits, other provisions of your bond/policy, any endorsements to the bond/policy and generally applicable rules of law Any terrorism coverage provided by this bondlpoiicy is partially reinsured by the United States of America under a formula established by Federal Law Under this formula, the United States Will pay 90% of covered terrorism losses exceeding a statutorily-established deductible paid by suretieslinsurers until such time as Insured losses under the program reach $100 billion. If that occurs, Congress will determine the procedures for, and the source of, any payments for losses In excess of$100 billion. The premium charge that has been established for terrorism coverage under this bandlpolicy Is either shown on this form or elsewhere in the bandlpoilcy if there is no premium shown for terrorism on this form or elsewhere In the bond/policy, there is no premium for the coverage. Terrorism premium $0 Form B-3333-0 Page I of © 2002,The Hartford ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID DATE(MM/DD/YYYY) REDD-C2 03/07/05 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Guaranty Insurance Services HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR P. 0. Box 4745 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Wrnston TX 77210-4745 me 713-939-9898 Fax:866-652-9382 INSURERS AFFORDING COVERAGE NAIC# INSURER A: American Cas Co of Reading PA 20427 INSURER B: Continental Casualty Company 20443 Reddico Construction Company, INSURERC: Texas Mutual Ins. Co. 22945 10083 FM 1484 INSURER D: Hanover Insurance Company 22292 Conroe TX 77303 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. TNSR ADM. POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LIMITS LTR INSRC TYPE OF INSURANCE DATE(MM/DD/YY) DATE(MM/DD/YY) GENERAL LIABILITY EACH OCCURRENCE $10 0 0 0 0 0 A X COMMERCIAL GENERAL LIABILITY TCP2079710203 10/01/04 10/01/05 PREMISES(Ea occurence) $100000 CLAIMS MADE X OCCUR MED EXP(Any one person) $ 5 0 0 0 X CONTRACTURAL PERSONAL&ADV INJURY $ 10 0 0 0 0 0 GENERAL AGGREGATE $2 0 0 0 0 0 0 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS COMP/OP AGG $2000000 POLICY X JEC 1-7 LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ 10 O O O O O A X ANY AUTO BUA2079710217 10/01/04 10/01/05 (Ea accident) ALL OWNED AUTOS BODILY INJURY $ SCHEDULED AUTOS (Per person) HIRED AUTOS BODILY INJURY NON-OWNED AUTOS (Per accident) PROPERTY DAMAGE (Per accident) GARAGE LIABILITY AUTO ONLY EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTO ONLY AGG $ EXCESS/UMBRELLA LIABILITY EACH OCCURRENCE $3 0 0 0 0 0 0 B X OCCUR CLAIMS MADE CUP2079911731 10/01/04 10/01/05 AGGREGATE $ 3000000 DEDUCTIBLE $ RETENTION $ $ WORKERS COMPENSATION AND X TOY LIMITS OER C EMPLOYERS'LIABILITY TSF00011098782004100110/01/04 10/01/05 E.L.EACH ACCIDENT $1000000 ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? E.L.DISEASE EA EMPLOYEE $ 10 0 0 0 0 0 If yes,describe under SPECIAL PROVISIONS below E.L.DISEASE POLICY LIMIT $ 3.000000 OTHER D Equipment IHD7601576 10/01/04 10/01/05 Rent/leas $250,000/ Occ $500,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS RE UTILITY RELOCATION ALONG MAGNOLIA STREET 30-INCH SANITARY SEWER, B2004-17 S&B JOB nO. : U007-400 **SEE ATTACHED** CERTIFICATE HOLDER CANCELLATION CITPEO 1 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,THE ISSUING INSURER WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN City of Pearl and NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT BUT FAILURE TO DO SO SHALL C/O S&B Infrastructure, Ltd IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER,ITS AGENTS OR 3535 Sage Road Houston TX 77056 REPRESENTATIVES. Al ��uuff ((//H4VIZIDAIporTATIVE ACORD 25(2001/08) ©ACORD CORPORATION 1988 `HOLDERCODE dF °CZT�EO1 " i NOTEPAD. , fi � �� A RED a.,� � �A� . _.. INSUREDS NAME 'Redd co Conotructio ompaz�y ©P 1 D47N DATE <O3/0'7/.0 CERTIFICATE HOLDER & S&B INFRASTRUCTURE, LTD , ARE NAMED AS ADDITIONAL INSURED WITH RESPECT TO THE GENERAL LIABILITY & AUTOMOBILE POLICIES WHERE REQUIRED BY WRITTEN CONTRACT. CERTIFICATE HOLDER & S&B INFRASTRUCTURE, LTD , ARE FAVORED WITH A WAIVER OF SUBROGATION WITH RESPECT TO THE GENERAL ABILITY, AUTOMOBILE & WORKERS COMPENSATION POLICIES WHERE REQUIRED BY ITTEN CONTRACT. CITY OF PEARLAND ONE-YEAR SURFACE CORRECTION BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this day of Principal. Surety By: By: Title. Title: Address. Address Telephone: Telephone: Fax. Fax. The name and address of the Resident Agent of Surety is. END OF SECTION 03/2004 00613-2 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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. 1 103 Subcontractor 1 1 04 Written Notice. .2 105 Work .2 1 06 Extra Work. .2 1 07 Working Day .2 1 08 Calender Day .2 1 09 Substantially Completed .2 1 10 Interpretation of Words and Phrases .3 1 11 Referenced Standards. .3 1 12 Special Conditions .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 .5 3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 5 04/2002 00700-i CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 3 01 Owner-Engineer Relationship 5 3 02 Keeping of Plans and Specifications Accessible .5 3 03 Preliminary Approval 6 3 04 Inspection by Engineer 6 3 05 Determination of Questions and Disputes 7 3 06 Objections 7 3 07 Recommendation of Payment 8 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 8 4 01 Independent Contractor 8 4 02 Contractor's Understanding 8 4 03 Laws and Ordinances .9 4 04 Assignment and Subletting .9 4 05 Performance and Payment Bonds 10 4 06 Insurance 10 4 07 Certificate of Insurance 11 4 08 Permits and Fees 12 4 09 Texas State Sales Tax 12 410 Contractor's Duty and Superintendence 12 411 Character of Workers 13 4 12 Equipment, Matenals, Construction Plant and Buildings 13 413 Sanitation 14 4 14 Cleaning and Maintenance. 14 415 Performance of Work. 14 416 Right of Owner to Modify Methods and Equipment 14 04/2002 00700-11 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4 17 Layout of Work 14 4 18 Shop Drawings 15 4 19 Engineer-Contractor Relationship; Observations 15 4.20 Observation and Testing 16 4.21 Defects and Their Remedies 17 4.22 Liability for Proper Performance 17 4.23 Protection Against Accident To Employees and the Public 18 4.24 Protection of Adjoining Property 18 4.25 Protection against Claims of Subcontractors, Laborers, Matenalmen and Furnishers of Machinery and Supplies 19 4.26 Protection Against Royalties or Patented Invention 19 4.27 Indemnification .20 4.28 Losses From Natural Causes .21 4.29 Guarantee .21 5.0 PROSECUTION AND PROGRESS 21 5 01 Time and Order of Completion 21 5 02 Extension of Time 22 5 03 Hindrances and Delays. 22 5 04 Liquidated Damages for Delay 23 6.0 MEASUREMENT AND PAYMENT 24 6 01 Discrepancies and Omissions 24 6.02 Quantities and Measurements 24 6 03 Estimated Quantities 24 6.04 Price of Work 25 04/2002 00700-iil CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6.05 Payments .25 6 06 Partial Payments .25 6 07 Use of Completed Portions .26 6 08 Final Completion and Acceptance .27 6 09 Final Payment .27 6 10 Correction of Work Before Final Payment .28 6 11 Correction of Work After Final Payment. .28 6 12 Payments Withheld .28 6 13 Delayed Payments .29 7.0 EXTRA WORK AND CLAIMS 29 7 01 Change Orders. 29 7 02 Minor Changes 30 7 03 Extra Work. 30 7 04 Time of Filing Claims 32 8.0 ABANDONMENT OF CONTRACT 32 8 01 Abandonment by Contractor 32 8 02 Abandonment by Owner 34 9.0 ARBITRATION 35 9 01 Arbitration. 35 ATTACHMENT NO 1 -WORKER'S COMPENSATION INSURANCE COVERAGE .A1 ATTACHMENT NO 2 -AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR'S SWORN RELEASE. B1 , 04/2002 00700-iv CITY OF PEARLAND GENERAL CONDITIONS Section 00700 GENERAL CONDITIONS OF AGREEMENT 1.0 DEFINITIONS AND INTERPRETATION 1 01 OWNER, CONTRACTOR AND ENGINEER. A. The OWNER, the CONTRACTOR and the ENGINEER are those persons or organizations identified as such in the Agreement. The term ENGINEER means a person authorized to act as a representative of the entity designated by the OWNER to provide engineering services required in connection with the preparation and performance of this Contract. 1 02 CONTRACT DOCUMENTS A. The contract documents shall consist of all of the documents contained,assembled and bound with these General Conditions of Agreement,including,whether or not labeled as such, Notice to Bidders (Advertisement), General Instructions to Bidders, Proposal, Addenda, signed Agreement, Performance and Payment Bonds (if required), Special Bonds (when required), General Conditions of Agreement, Special Conditions of Agreement (if any), Insurance Certificate, Technical Specifications, Plans and all modifications thereof incorporated in any of the documents before the execution of the Agreement,and any other document,whether or not labeled,which shall become a part of the set of documents bound together with the General Conditions of Agreement. B. The contract documents are complementary,and what is called for by any one shall be as binding as if called for by all. Any conflicts between any of the contract documents shall be resolved first by reference to these General Conditions of Agreement;and in the event the General Conditions of Agreement do not address such conflict,then the designated ENGINEER shall resolve any conflict by a written interpretation, copies of which shall be forwarded to all parties to the Contract,and the original shall be attached to and shall become a part of these General Conditions of Agreement and thus a part of the contract documents. 103 SUBCONTRACTOR A. The term "subcontractor", as employed herein, includes only those having a direct contract with the CONTRACTOR for performance of work on the project contemplated by these contract documents. OWNER shall have no responsibility to any subcontractor employed by CONTRACTOR for performance of work on the project contemplated by these contract documents, and any such subcontractor shall look exclusively to 04/2002 00700-1 CITY OF PEARLAND GENERAL CONDITIONS CONTRACTOR for any payments due subcontractor 1 04 WRITTEN NOTICE. A. Written Notice shall be deemed to have been duly served if delivered in person to the individual or to a member of the firm or to an officer of the corporation 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,firm or corporation. 105 WORK A. 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 covered by the contract documents. 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 A. 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 or reasonably implied by the specifications,and which shall, prior to the commencement of such work,be authorized in writing by the ENGINEER. 1 07 WORKING DAY A. A "working day" is defined as any day not including Saturdays, Sundays or any legal holidays, in which weather or other conditions not under the control of the CONTRACTOR,will permit construction of the principal units of the.work for a period of not less than seven(7)hours between 7.00 a.m. and 6.00 p.m. 1 08 CALENDAR DAY A. A "calendar day" is any day of the week or month,no days being excepted. 1 09 SUBSTANTIALLY COMPLETED A. The term"substantially completed",as used in this Contract,means that the structure or 04/2002 00700-2 CITY OF PEARLAND GENERAL CONDITIONS project contemplated by the contract documents has been made suitable for use or occupancy or the facility is in a condition to serve its intended purpose,but shall require minor miscellaneous work and adjustment. 1 10 INTERPRETATION OF WORDS AND PHRASES A. Whenever the words directed, permitted, designated, required, considered necessary, prescribed or words of like import are used, it shall be understood that the direction, requirement, permission, order, 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,but does not relieve CONTRACTOR of responsibility for performance of project requirements. B Whenever in the Specifications or drawings accompanying this Agreement,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 terms, 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 meamng of the words, terms or clauses defining the character of the work. 1 11 REFERENCED STANDARDS A. 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 furmshing or performance of the Work or any duty or authority to undertake responsibilities contrary to provisions of the Contract Documents. 1 12 SPECIAL CONDITIONS A. In the event special conditions are contained herein as part of the contract documents and said special conditions conflict with any of the general conditions contained in this Contract,then in such event the special conditions shall control. 2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER 2.01 ADEQUACY OF DESIGN A. It is understood that the OWNER believes it has employed competent engineers and/or 04/2002 00700-3 CITY OF PEARLAND GENERAL CONDITIONS designers. It is,therefore,agreed that the OWNER shall be responsible for the adequacy of the design, sufficiency of the contract documents, the safety of the structure and the practicability of the operations of the completed project, provided that the CONTRACTOR has complied with the requirements of the said 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 A. The OWNER reserves the right to enter the property or location on which the work herein contracted for is to be 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 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 shall have no cause to complain if his work shall be delayed by reason of such inspection,construction or installation of collateral work. 2.03 OWNERSHIP OF DRAWINGS A. 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 A. The CONTRACTOR further agrees that the Owner may make such changes and alterations as the OWNER may see fit, in the line, grade, form, dimensions, plans or materials 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 accompanying Performance and Payment Bonds. B. If such changes or alterations diminish the quantity of the work to be done,they shall not constitute the basis for a claim for damages or anticipated profits on the work that may be dispensed with. If the amount of work is increased and the work can fairly be classified under the specifications,such increase shall be paid for accordmg to the quantity actually done and at the umt price,if any,established for such work under this Contract,except as hereinafter provided for unit price items under Article 6 of 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 matenal already furnished or used in said work,then the OWNER shall 04/2002 00700-4 CITY OF PEARLAND GENERAL CONDITIONS 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 onginally planned. 2.05 DAMAGES A. In the event the CONTRACTOR is damaged in the course of the completion of the work by the act,negligence,omission,mistake or default of the OWNER,thereby causing loss to the CONTRACTOR,the OWNER agrees that he will reimburse the CONTRACTOR for such loss. 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 A. 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 authonty 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. The ENGINEER shall advise the OWNER as to the progress of the work, and any instructions by the OWNER to the CONTRACTOR shall be issued through the ENGINEER. B 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 ansing there from shall be adjusted as hereinafter provided. Unless otherwise specified, it is mutually agreed between the parties to this Agreement that the ENGINEER shall review all work included herem and shall have the authority to issue written stop work orders whenever such stoppage may be necessary to insure the proper execution of this Contract. 3 02 KEEPING OF PLANS AND SPECIFICATIONS ACCESSIBLE A. The ENGINEER shall furnish the CONTRACTOR with an adequate and reasonable 04/2002 00700-5 CITY OF PEARLAND GENERAL CONDITIONS number of copies of all Plans and Specifications without expense to the CONTRACTOR, and the CONTRACTOR shall keep one 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 for reference and review by the OWNER or the ENGINEER. 3 03 PRELIMINARY APPROVAL A. The ENGINEER shall not have the power to waive the obligations imposed under this Contract for the furnishing by the CONTRACTOR of good material,and for performmg good work as herein described,and in full accordance with the Plans and Specifications, without alteration, deletion or change. No failure or omission of the ENGINEER to discover, object to or condemn any defective work or material 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 defective work or material,provided,however,that the ENGINEER shall, upon request of the CONTRACTOR, inspect and accept or reject any material furnished,and in the event the material has been once accepted by the ENGINEER,such acceptance shall be binding on the OWNER, unless it can be clearly shown that such material furnished does not meet the specifications for this work. B. Any questioned work may be ordered taken up or removed for re-examination by the ENGINEER prior to final acceptance, and if found not to be in accordance with the specifications for said work, all expense of removing,re-examination and 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 A. 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 and/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 04/2002 00700-6 CITY OF PEARLAND GENERAL CONDITIONS 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 subcontractor's agents,servants or employees or any other person, firm or corporation performing or attempting to perform any of the work. 3 05 DETERMINATION OF QUESTIONS AND DISPUTES A. In order to prevent delays and disputes and to discourage litigation, it is agreed that the ENGINEER shall,in all cases,determine the amounts and quantities 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, claim or question,the ENGINEER shall,within a reasonable time,provide a written mterpretation of the contract documents or a written decision on all claims of the parties hereto and on all questions arising relative to the execution of the work, copies of which shall be delivered to all parties to the Contract,and the original thereof shall become a part of the contract documents and shall be binding and final as to all parties to the Contract. 3 06 OBJECTIONS A. In the event the ENGINEER renders any decision which, in the opimon of either the OWNER or the CONTRACTOR, is not in accordance with the meaning and intent of this Contract,either party may,within thirty(30)days of receipt of such decision,file its written objection to the decision with the ENGINEER, and the ENGINEER shall,upon receipt of such written objection and within twenty(20)days thereafter, review the same and render a written affirmation or modification of the original mterpretation,which shall become a part of the contract documents. Either party who shall remain aggrieved after the ENGINEER has rendered his affirmation or modification of his previous decision, shall have the right,within a period not to exceed sixty(60) days after the ENGINEER has filed his affirmation or modification of the decision with the District Secretary,to file suit in the District Court, seeking a declaratory judgment or other relief to determine the intent of the contract documents. If any aggrieved party shall fail to file such a petition with the District Court within the time specified, the decision of the ENGINEER shall become final and binding and non-appealable. 04/2002 00700-7 CITY OF PEARLAND GENERAL CONDITIONS 3 07 RECOMMENDATION OF PAYMENT A. 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 Ins knowledge,mformation and belief;however,such recommendation of an application for payment to CONTRACTOR shall not be deemed to be a representation by the ENGINEER that any examination has been made to determine how or for what purpose CONTRACTOR has used the monies paid on account of the contract pnce. As a condition of final payment, the CONTRACTOR shall execute an Agreement for Final Payment and Contractor's Sworn Release,in a form as included herein and made a part of these contract documents,being its agreement to accept the amount recommended by the ENGINEER as full payment for the work that has been completed as set out in the CONTRACTOR's application for payment and supporting data. 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 4 01 INDEPENDENT CONTRACTOR A. 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 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. The fact that the OWNER or ENGINEER as the Owner's representative shall have the right 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. 4 02 CONTRACTOR'S UNDERSTANDING A. It is understood and agreed that the CONTRACTOR has, by careful examination, 04/2002 00700-8 CITY OF PEARLAND GENERAL CONDITIONS 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,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 and intent of all of the contract documents and understands the meanings of all parts of such documents or other factors affecting the work,which were not previously understood. 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 A. The CONTRACTOR shall at all times observe and comply with all federal,state or local laws, ordinances 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 ansmg out of the violation of any such laws, ordinances and regulations, whether by the CONTRACTOR or his employees. If the CONTRACTOR observes that the Plans and Specifications are at variance with federal or state laws 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, ordinances,rules and regulations, and without such notice to the ENGINEER,he shall bear all costs arising therefrom. B. 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. The Code of Ordinances and other applicable regulations of the OWNER shall be deemed to be embodied in this Contract. 4 04 ASSIGNMENT AND SUBLETTING A. 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 without the written consent of the ENGINEER, 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 04/2002 00700-9 CITY OF PEARLAND GENERAL CONDITIONS relieve the CONTRACTOR from his obligations to the OWNER,as provided for by this Agreement. 4 05 PERFORMANCE AND PAYMENT BONDS A. In the event the contract price shall be in excess of$25,000 00,the CONTRACTOR shall execute separate Performance and Payment Bonds, each in the sum of one hundred percent(100%)of the total contract price,which shall be increased at any time to cover any change orders, additives or add-ons, 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 submitted on forms approved by the OWNER for this purpose,guaranteeing the faithful performance of the work and fulfillment of any guarantees required,and further guaranteeing payment to all persons supplying labor and materials or furnishing him any equipment in the execution of the Contract. It is agreed that the Contract shall not be in effect until such Performance and Payment Bonds are furnished and approved by the OWNER. B. Each such bond shall be executed by a corporate surety or corporate sureties duly authorized to do business in the State of Texas. The cost of the premium for the Performance and Payment Bonds shall be included in the CONTRACTOR's Proposal. 4 06 INSURANCE A. The CONTRACTOR, at his own expense, shall procure, maintain and keep in force throughout the life of this Contract,and for one additional year,insurance as hereinafter specified. Such insurance shall be camed with an msurance 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 separate policies shall be provided covering the operation of each subcontractor B. No policy shall be written on a claims form. The OWNER,the ENGINEER,their agents and employees shall be named as additional insureds on CONTRACTOR'S Commercial General Liability, Automobile Liability and excess or Umbrella Liability policies. OWNER may waive the additional insured requirement under the Commercial General Liability policy if an owner's and contractor's Protective Liability policy with general aggregate limits of$2,000,000 00,with$1,000,000 00 per occurrence limit,is provided. The contractual liability coverage in the Commercial General Liability policy shall not be excluded. The following insurance coverages will be carried and certified. (1) Worker's Compensation Insurance and Employer's Liability Insurance. 04/2002 00700-10 CITY OF PEARLAND GENERAL CONDITIONS Attachment No 1 to these General Conditions contains statutory requirements for Worker's Compensation Insurance.The Employer's Liability Insurance shall have limits as follows. Bodily injury by $500,000 each accident: accident Bodily injury by $500,000 policy disease: limit Bodily injury by $500,000 each disease: employee (2) Commercial General Liability Insurance: Including Contractor's Protective Liability, Broad Form Property Damage, Contractual Liability, Bodily Injury, Personal Injury, and Products and Completed Operations(for a period of one year following completion of the Work under this Agreement) Combined single limit of$1,000,000 each occurrence, Subject to general aggregate$2,000,000; Products and Completed Operations, $1,000,000 aggregate (3) Automobile Liability Insurance: Bodily injury per $250,000 person. Bodily injury per $500,000 accident: Property damage $250,000 Or a policy providing combined single limits of$750,000 (4) OWNER,at its own discretion,may require an umbrella or excess limits liability policy (5) All coverages shall be endorsed to waive the carrier's right of subrogation against the Owner In the event the CONTRACTOR shall fail to provide insurance as herein required,or be subject to claim, demand or litigation growing out of or arising from a claim not contemplated herein, such failure on the part of the CONTRACTOR shall not serve to release or in any way discharge or shift the liability of the CONTRACTOR to the ENGINEER or OWNER, BUT THE CONTRACTOR DOES HEREIN AGREE TO INDEMNIFY AND HOLD THE ENGINEER AND OWNER HARMLESS FROM ANY 04/2002 00700-11 CITY OF PEARLAND GENERAL CONDITIONS AND ALL CLAIMS GROWING OUT OF OR ARISING BY REASON OF ANY OF THE CIRCUMSTANCES HEREIN ENUMERATED,OR ANY OTHER CLAIMS OR DEMANDS MADE BY ANY PERSON, GROWING OUT OF OR ARISING BY REASON OF THE WORK PERFORMED BY THE CONTRACTOR. 4 07 CERTIFICATE OF INSURANCE A. Within ten (10) days after notification of award of Contract, the CONTRACTOR and each subcontractor shall submit to the OWNER for approval, certificates of insurance covering each insurance policy carried and offered as evidence of compliance with the above insurance requirements, signed by an authonzed representative of the insurance company, setting forth. (6) (1) The name and address of the insured, (7) (2) The location of the operations to which the insurance applies; (8) (3) The name of the policy and type or types of insurance in force thereunder on the date borne by such certificate. (9) (4) The expiration date of the policy and the limit or limits of liability thereunder on the date borne by such certificates. (10) (5) A statement that the insurance of the type afforded by the policy applies to all of the operations of whatever character, which are undertaken by the insured during the performance of this Contract,provided such operations are required in the performance of the Contract; (11) A provision that the policy may be canceled or materially changed only by mailmg written notice to the named insured at the address shown in the policy,stating when,not less than thirty (30) days thereafter, cancellation or change of such policy shall be effective,with a copy of such letter of intent to the OWNER. 4 08 PERMITS AND FEES A. Unless otherwise provided in the Contract Documents,the Contractor shall secure and pay for all construction permits,licenses,and inspections necessary for proper execution and completion of the Work and which are legally required at the time bids are received. 4.09 TEXAS STATE SALES TAX A. Matenals incorporated into this project are exempt from State Sales according to provisions of the Texas Tax Code, Chapter 151, Subsection H. B. The Contractor must obtain a limited sales, excise and use tax permit or exemption 04/2002 00700-12 CITY OF PEARLAND GENERAL CONDITIONS certificate which shall enable him to buy the materials to be incorporated into the work without paying tax at the time of purchase. 4 10 CONTRACTOR'S DUTY AND SUPERINTENDENCE A. 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 employee or 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 grounds for suspending operations of the CONTRACTOR. B 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. C. 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 11 CHARACTER OF WORKERS A. 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. 4 12 EQUIPMENT,MATERIALS, CONSTRUCTION PLANT AND BUILDINGS A. The CONTRACTOR shall provide all labor,tools,equipment,machinery 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. B. The building of structures for housing workers,or the erection of tents or other forms of 04/2002 00700-13 CITY OF PEARLAND GENERAL CONDITIONS protection,will be permitted only 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 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 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,construction or maintenance of CONTRACTOR's buildings. 413 SANITATION A. Necessary sanitary conveniences for the use of laborers on the work site, properly secluded from public observation, shall be constructed 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 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,construction or maintenance of CONTRACTOR's buildings. 4 14 CLEANING AND MAINTENANCE A. The CONTRACTOR shall at all times keep and maintain the premises free from accumulation of debris caused by the work, and at the completion of the work,he shall remove all such debris 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 and charge the cost to the CONTRACTOR. 4 15 PERFORMANCE OF WORK A. 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. 4 16 RIGHT OF OWNER TO MODIFY METHODS AND EQUIPMENT A. If at any time the methods or equipment used by the CONTRACTOR are found to be inadequate to secure rate of progress required under this Contract, the OWNER or the ENGINEER as the OWNER's representative may order the CONTRACTOR in writing to improve their efficiency, and the CONTRACTOR shall comply with such order 04/2002 00700-14 CITY OF PEARLAND GENERAL CONDITIONS B If at any time the working force of the CONTRACTOR is inadequate for secunng the progress herein specified,the CONTRACTOR shall,if so ordered in writing,increase his force or equipment, or both, to such an extent as to give reasonable assurance of compliance with the schedule of progress. 4 17 LAYOUT OF WORK A. 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. 4 18 SHOP DRAWINGS A. 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 vanous trades. Contractor will check and approve shop drawings for compliance with requirements of Contract and will so certify by stamp on each drawing pnor 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. B. 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 drawings or specifications, unless he has,in writing,called the ENGINEER's attention to such deviations at the time of the submission,and the ENGINEER has acknowledged such deviations m writmg,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 within the contract time. C. Such review by the ENGINEER shall be for the sole purpose of determinmg the sufficiency of said drawings or schedules to result in finished improvements in conformity with the Plans and Specifications,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 propnety or adequacy of such drawings or schedules,or any means or methods reflected thereby, in relation to the safety of either person or property during CONTRACTOR's performance hereunder, and any action taken by the ENGINEER shall not relieve the CONTRACTOR of his responsibility and liability,as set out in the contract documents. 04/2002 00700-15 CITY OF PEARLAND GENERAL CONDITIONS 4 19 ENGINEER-CONTRACTOR RELATIONSHIP, OBSERVATIONS A. 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, supervisors 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,and to see that said material is furnished and said work is done in accordance with the specifications therefor The CONTRACTOR shall furnish all reasonable aid and assistance required by the subordinate engineers, supervisors 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, supervisors or observers so appointed,when such directions and instructions are consistent with the obligations of this Agreement and accompanying Plans and Specifications,provided,however,should the CONTRACTOR object to any orders by any subordinate engineer, supervisor or observer, the CONTRACTOR may,within six(6)days,make written appeal to the ENGINEER for his decision. 4.20 OBSERVATION AND TESTING A. The OWNER or the ENGINEER as the OWNER's representative shall have the right at all reasonable times to observe and test the work. The CONTRACTOR shall make all necessary arrangements and provide proper facilities and access for such observation and testing at any location wherever work is in preparation or progress. The CONTRACTOR shall ascertain the scope of any observation 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. 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 errors,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,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 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. B. If any work which is required to be inspected,tested or approved is covered up without 04/2002 00700-16 CITY OF PEARLAND GENERAL CONDITIONS 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 shall be corrected at the CONTRACTOR'S expense. C. Neither observations by the OWNER or by the ENGINEER, nor inspections, tests or approvals made by the OWNER,the ENGINEER or other persons authonzed 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. 4.21 DEFECTS AND THEIR REMEDIES A. It is further agreed that if the work or any part thereof,or any matenal 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, the CONTRACTOR shall, after receipt of wntten 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. 4.22 LIABILITY FOR PROPER PERFORMANCE A. Engineenng construction drawings and specifications, as well as any additional instructions and mformation 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 contained as a part of 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,shormg,bracing,scaffolding, machinery or equipment,safety precautions or devices,similar items or devices used by him dunng 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. B. Any review of work in progress or any visit or observation dunng construction, or any 04/2002 00700-17 CITY OF PEARLAND GENERAL CONDITIONS clarification of Plans and Specifications 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 drawings and specifications which are part of the Contract, or for the purpose of enabling the CONTRACTOR to more fully understand the Plans and Specifications 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 clarification of Plans and Specifications shall not constitute a waiver of CONTRACTOR'S liability for damages as herein set out. Deviation by the CONTRACTOR from Plans and Specifications,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 further shall not relieve CONTRACTOR of his liability for loss, damage or injury as herein set out. 4.23 PROTECTION AGAINST ACCIDENT TO EMPLOYEES AND THE PUBLIC A. The CONTRACTOR shall take out and procure a policy or policies of Worker's Compensation Insurance with an insurance company licensed to transact business in the State of Texas,which policy shall comply with the Worker's 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 construction codes. All machinery and equipment and other physical hazards shall be guarded 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 such machinery guards, safe walkways, ladders,bridges, gangplanks and other safety devices. B All accidents or injuries to CONTRACTOR's employees working on the job site must be reported to the ENGINEER immediately C. 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 this 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. 04/2002 00700-18 CITY OF PEARLAND GENERAL CONDITIONS 4.24 PROTECTION OF ADJOINING PROPERTY A. 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 adjoining property THE CONTRACTOR AGREES TO INDEMNIFY, SAVE AND HOLD HARMLESS THE OWNER AND ENGINEER AGAINST ANY CLAIM OR CLAIMS FOR DAMAGES DUE TO ANY INJURY TO ANY ADJACENT OR ADJOINING PROPERTY, ARISING OR GROWING OUT OF THE PERFORMANCE OF THE CONTRACT 4.25 PROTECTION AGAINST CLAIMS OF SUBCONTRACTORS, LABORERS, MATERIALMEN AND FURNISHERS OF MACHINERY, EQUIPMENT AND SUPPLIES. THE CONTRACTOR AGREES THAT HE WILL INDEMNIFY, SAVE AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ALL CLAIMS GROWING OUT OF THE LAWFUL 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 A. When so desired by the OWNER,the CONTRACTOR shall furnish satisfactory evidence that all obligations of the nature hereinabove designated have been paid, discharged or waived. B. 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 lawful 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. C. Any and all communications between any parties under this paragraph shall be in writing. 4.26 PROTECTION AGAINST ROYALTIES OR PATENTED INVENTION A. 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 04/2002 00700-19 CITY OF PEARLAND GENERAL CONDITIONS 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 ON ACCOUNT THEREOF, EXCEPT THAT THE OWNER SHALL DEFEND ALL SUCH SUITS AND CLAIMS AND SHALL BE RESPONSIBLE FOR ALL SUCH LOSS WHEN A PARTICULAR DESIGN,DEVICE,MATERIAL OR PROCESS OR THE PRODUCT OF A PARTICULAR MANUFACTURER OR MANUFACTURERS IS SPECIFIED OR REQUIRED BY THE OWNER, PROVIDED, HOWEVER, IF CHOICE OF ALTERNATE DESIGN,DEVICE,MATERIAL OR PROCESS IS ALLOWED TO THE CONTRACTOR, THEN THE CONTRACTOR SHALL INDEMNIFY, SAVE AND HOLD THE OWNER HARMLESS FROM ANY LOSS ON ACCOUNT THEREOF In addition, if the material or process specified or required by the OWNER is an infringement,the CONTRACTOR shall be responsible for such loss unless he promptly advises the OWNER of such infringement. 4.27 INDEMNIFICATION A. 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 AGREES TO 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, WORKING CONDITIONS OR ANY OTHER COMPLAINT OR CLAIM WHICH MAY BE MADE. B. THE CONTRACTOR, HIS SURETIES AND INSURANCE CARRIERS SHALL DEFEND, INDEMNIFY AND HOLD HARMLESS THE OWNER AND THE ENGINEER AND THEIR RESPECTIVE OFFICERS,AGENTS AND EMPLOYEES FROM AND AGAINST ALL DAMAGES, CLAIMS, LOSSES, DEMANDS, SUITS, 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,AGENTS OR EMPLOYEES,ARISING OUT OF OR RESULTING FROM THE PERFORMANCE OF THE WORK, PROVIDED THAT ANY SUCH DAMAGES, CLAIM,LOSS,DEMAND,SUIT,JUDGMENT, COST OR EXPENSE. 04/2002 00700-20 CITY OF PEARLAND GENERAL CONDITIONS (12) (1) 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 (13) (2) IS 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 BY A PARTY INDEMNIFIED HEREUNDER. C The obligation of the CONTRACTOR under this Agreement shall not extend to the liability of the ENGINEER, his agents or employees, arising out of the preparation or approval of maps,drawings,reports, surveys,designs or specifications,or the giving of or the failure to give directions or instructions by the ENGINEER, his agents or employees,provided such giving or failure to give is the primary cause of the injury or damage. 4.28 LOSSES FROM NATURAL CAUSES A. All loss 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. 4.29 GUARANTEE A. The CONTRACTOR shall furnish the OWNER with a written guarantee on all workmanship and materials provided by him for the project. The written guarantee shall be made out to the OWNER and in a form satisfactory to the OWNER'S legal counsel, guaranteeing all the work under the Contract to be free from faulty material in every particular and free from improper workmanship, and against unusual damage from proper and usual use; and agreeing to replace or to re-execute without cost to the OWNER such work as may be found to be improper or imperfect, 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 be made to cover a period of one year from the date of acceptance of work under the Contract, as evidenced by the OWNER'S Certificate of Accceptance, of the work. Neither the Certificate of Acceptance,final payment,nor any provision in the Contract Documents shall relieve the CONTRACTOR of the responsibility for neglect or faulty material or workmanship during the period covered by the guarantee. The one year period of any guarantee clauses will not limit the OWNER'S other rights under common law to have defects remedied 4 when discovered after one year 04/2002 00700-21 CITY OF PEARLAND GENERAL CONDITIONS 5.0 PROSECUTION AND PROGRESS 5 01 TIME AND ORDER OF COMPLETION A. 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,the Plans and Specifications,and within the time of completion designated in the Proposal, provided, also, that when the OWNER is having other work done, either by contract or by his own force, 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. B. 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. 5 02 EXTENSION OF TIME A. The CONTRACTOR agrees that he has submitted his 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 completion of the work has been delayed by any act or neglect of the OWNER, the ENGINEER, or any employee of either,by other contractors employed by the OWNER,by changes ordered in the work, by strikes, lockouts, fires and unusual delays by common carriers, by unavoidable cause or causes beyond the CONTRACTOR'S control, or by any cause which the ENGINEER shall decide justifies the delay The CONTRACTOR shall give the ENGINEER prompt notice,in writing,of the cause of such delay;and within ten(10) days after receipt of a written request for an extension of time shall from the CONTRACTOR, supported by all requested documentation, the ENGINEER shall submit such written request,together with his written recommendation,to the OWNER for consideration, and the OWNER shall grant an extension of time for completing the work, sufficient to compensate for the delay 5 03 HINDRANCES AND DELAYS 04/2002 00700-22 CITY OF PEARLAND GENERAL CONDITIONS A. In executing the Contract Agreement,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 hindrances and delays incident to such work,whether growing out of delays in securing material or workmen or otherwise. No claim shall be made by the CONTRACTOR for damages resulting from 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 by order of the OWNER,or the ENGINEER as the OWNER's representative for the OWNER's convenience,in which event such expense as in the judgement of the ENGINEER is caused by such stoppage of said work shall be paid by the OWNER to the CONTRACTOR. 5 04 LIQUIDATED DAMAGES FOR DELAY A. It is understood and agreed that time is of the essence,and that the CONTRACTOR will commence said work on the date specified and will complete said work within the time specified in the Proposal. It is expressly understood and agreed, by and between the CONTRACTOR and the OWNER, that the time for the 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 time limit set m the Contract or as extended by the OWNER,the CONTRACTOR shall pay, as minimum liquidated damages, and not as a penalty, the amount set out in the Proposal. B However, the foregoing agreement as to liquidated damages constitutes only an agreement by the OWNER and the CONTRACTOR as to the minimum amount of damages which the OWNER will sustain in any event by reason of the CONTRACTOR'S failure to complete the work within the specified time. Should the OWNER suffer damage over and above the minimum amount specified,by reason of the CONTRACTOR'S failure to begin the work when ordered, carry it forward uninterruptedly after beginmng, or complete it within the specified time in strict accordance with the Plans and Specifications,the OWNER may recover such additional amount. C. 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 04/2002 00700-23 CITY OF PEARLAND GENERAL CONDITIONS 6.0 MEASUREMENT AND PAYMENT 6 01 DISCREPANCIES AND OMISSIONS A. It is agreed that it is the intent of this Contract that all work described in the Proposal,the Plans and Specifications and other contract documents, is to be done for the pnces quoted by the CONTRACTOR and that such price shall include all appurtenances necessary to complete the work in accordance with the intent of these contract documents as interpreted by the ENGINEER. If the CONTRACTOR finds any discrepancies or omissions in these Plans, Specifications or contract documents, he should notify the ENGINEER and obtain a clarification 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 included and has provided sufficient sums in his Proposal to complete the work in accordance with these Plans and Specifications. It is further understood that any request for clarification must be submitted no later than five(5)days pnor to the opening of bids. 6 02 QUANTITIES AND MEASUREMENTS A. No extra or customary measurements of any kind will be allowed, but the actual measured and/or computed length,area,solid contents,number and weight only shall be considered,unless otherwise specifically provided. 6 03 ESTIMATED QUANTITIES A. This Agreement, including the Specifications, Plans and estimate, is intended to show clearly 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 proposals offered for the work. It is understood and agreed that the actual amount of work to be done and the matenals to be furnished under this Contract may differ somewhat from the estimates and that the items listed or estimated quantities stated shall not give nse to a claim by the CONTRACTOR against the OWNER for compensation, unless the work shall have actually been authorized, and performed and material supplied. B Where payment is based on the unit price method, the CONTRACTOR agrees that he will make no claim for damages, anticipated profits or otherwise, on account of any differences which may be found between the quantities of work actually done and the material actually furnished under this Contract and the estimated quantities contemplated and contained in the Proposal. 04/2002 00700-24 CITY OF PEARLAND GENERAL CONDITIONS 6 04 PRICE OF WORK A. 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 specifications and stipulations herein contained, the OWNER agrees to pay to the CONTRACTOR the prices set forth in the Proposal attached hereto,which is made a part of this Contract,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 attached Plans and Specifications and contract documents, and the requirements of the ENGINEER. 6 05 PAYMENTS A. No payments made 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 or payment be considered as acceptance of defective work. CONTRACTOR shall, at any time requested during the progress of the work,furnish the OWNER or the ENGINEER with a verifying certificate 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 outstanding liens against OWNER's premises by reason of any work under the Contract. Acceptance by CONTRACTOR of final payment of the contract price shall constitute a waiver of claims against OWNER which have not theretofore been timely filed as provided in this Contract. 6 06 PARTIAL PAYMENTS A. On or before the tenth day of each month,the CONTRACTOR shall prepare and submit to the ENGINEER, for approval or modification, 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 sound materials to be fabricated into the work and stored in accordance with manufacturer's recommendation at the Contractor's fully secured and insured designated area. No payment will be made for materials stored until Owner has accepted the Contractor's designated area and proof of insurance for materials stored has been provided. The ENGINEER shall then review such statement and application for partial payment and the progress of the work made by the CONTRACTOR and, if found to be in order, shall prepare a certificate for partial payment and shall deliver his certifications for payment to the OWNER and the CONTRACTOR. 04/2002 00700-25 CITY OF PEARLAND GENERAL CONDITIONS B The CONTRACTOR shall then,prior to payment by the OWNER, certify and attest to the certification that he is in accord with the certification and agrees to accept the amounts set out therein and the total set out therein for the work and for the prices contained in the certification. If the CONTRACTOR does not agree or desires to protest the ENGINEER's certification,the same shall not be certified by the ENGINEER to the OWNER for payment until such dispute has been resolved, and the CONTRACTOR agrees that any claim by the CONTRACTOR for additional compensation,of any nature whatsoever,not contained in the ENGINEER's certification,shall be waived,and further contracts and agrees,upon acceptance of the CONTRACTOR's payment,that this shall constitute full and final payment for work performed by the CONTRACTOR contained in the CONTRACTOR's statement which shall be attached to the ENGINEER's certification. C. The OWNER shall then pay the CONTRACTOR,within thirty(30)days of receipt of the ENGINEER's recommendation for payment, the total amount of the ENGINEER's Certificate of Partial Payment, less ten percent(10%) of the amount thereof,up to and including the first Four Hundred Thousand($400,000 00)dollars and five percent(5%) on the amount thereafter Such retainage shall be retained until final payment , 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 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 fully complete the work,and thereupon,the CONTRACTOR shall receive,at the OWNER'S option,payment of the balance due him under the Contract,subject only to the conditions set forth under"6 09 FINAL PAYMENT " D The Owner at its option and in compliance with state law may reduce retainage to less than the above-stated percentages. 6.07 USE OF COMPLETED PORTIONS A. 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 be entitled to such extra compensation or extension of time, or both, as may be determined m accordance with the provisions of this Agreement. B The CONTRACTOR shall notify the ENGINEER,by letter executed by a duly qualified officer of CONTRACTOR, that in CONTRACTOR's opimon, the Contract is 1 04/2002 00700-26 CITY OF PEARLAND GENERAL CONDITIONS "substantially completed" When so notifying the ENGINEER, the CONTRACTOR shall furnish to the ENGINEER, in wnting, a detailed list of unfinished work. The ENGINEER will review the CONTRACTOR's list of unfinished work and will add thereto such items as the CONTRACTOR failed to include. The substantial completion of the structure or facility shall not excuse the CONTRACTOR from performing all of the work undertaken, whether of a minor or major nature, and thereby completing the structure or facility in accordance with the contract documents. 6 08 FINAL COMPLETION AND ACCEPTANCE A. Within ten(10)days after the CONTRACTOR has given the ENGINEER written notice that the work has been completed or substantially completed, the ENGINEER and the OWNER shall inspect the work; and within said time, if the work be found to be completed or substantially completed in accordance with the contract documents, the ENGINEER shall issue to the OWNER and the CONTRACTOR his Certificate of Completion. Thereupon, it shall be the duty of the OWNER, within ten (10) days, to issue a Certificate of Acceptance of the work to the CONTRACTOR or to advise the CONTRACTOR in writing of the reason for non-acceptance. 6.09 FINAL PAYMENT A. Upon the issuance of the CERTIFICATE of Completion and OWNER's Certificate of Acceptance, the ENGINEER shall proceed to make final measurements and prepare a final statement of the value of all work performed and materials furnished under the terms of the Agreement and shall present the same to the CONTRACTOR for acceptance. The CONTRACTOR,if he finds such statement to be in order,mcludmg all work upon which a claim for payment may be made, shall note his acceptance thereon, and by accepting the same,the CONTRACTOR agrees to release any and all claims of any nature whatsoever against the OWNER or the ENGINEER, growing out of or by reason of the performance of the Contract,the construction of the work,for Extra Work, or for any other reason whatsoever,either growing out of the Contract and the documents attached thereto or otherwise. In addition,the CONTRACTOR shall execute a full and final release in a form provided by the OWNER,a copy of which,titled AAttachment No. 2 to General Conditions,is attached to these contract documents and made a part hereof, which shall be presented to the OWNER with the ENGINEER's final statement and any Change Orders or additions or deletions therefrom,duly attested by the CONTRACTOR, requesting payment. B. The OWNER shall pay to the CONTRACTOR,on or after the 30th day and before the 35th day after the date of the Certificate of Completion, the balance due the CONTRACTOR under the terms of the C. Agreement,provided the CONTRACTOR has duly executed and returned all documents requiring execution or approval as herein provided, or as may be provided by the 04/2002 00700-27 CITY OF PEARLAND GENERAL CONDITIONS OWNER, and that he has fully performed his contractual obligations under the terms of this Contract. Neither the Certificate of Acceptance nor the final payment nor any provision in the contract documents shall relieve the CONTRACTOR of the obligation for fulfillment of any warranty, which may be required by law or by the contract documents. 6 10 CORRECTION OF WORK BEFORE FINAL PAYMENT A. The CONTRACTOR shall promptly remove from OWNER's premises all materials deemed unsuitable by the ENGINEER on account of failure to conform to the Contract, whether actually incorporated in the work or not,and CONTRACTOR shall,at his own expense,promptly replace such unsuitable materials with other materials conforming to the requirements of the Contract. The CONTRACTOR shall also bear the expense of restoring all work of 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 written 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 A. Neither the final payment nor certificate nor any provision in this Contract shall relieve the CONTRACTOR of responsibility for faulty materials or workmanship,and he shall remedy any defects due thereto and pay for any damage to other work resulting there from, which shall appear within a period of one (1) year from the date of substantial completion. The OWNER or the ENGINEER shall give notice of observed defects with reasonable promptness. 6.12 PAYMENTS WITHHELD A. The OWNER may,on account of subsequently discovered evidence,withhold or nullify the whole or part of any certificate or withhold partial or full payment to such extent as may be necessary to protect himself from loss on account of: (1) Defective work not remedied, (2) Claims filed or reasonable evidence indicating probable filing of claims; (3) Failure of the CONTRACTOR to make payments properly to subcontractors or for material or labor; (4) Damage to another contractor; (5) Reasonable doubt that the work can be completed for the unpaid balance of the contract amount; 04/2002 00700-28 CITY OF PEARLAND GENERAL CONDITIONS (6) Reasonable indication that the work will not be completed within the contract time. (7) 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. (8) Liquidated damages due to late completion. B When the above grounds are removed or the CONTRACTOR provides a Surety Bond satisfactory to the OWNER, which will protect the OWNER in the amount withheld, payment may be made for the amounts withheld because of them. However, the OWNER shall have the discretion of withholding or making payment in the event any of items (1)through(8) shall be applicable to the work or progress thereof. 6 13 DELAYED PAYMENTS A. Should the OWNER fail to make payment to the CONTRACTOR of the sum named in any partial or final statement, when payment is due, after the same has been recommended for payment by both the ENGINEER and the CONTRACTOR, and the CONTRACTOR has met all other conditions stipulated herein or in the contract documents entitling the CONTRACTOR to payment,then the OWNER shall pay to the CONTRACTOR,in addition to the sum shown as due by such statement,interest thereon at the rate of six percent (6%) per annum from date due, as provided under 6.06 PARTIAL PAYMENTS and 6.09 FINAL PAYMENT,until fully paid,which shall fully liquidate any injury to the CONTRACTOR growing out of such delay in payment; but the nght is expressly reserved to the CONTRACTOR, in the event payments be not promptly made as provided under 6.06 PARTIAL PAYMENTS,to at any tune thereafter treat the Contract as abandoned by the OWNER and to recover compensation as provided under 8 0 ABANDONMENT OF CONTRACT,unless such payments are withheld in accordance with the provisions of 6 12 PAYMENTS WITHHELD 7.0 EXTRA WORK AND CLAIMS 7 01 CHANGE ORDERS A. Without invalidating this Agreement,the OWNER may,at any time or from tune 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. A. In the event the CONTRACTOR shall refuse to approve a Change Order which has been prepared by the ENGINEER, the ENGINEER may instruct the CONTRACTOR, in writing, to proceed with the work as set forth in the Change Order, and the 04/2002 00700-29 CITY OF PEARLAND GENERAL CONDITIONS CONTRACTOR may make a claim against the OWNER for Extra Work involved therein. However, the CONTRACTOR shall only be entitled to payment upon the execution of the final certification and release in a form as provided for herein, and CONTRACTOR shall approve such certification before the OWNER shall be obligated to make payment. 7 02 MINOR CHANGES A. The ENGINEER may authonze minor changes in the work not inconsistent with the overall intent of the contract documents and not involving an increase in contract pnce. If the CONTRACTOR believes that any minor changes or alteration authonzed by the ENGINEER involves Extra Work or entitles him to an increase in the contract price,the CONTRACTOR shall make written request to the ENGINEER for a written Field Order B In such case,the CONTRACTOR,by copy of his communication to the ENGINEER or otherwise in writing, shall advise the OWNER of his request to the ENGINEER for a written Field Order and that the work involved may result in an increase in the contract price. C Any request by the CONTRACTOR for a change in contract pnce shall be made prior to beginning the work covered by the proposed change. 7 03 EXTRA WORK A. It is agreed that the CONTRACTOR shall perform all Extra Work under the direction of the ENGINEER when presented with a written work order signed by the ENGINEER, subject,however,to the right of the CONTRACTOR to require written confirmation of such Extra Work order by the OWNER. It is agreed that the basis of compensation to the CONTRACTOR for work either added or deleted by a Change Order, or for which a claim for Extra Work is made, shall be determined by one or more of the following methods: Method(A) --By agreed umt pnces; or Method(B) --By agreed lump sum, 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 fifteen percent (15%). B. In the event said Extra 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 to 04/2002 00700-30 CITY OF PEARLAND GENERAL CONDITIONS include 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 Extra 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 Security, 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 Worker's Compensation, and all other insurance as may be required by law or ordinance, or directed by the OWNER, or by them agreed to. C 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 wnting,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, and the terms and prices for the use of machinery and equipment shall be incorporated in the written Extra Work Order The fifteen percent (15%) of the "actual field cost" to be paid to the CONTRACTOR, shall cover and compensate him for his profit, overhead, general superintendence and field office expense,and all other elements of cost and expense not embraced within the"actual field cost"as herein defined, save that where the CONTRACTOR's camp or field office must be maintained primarily on account of such Extra Work, then the cost to maintain and operate the same shall be included in the "actual field cost." D No claim for Extra Work of any kind will be allowed unless ordered in writing by the ENGINEER. In case any orders or instructions, either oral or wntten, appear to the CONTRACTOR to involve Extra Work for which he should receive compensation or an adjustment in the construction time,he shall make written request to the ENGINEER for written order authorizing such Extra Work. Should a difference of opinion arise as to what does or does not constitute Extra Work, or as to the payment therefore, and the ENGINEER insists upon its performance, the CONTRACTOR shall proceed with the work after making written request for written order and shall keep an accurate account of the actual field cost thereof,as provided under Method(C). The CONTRACTOR shall then have the nght to submit his claim directly to the OWNER by proper certification and attestation, on forms provided by the OWNER. If the OWNER shall fail to pay or guarantee to pay said amount claimed within thirty(30)days of the date of submission, the CONTRACTOR shall have the right to file suit in the applicable District Court, for declaratory judgment or other relief,to determine his rights to such claim,and if he shall fail to file suit within sixty(60) days after the date of presentment to the OWNER,the CONTRACTOR shall lose and forfeit his right to make such claim for Extra Work at any 04/2002 00700-31 CITY OF PEARLAND GENERAL CONDITIONS later date, and all claims held by the CONTRACTOR shall be deemed forfeited and forever barred if the CONTRACTOR shall accept final payment without having first filed suit in the District Court. 7 04 TIME OF FILING CLAIMS A. It is further agreed by both parties hereto that all questions of dispute or adjustment presented by the CONTRACTOR shall be in writing and filed with the ENGINEER within thirty(30)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 written exceptions by the CONTRACTOR and render his final decision in writing. 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 withm ten(10) days after the date of the delivery to the CONTRACTOR of the ENGINEER's final decision. 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 delivery to the CONTRACTOR of the ENGINEER's fmal decision, to appeal the same to the applicable District Court,by filmg suit for declaratory judgment or other appropriate relief. In the event the CONTRACTOR shall fail, for any reason, to file suit, and shall accept final payment for all work completed, the OWNER shall be released of any and all liability,and the action by the CONTRACTOR in accepting final payment shall constitute a final bar and satisfaction of all claims held by the CONTRACTOR against the OWNER. 8.0 ABANDONMENT OF CONTRACT 8 01 ABANDONMENT BY CONTRACTOR A. In case the CONTRACTOR should abandon and fail or refuse to resume work within ten (10) 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, then and in that case, where Performance and Payment Bonds exist,the sureties on these bonds shall be notified m wntmg and directed to complete the work, and a copy of said notice shall be delivered to the CONTRACTOR. B. After receiving said notice of abandonment,the CONTRACTOR shall not remove from the work any machinery, equipment, tools, or supplies then on the job, but the same, together with any materials and equipment under contract for the work,may be held for use on the work by the OWNER or the surety on the Performance Bond, or another contractor in completion of the work; and the CONTRACTOR shall not receive any rental or credit therefore, it being understood that the use of such equipment and 04/2002 00700-32 CITY OF PEARLAND GENERAL CONDITIONS matenals will ultimately reduce the cost to complete the work and be reflected in the final settlement. C 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 complete the work and charge the expense of such labor, machinery, equipment, tools,matenals and supplies to said CONTRACTOR, and expense so charged shall be deducted and paid by the OWNER out of such momes as may be due or that may thereafter at any time become due to the CONTRACTOR under and by virtue of this Agreement. 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 receive 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 pay the amount of such excess to the OWNER, or (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 new contract,as compared to what would have been the cost under this Contract, such increase shall be charged to the CONTRACTOR,and the surety shall be and remain bound therefore. However, should the cost to complete any such new 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. D When the work shall have been substantially completed, the CONTRACTOR and his surety shall be so notified and Certificates of Completion and Acceptance, as hereinabove provided, shall be issued. 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, within fifteen (15) days after the date of such Certificate of Completion. The OWNER,pnor to incurring an obligation to make payment hereunder, shall have such statement of completion attested to by the CONTRACTOR as accurate, and upon payment of the sum stated therein,the OWNER shall be entitled to full and final release of any claims or demands by the CONTRACTOR. E. In the event the statement of accounts shows that the cost to complete the work is less 04/2002 00700-33 CITY OFPEARLAND GENERAL CONDITIONS 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 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 risk 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 proper owners. The books on all operations provided herein shall be open to the CONTRACTOR and his surety 8.02 ABANDONMENT BY OWNER A. In case the OWNER shall fail to comply with the terms of this Contract(a disputed or unilateral claim by the Contractor cannot by itself constitute abandonment) and should fail or refuse to comply with said terms within ten(10)days after written notification by the CONTRACTOR, then the CONTRACTOR may suspend or wholly abandon the work,and may remove there from 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 wrought 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 prices stated in the attached Proposal where unit prices are used), the value of all partially completed 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 CONTRACTOR for the CONTRACTOR's approval, and upon the CONTRACTOR's approvmg the same as being true, correct and accurate, and upon payment of said sum, the CONTRACTOR shall release the OWNER of any and all liability growing out of or 04/2002 00700-34 CITY OF PEARLAND GENERAL CONDITIONS by reason of said Contract, and then the same shall be presented to the OWNER, who shall pay to the CONTRACTOR, on or before thirty (30) days after the date of notification by the CONTRACTOR of the balance shown by said final statement as due the CONTRACTOR under the terms of this Agreement. 9.0 ARBITRATION 9.01 Any party to this Contract, upon the wntten agreement and acquiescence of all other parties, may submit any question or dispute under the terms and provisions of the contract documents, to arbitration under such procedure and agreements as the parties shall make in wnting prior to arbitration. A. The results of arbitration shall be binding and shall constitute an amendment to the contract documents when accepted in writing by the parties to the Contract. 04/2002 00700-35 CITY OF PEARLAND ATTACHMENT NO. 1 TO GENERAL CONDITIONS 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 authonty to self-insure issued by the commission, or a coverage agreement(TWCC-81,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 accepted by the governmental entity Persons providing services on the project ("subcontractor" in 406.096) - includes persons or entities performing or part of the services the contractor has undertaken to perform on the project, regardless of whether that person contracted directly with the contractor and regardless of whether that person has employees. This includes, without limitation, independent contractors, subcontractors,leasing companies,motor carriers,owner-operators,employees of any such entity, or employees of any entity, which furmshes persons to provide services on the project. "Services" include, without limitation, providing, hauling, or delivering equipment or matenals, 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 delivenes, 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,Section 401 011 (44)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 penod 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 governmental entity showing that coverage has been extended. E. The contractor shall obtain from each person providing services on a project,and provide to the governmental entity 04/2002 00700-Al CITY OF PEARLAND ATTACHMENT NO. 1 TO GENERAL CONDITIONS (1) a certificate of coverage, prior to that person beginning work on the project, so the governmental entity will have on file certificates of coverage showing coverage for all persons providing services on the project; and (2) no later than seven days after receipt by the contractor, 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 governmental entity in writing by certified mail or personal delivery, within 10 days after the contractor knew or should have known, of any changes that materially affects 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 Worker's 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 WORKER'S COMPENSATION COVERAGE The law requires that each person working on this site or providing services related to this construction project must be covered by worker's 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 identify of their employer or status as an employee. Call the Texas Worker's 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. I. The contractor shall contractually require each person with whom it contracts to provide services on a project, to (1) 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, Section 401 011 (44) for all of its employees providing services on the project, for the duration of the project; 04/2002 00700-A2 CITY OF PEARLAND ATTACHMENT NO. 1 TO GENERAL CONDITIONS (2) provide to the contractor,prior to that 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: (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 shown extension of coverage, prior 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 governmental entity m writing by certified mail or personal delivery,within 10 days after the person knew or should have known,of any change that matenally affects the provision of coverage of any person providmg 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 governmental entity that all employees of the contractor who will provide services on the project will be covered by worker's 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 governmental entity to declare the contractor void if the contractor does not remedy the breach within ten days after receipt of notice of breach from the governmental entity 04/2002 00700-A3 CITY OF PEARLAND ATTACHMENT NO.2 TO GENERAL CONDITIONS ATTACHMENT NO 2 TO GENERAL CONDITIONS AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR'S SWORN RELEASE In order to insure that the rights, obligations and responsibilities of all parties to the onginal contract document are fully protected, which contract document was signed and executed on the day of , 20 _ by , referred to therein as CONTRACTOR and hereinafter referred to as CONTRACTOR, and ,hereinafter referred to as OWNER,on the_day of ,20 _,and further in consideration for the final payment of all sums due and claimed by the CONTRACTOR against OWNER, the CONTRACTOR makes the following representations to OWNER, either individually if a proprietorship,jointly by all partners if a partnership,or if a corporation,by action of the president and secretary of said corporation,as duly authonzed 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 power and authority to execute this Agreement for and on behalf of the said corporation. I. The Contractor has received (number) payments pursuant to (number) of Contractor Payment Estimates,copies of which are attached hereto and marked Exhibit"A",presented to OWNER and paid during the progress of the job referred to in the Contract between the parties;and in this regard,the undersigned CONTRACTOR represents to OWNER that it does not claim nor intend to claim at any future date,any additional sums of money of any nature whatsoever under and by virtue of the payment estimates previously submitted to the ENGINEER for approval,or any other sums of money 04/2002 00700-B 1 CITY OF PEARLAND ATTACHMENT NO. 2 TO GENERAL CONDITIONS of any nature whatsoever for materials furnished and used in the job or for work done, and hereby releases and discharges OWNER from any liabilities of any nature whatsoever, for any claims of any nature made by the CONTRACTOR at some future date,or by its successors or assigns. II. The undersigned CONTRACTOR further represents to OWNER that the Final Payment Estimate and Change Order, if any, submitted by the CONTRACTOR to OWNER, whether or not modified, corrected or changed in some way by deletions or other modifications by the ENGINEER, the CONTRACTOR or the OWNER, a copy of which is attached hereto and marked Exhibit "B", is true, correct and accurate; and it is further agreed and stipulated by the undersigned CONTRACTOR that upon the receipt of final payment in the amount as set out on the Final Payment Estimate and Change Order, the CONTRACTOR, by execution of this instrument of release, does, therefore, release and forever discharge OWNER of and from all manner of debts,demands,obligations,suits,liabilities and causes of action of any nature whatsoever under and by virtue of the terms and provisions of the Contract hereinbefore referred to, and any change or modification thereof, or in any manner growing out of or arising from or by virtue of the work, labor and services performed by the CONTRACTOR. III. CONTRACTOR, in addition to the provisions set out in the contract document, agrees to indemnify and hold OWNER harmless from any and all causes of action,claims,demands or suits made by any person or other entity against OWNER, by reason of the work performed by such CONTRACTOR, and agrees to defend or to cause the same to be defended at the CONTRACTOR's sole expense and obligation,whenever such actions may be brought,and further to pay all costs incurred 04/2002 00700-B2 CITY OF PEARLAND ATTACHMENT NO. 2 TO GENERAL CONDITIONS by OWNER in the defense thereof,including administrative costs and attorney's fees,and further to pay any judgments or settlements which may be entered into or agreed to against or for the benefit of OWNER. It is,however,specifically agreed that OWNER shall not enter into any settlement agreements without the acquiescence and agreement of the CONTRACTOR. IV 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 matenal men, suppliers,laborers,subcontractors,or other entities performing services or supplying matenals,and that OWNER shall not be subject to any bills, claims,demands, litigation or suits in connection therewith. V It is further specifically understood and agreed that this Agreement for Final Payment and Contractors's Sworn Release shall constitute a part of the original Contract of the parties heretofore previously referred to,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 protection of OWNER. VI. This Agreement for Final Payment and Contractor's Sworn Release shall be considered to be continuing and binding upon the parties hereto and shall not terminate upon receipt and acceptance by the CONTRACTOR of final payment,but shall be deemed continuing so long as any actions,claims or other demands contemplated herein against OWNER,may lawfully be brought under applicable statutes 04/2002 00700-B3 CITY OF PEARLAND ATTACHMENT NO. 2 TO GENERAL CONDITIONS of limitations, and shall in addition be deemed to be continuing for such additional penod of time as shall be necessary to compensate and repay to OWNER,all costs or damages incurred by it by reason of such claims. SIGNED and EXECUTED this, the day of 20 CONTRACTOR Signature Pnnt Name: [If CONTRACTOR is a proprietorship, owner must sign; if a partnership, each 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 held. CONTRACTOR. By President ATTEST: Corporate Secretary (Corporate Seal) 04/2002 00700-B4 CITY OF PEARLAND ATTACHMENT NO. 2 TO GENERAL CONDITIONS [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.] 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-Affiant SWORN TO AND SUBSCRIBED TO before me, the day of 20 Notary Public, State of Texas My Commission Expires. 04/2002 00700-B5 CITY OF PEARLAND ATTACHMENT NO. 2 TO GENERAL CONDITIONS [This form is for use in the event CONTRACTOR is a corporation.] 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 and 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. SWORN TO AND SUBSCRIBED TO before me this, the day of , 20 Notary Public, State of Texas My Commission Expires. 04/2002 00700-B6 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. 1 Add the following paragraph to Article 1 01 The OWNER'S representative on the project site will be determined prior to the preconstruction meeting. 2. Add the followmg to Article 1 09• All testing required for the acceptance of the work required by the Contract shall be completed and indicate satisfactory results prior to substantial completion being granted. 3 Modify the second sentence of Article 3 02 to read as follows. "The ENGINEER shall furnish the CONTRACTOR three(3) copies of all plans and specifications without expense to the CONTRACTOR." 4 Add the following paragraph to Article 4 03 The prevailing wage rates applicable to this Project shall be Document 00811 —Wage Scale for Engineering Construction, as bound in the Project Manual. 5 Add the following paragraph to Article 4 05 A Maintenance Bond in accordance with Document 00612 and a Surface Correction Bond in accordance with Document 00613 are also required for this project. The cost of these Bonds shall be included in the CONTRACTOR'S Proposal. 6 Add the following paragraph to Article 5 01 All time worked on holidays and other than 7.30 a.m. to 4.30 p.m. Monday through Saturday will be overtime hours. Contractor shall pay all inspection costs for overtime work by City personnel created by Contractor's choice to work other than normal hours. No work will be allowed on Sundays. This contract time as defined in this proposal and other sections of the Contract Documents includes a certain number of rain/mud 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,including trace amount days. Contactor is required to keep a record of rain/mud days at the site. Record of rain/mud days must be accepted and signed off by the City Inspector monthly, and it shall be reported on the monthly pay estimate submittals. At the end of the Contact, Contractor will be credited only the number of accepted rain/mud days that exceed 40 04/2002 00800-1 CITY OF PEARLAND SPECIAL CONDITIONS OF AGREEMENT rain/mud days per year, or any proportionate fraction thereof. 7 Add the following paragraph to Article 5 02 Contractor shall be allowed extension time for each day the Contractor is unable to perform principal units of work for a penod of not less than seven(7)hours between 7.00 a.m. and 6.00 p.m. due to rain or other weather related work stoppages in excess of the number of days identified in Article 5 01 The Contractor shall notify the Owner in writing within ten(10) days of each such occurrence. Failure to make such written notification within such time shall constitute an irrevocable waiver of such extension by the Contractor The Engineer shall determine weather an extension of time is justified, which determination shall be final. 8. Add the following as Article 10 0 In preparation of the Drawings and Specifications ENGINEER has relied on. "Geotechnical Investigation Utility Relocation Magnolia Road—Veterans Drive to SH35 Pearland,Texas" Report No G229-02 by Aviles Engineering Corporation, January 2004 04/2002 00800-2 CITY OF PEARLAND SUMMARY OF WORK Section 01100 SUMMARY OF WORK 1.0 GENERAL 1.01 SECTION INCLUDES A Summary of the Work including work by Owner, Owner furnished products, Work sequence, future Work, Contractor use of Premises, and Owner occupancy 1.02 WORK COVERED BY CONTRACT DOCUMENTS A Work of the contract is for the construction of a sanitary sewer line along Magnolia Street from Veterans Drive to Main. The work includes, but is not limited to, the following items, approximately 2,450 feet of 30-inch pipe open cut, approximately 430 feet of 30-inch pipe open cut in 42"steel casing,approximately 450 feet of 30-inch pipe in augered 42" steel casing, approximately 240 feet of 6-inch pipe open cut, approximately 110 feet of 6-inch pipe in augered 12"steel casing,approximately 80 feet of 8-inch pipe open cut,approximately 70 feet of 8-inch pipe in augered 16"steel casing, 14 corrosion proof manholes, and abandonment of 2 existing lift station and other features. Contractor shall coordinate work with the contractor building the Veterans Drive Lift Station. The contractor shall maintain sanitary sewer service along Magnolia Street until the commissioning of the Veterans Drive Lift Station. 1.03 ALTERNATES A Alternate bids quoted on Bid Forms will be reviewed and accepted or rejected at Owner's option. B Volunteer Alternates,any Alternate not specified in this Section,will not be considered. C Accepted Alternates will be identified in the Agreement Between the Owner and Contractor D Bids will be evaluated on base bid price plus selected Alternate. 1.04 OWNER FURNISHED PRODUCTS A Contractor's Responsibilities. 1 Arrange and pay for product delivery to site. 2. Receive and unload products at site;jointly with Engineer, inspect for completeness or damage. 3 Handle, store,install, and finish products. 4 Repair or replace damaged items. 1.05 CONSTRUCTION PHOTOGRAPHS 04/2002 01100-1 CITY OF PEARLAND SUMMARY OF WORK A Submit preconstruction(and post construction)photographs in accordance with Section 01380 1.06 WORK SEQUENCE A Coordination of the Work: Refer to Section 01040 - Coordination and Meetings, and Section 01300 - Submittals (Construction Schedule) 1.07 CONTRACTOR USE OF PREMISES A Comply with procedures for access to the site and Contractor's use of nghts-of-way as specified in Section 01140 - Contractor's Use of Premises. 1.08 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. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01100-2 CITY OF PEARLAND CONTRACTOR USE OF PREMISES Section 1140 CONTRACTOR USE OF PREMISES 1.0 GENERAL 1.01 SECTION INCLUDES A Section includes general use of the site including properties inside and outside of rights- of-way, work affecting road, ramps, streets and driveways and notification to adjacent occupants. 1.02 RIGHTS-OF-WAY A Confine access and operations and storage areas to nghts-of-way provided by Owner as stipulated m Document 00700 - General Conditions, 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 from such use of properties outside of rights-of-way 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 1.03 PROPERTIES OUTSIDE OF RIGHTS-OF-WAY A Altering the condition of properties adjacent to and along rights-of-way 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 rights-of-way will not be permitted. C Any damage to properties outside of rights-of-ways shall be repaired or replaced to the satisfaction of the Engineer and at no cost to the Owner 1.04 USE OF SITE A Obtain approvals of governing authorities prior to impeding or closing public roads or streets. Do not close more than one consecutive intersections at one time. B Notify Engineer 48 hours prior to closing a street or a street crossing. Permits for street closures are required m advance and are the responsibility of the Contractor C Maintain access for emergency vehicles including access to fire hydrants. 04/2002 01140-1 CITY OF PEARLAND CONTRACTOR USE OF PREMISES 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 spnnlder systems which may exist on rights-of-ways within the site. Repair or replace damaged systems to condition equal to or better than ' that existing at start of Work. F Perform daily clean-up of dirt outside the construction zone,and debris,scrap materials, and other disposable items. Keep streets,driveways,and sidewalks clean of dirt, debris and scrap materials. Do not leave buildings, roads, streets or other construction areas unclean overnight. 1.05 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. B Include in notification names and telephone numbers of two company 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. 1.06 PUBLIC,TEMPORARY,AND CONSTRUCTION ROADS AND RAMPS A Construct and mamtain 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. B Provide mats or other means to prevent overloadmg or damage to existing roadways from tracked equipment or exceptionally large or heavy trucks or equipment. C Construct and maintain access roads and parking areas as specified in Section 01500 - Temporary Facilities and Controls. 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 blocks 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. 04/2002 01140-2 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 5159-a of the Revised Civil Statutes of Texas),the public body awarding the contract does hereby specify the 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 engineenng construction is to be applied to all site work greater than 5 feet from an exterior wall of new building under construction or from an exterior wall of an existing building. 04/2002 00811-1 PREVAILING WAGE RATES FOR ENGINEERING CONSTRUCTION CLASSIFICATION RATE CLASSIFICATION RATE ASPHALT RAKER 8.28 ASPHALT PAVING MACHINE 10.05 ASPHALT SHOVELER 7 45 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- 9.86 CONCRETE JOINT SEALER 10.50 STRUCTURES CONCRETE RUBBER 9.00 CONCRETE PAVING FLOAT 9.30 ELECTRICIAN 16.15 CONCRETE PAVING SAW 10 01 FLAGGER 6.66 CONCRETE PAVING SPREADER 9.32 FORM BUILDER 9.96 SLIPFORM MACHINE OPERATOR 9.20 (STRUCTURES) FORM LINER-PAVING&CURB 9.03 CRANE,CLAMSHELL,BACKHOE, 11.35 DERRICK,D'LINE,SHOVEL FORMSETTER 8.86 CRUSHER/SCREENING PLAN 11 00 (PAVING/CURB) 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 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- 13.56 WAGON-DRILL,BORING MACHINE 10.15 HEAVY REINFORCING STEEL SETTER 12.50 REINFORCING STEEL SETTER 12.47 (PAVING) STRUCTURES STEEL WORKER- 10.35 SIGN ERECTOR 10.06 STRUCTURAL SPREADER BOX OPERATOR 9.08 SIGN INSTALLER 7 45 WORK ZONE BARRICADE 7 45 TRUCK DRIVER-SINGLE AXLE LIGHT 8.15 TRUCK DRIVER-SINGLE 8.76 TRUCK DRIVER-TANDEM AXLE SEMI 8.00 AXLE HEAVY TRAILER TRUCK DRIVER- 11.29 WELDER 10.43 LOWBOY/FLOAT TECHNICAL SPECIFICATIONS CITY OF PEARLAND TABLE OF CONTENTS TECHNICAL SPECIFICATIONS TABLE OF CONTENTS No. of DIVISION 1 - GENERAL REQUIREMENTS Pages Section Section Title 01100 Summary of Work. .2 01140 Contractor's Use of Premises. .3 01200 Measurement and Payment .3 01290 Change Order Procedures 4 01310 Coordination and Meetings .3 01350 Submittals 6 01420 Reference Standards. 4 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 4 01562 Waste Material Disposal .2 01563 Tree and Plant Protection. 4 01564 Control of Ground Water and Surface Water 7 01565 TPDES Requirements .3 01566 Source Controls for Erosion and Sedimentation. 4 01570 Trench Safety System .3 01580 Project Identification Signs .9 01600 Material and Equipment. .3 01630 Product Options and Substitutions .3 01720 Field Surveying .2 01730 Cutting and Patching .3 01750 Starting Systems. .2 01760 Project Record Documents .2 01770 Contract Closeout. .2 04/2002 TOC-1 CITY OF PEARLAND TABLE OF CONTENTS TECHNICAL SPECIFICATIONS DIVISION 2 - SITE WORK 02200 Site Preparation .3 02220 Site Demolition 5 02252 Cement Stabilized Sand .3 02318 Excavation and Backfill for Utilities .20 02415 Casing and Pipe Augenng. 7 02430 Tunnel Grout .5 02530 Gravity Sanitary Sewers .21 02531 Sanitary Sewer Service Stubs or Reconnections. 6 02532 High Density Polyethylene(HDPE) Solid Wall Pipe .3 02534 PVC Pipe. .5 02542 Concrete Manholes and Accessories. .9 02603 Frames, Grates, Rings, and Covers .2 02635 Steel Pipe and Fittings .9 02636 Polyurethane Coatings on Steel or Ductile Iron Pipe. 6 02910 Topsoil 2 02921 Hydromulch Seeding 3 02922 Sodding. 4 02980 Pavement Repair and Resurfacing .3 APPENDIX A Storm Water Pollution Prevention Plan 04/2002 TOC-2 DIVISION 1 GENERAL REQUIREMENTS 04/2002 CITY OF PEARLAND CONTRACTOR USE OF PREMISES 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 VI of the State of Texas Manual on Uniform Traffic Control Devices. 1.08 TRAFFIC CONTROL A Comply with traffic regulation as specified in Section 01555 - Traffic Control and Regulation. 1.09 SURFACE RESTORATION A Restore site to condition existing before construction to satisfaction of Engineer B Repair paved area per the requirements of Section 02980 - Pavement Repair and Resurfacing. C Repair turf areas which become damaged, level with bank run sand conforming to Section 02318 -Excavation and Backfill for Utilities,or topsoil conforming to Section 02910 - Topsoil, as approved by the Engineer and resod in accordance with Section 02922 - Sodding. Water and level newly sodded areas with adjoining turf using steel wheel rollers appropriate for sodding. Do not use spot sodding or sprigging. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01140-3 CITY OF PEARLAND MEASUREMENT AND PAYMENT Section 01200 MEASUREMENT AND PAYMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Procedures for measurement and payment plus conditions for nonconformance assessment and nonpayment for rejected products. 1.02 AUTHORITY A Measurement methods delineated in Specification sections are intended to complement the criteria of this section. In the event of conflict,the requirements of the Bid Proposal shall govern. Priority after the Bid Proposal is the Specification Section,followed by the Drawings. B Measurements and quantities submitted by the Contractor will be verified by the Engineer C 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 the Agreement 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 the General Conditions. B If the actual Work requires greater or lesser quantities than those quantities indicated in the Bid Form, provide the required quantities at the unit prices contracted, except as otherwise stated in the General Conditions 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. 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. 04/2002 01200-1 CITY OF PEARLAND MEASUREMENT AND PAYMENT 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. B Total compensation for required Unit Price Work shall be included in Unit Price bid in Bid schedule. Claims for payment as Unit Price Work,but not specifically covered in the list of unit prices contained in Bid Schedule, will not be accepted. C Progress payments will be based on the Engineer's observations and evaluations of quantities incorporated in the Work multiplied by the unit price. 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 Work, or portions of Work, not conforming to the Contract Documents. B If, in the opimon of 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 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 Engineer, if the modified work is deemed to be less suitable than originally specified. C Specification sections may modify these options or may identify a specific formula or percentage price reduction. D The authority of Engineer to assess the nonconforming work and identify payment adjustment is final. 1.07 NONPAYMENT FOR REJECTED PRODUCTS 04/2002 01200-2 CITY OF PEARLAND MEASUREMENT AND PAYMENT 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 - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01200-3 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 pnce change order, unit pnce change order, time and materials change order; 4 Execution of Change Orders, 5 Correlation of Contractor submittals. 1.02 REFERENCES A Rental Rate Blue Book for Construction Equipment (Data Quest Blue Book) Rental Rate is defined as the full unadjusted base rental rate for the appropnate item of construction equipment. 1.03 RESPONSIBLE INDIVIDUAL A Contractor shall provide a letter indicating the name and address of the individual authonzed to execute change documents,and who shall also be responsible for mforming 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 Contractor shall maintain detailed records of changes in the Work. Provide full information required for identification and evaluation of proposed changes, and to substantiate costs of changes in the Work. B Contractor shall document each proposal for a change in cost or time with sufficient data to allow evaluation of the proposal. C Proposals shall include, as a minimum,the following information as applicable: 1 Quantities of items in the original Bid Schedule with additions, reductions, deletions, and substitutions. 2. When Work items were not included in the Bid Schedule, Contractor shall provide unit pnces for the new items, with supporting information as required by the Engineer 3 Justification for any change in Contract Time. 04/2002 01290-1 CITY OF PEARLAND CHANGE ORDER PROCEDURES 4 Additional data upon request. D For changes in the Work performed on a time-and-matenal 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 Document 00800 - Supplementary Conditions. 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-matenals 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 changes will be in accordance with the requirements of the General Conditions. B The Engineer will advise of minor changes in the Work not involving an adjustment to Contract Price or Contract Time as authorized by the General Conditions by issuing supplemental instructions. C Contractor may request clarification of Drawings,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 AND CONTRACT MODIFICATIONS 04/2002 01290-2 CITY OF PEARLAND CHANGE ORDER PROCEDURES A The Engineer may issue a-Request for Proposal,which includes a detailed description of a proposed change with supplementary or revised Drawings and Specifications. The Engineer may also request a proposal in the response to a Request for Information. Contractor will prepare and submit its Proposal within 7 days or as specified in the request. B The Contractor may propose an unsolicited change by submitting a Proposal to the 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 pnce Change Order will be based on an accepted Proposal including the Contractor's lump sum price quotation. 1.09 UNIT PRICE CHANGE ORDER A Where Unit Prices for the affected items of Work are included in the Bid Schedule,the umt price Change Order will be based on unit prices as originally bid, subject to provisions of the General Conditions. B Where unit pnces of Work are not pre-determined in the Bid Schedule, Work Change Directive or accepted Proposal will specify the unit prices to be used. 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 the General Conditions. B Engineer will determine the change allowable in Contract Price and Contract Time as provided in the General Conditions. C Contractor shall maintain detailed records of work done on time-and-material basis as specified in paragraph 1 04, Documentation of Change in Contract Price and Contract Time. I 04/2002 01290-3 CITY OF PEARLAND CHANGE ORDER PROCEDURES 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 signatures of parties as described in the General Conditions. 1.12 CORRELATION OF CONTRACTOR SUBMITTALS A For Stipulated Pnce Contracts,Contractor shall promptly revise Schedule of Values and Application for Payment forms to record each authonzed Change Order as a separate line item and adjust the Contract Pnce. B For Unit Pnce Contracts,the next monthly estimate of work after acceptance of a Change Order will be revised to include any new items not previously included and the appropnate 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 Drawings, Specifications or Contract Documents as required in Section 01720 - Project Record Documents. 2.0 PRODUCTS -Not Used 3.0 EXECUTION-Not Used END OF SECTION 04/2002 01290-4 CITY OF PEARLAND COORDINATION AND MEETINGS 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. 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 the General Conditions and as identified by name at the preconstruction conference. 1.04 CONTRACTOR COORDINATION A Coordinate scheduling, submittals, and Work of the various Specifications sections to assure efficient and orderly sequence of installation of interdependent construction elements. B Coordinate completion and clean up of Work for Substantial Completion and for portions of Work designated for Owner's partial occupancy C Coordinate access to 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. B Attendance Required. Engineer's representatives, Consultants, Contractor, and major Subcontractors. C Agenda. 1 Distribution of Contract Documents 2. Designation of personnel representing the parties in Contract, and the Consultant. 3 Review of insurance 4 Discussion of formats proposed by the Contractor for schedule of values, and construction schedule 04/2002 01310-1 CITY OF PEARLAND COORDINATION AND MEETINGS 5 Procedures and processing of shop drawings and other submittals, substitutions,pay estimates or applications for payment, Requests for Information, Request for Proposal, Change Orders, and Contract closeout 6 Scheduling of the Work and coordination with other contractors 7 Review of Subcontractors 8 Appropriate agenda items listed for Site Mobilization Conference,paragraph 1 06 C, when preconstruction conference and site mobilization conference are combined 9 Procedures for testing 10 Procedures for maintaining record documents 1.06 SITE MOBILIZATION CONFERENCE A When required by the Contract Documents, Engineer will schedule a 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 Project meetings shall be held at Project field office 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 his representative will make arrangements for meetings, and recording minutes. D Engineer or his representative will prepare the agenda and preside at meetings. E Contractor shall provide required information and be prepared to discuss each agenda item. F Agenda. 1 Review minutes of previous meetings 2. Review of Work progress schedule submittal, and pay estimates,payroll and compliance submittals 04/2002 01310-2 CITY OF PEARLAND COORDINATION AND MEETINGS 3 Field observations,problems, and decisions 4 Identification of problems which impede planned progress 5 Review of submittals schedule and status of submittals 6 Review of Request for Information and Request for Proposal status 7 Change order status 8 Review of off-site fabncation and delivery schedules 9 Maintenance of progress 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 progress schedule and coordination 15 Other items relating to Work 2.0 PRODUCTS -Not Used 3.0 EXECUTION-Not Used END OF SECTION 04/2002 01310-3 CITY OF PEARLAND SUBMITTALS Section 01350 SUBMITTALS 1.0 GENERAL 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 1.02 SUBMITTAL PROCEDURES A Scheduling and Handling 1 Schedule submittals well in advance of the need for the matenal or equipment for construction. Allow time to make delivery of matenal 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 Drawings, 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 submittals in no way relieves the Contractor from his obligation to furnish required items according to the Drawings and Specifications. 4 Submit 5 copies of documents unless otherwise specified in the following paragraphs or in the Specifications. 5 Revise and resubmit submittals as required. Identify all changes made since previous submittal. 6. The Contractor shall assume the nsk for material or equipment which is fabncated or delivered pnor to approval. No material or equipment shall be incorporated into the Work or included in periodic progress payments until approval has been obtained in the specified manner 04/2002 01350-1 CITY OF PEARLAND SUBMITTALS 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 Resubmittals shall use the original number with an alphabetic suffix (i.e., 2A for first resubmittal of Submittal 2 or 15C for third resubmittal 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 paragraph 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 vanance. 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 the Bid Schedule 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 amount in the Bid Schedule. 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. E For lump sum equipment items where submittal of operations and maintenance data and testing are required, include a separate item for equipment operation and maintenance data submittal valued at 5 percent of the lump sum amount and a separate item for testing and adjusting valued at 5 percent of the lump sum amount. 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 04/2002 01350-2 CITY OF PEARLAND SUBMITTALS 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 minimum,a bar chart,either computer generated, or prepared manually and a narrative report. B Dunng the Pre-construction Meeting, as noted in Section 01040 - 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 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 schedule. 3 For projects with multiple crafts or significant subcontractor components, these elements should be indicated separately within the schedule. 4 For projects with multiple types of tasks within the scope, these types of work should be indicated separately within the schedule. 5 For projects with significant major equipment items or materials worth over 25 percent of the Total Contract Pnce, the 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 penod of work which will require the shut down of any process or operation shall be identified in the Schedule and must be agreed to by the Engineer pnor to starting work in the area. 7 A tabulation of the estimated monthly billings for the work shall be prepared and submitted by the Contractor with the first schedule submittal. This information is not required in the monthly updates,unless significant changes in Work require resubmittal of the schedule for review The total for each month and a cumulative total will be indicated. 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 Document 00700 - General Condition. D The Contractor must receive approval of the Engineer for the Schedule and billing estimate prior to the first monthly Application for Payment. No payment will be made until these are accepted. 04/2002 01350-3 CITY OF PEARLAND SUBMITTALS 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 monthly update of the schedule shall be required before the monthly Application for Payment will be processed for payment. G The narrative Schedule Report shall include a description of changes made to the Construction Schedule; Activities Added to the Schedule; Activities Deleted from the Schedule;any other changes made to the 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 Specifications. 2. Contractor's Certification, as described in paragraph 1 02C, shall be placed on each drawing. 3 The drawings 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 under other contracts d. Kinds of materials and finishes e. Parts list and descriptions f. Assembly 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 drawmg sheet and detail numbers,schedule or room numbers as shown on the Contract Drawings. 4 Drawings shall be to scale, and shall be a true representation of the specific equipment or item to be furnished. B Product Data 1 Submit product data for review as required in Specification sections. 2. Contractor's Certification, as described in paragraph 1 02C, 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 Specifications. 04/2002 01350-4 CITY OF PEARLAND SUBMITTALS 4 For products specified only by reference standard, give manufacturers, trade name,model or catalog designation and applicable reference standard. 5 For products proposed as alternates to "approved" products, as described in Section 01630 -Product Options and Substitutions provide all information required to demonstrate the proposed products meet the level of quality and performance criteria of the "approved product" C Samples 1 Submit samples for review as required by the Specifications. 2. Contractor's Certification, as described in paragraph 1 02C, shall be placed on each sample or a firmly attached sheet of paper 3 Submit the number of samples specified in Specifications, one of which will be retained by the Engineer 4 Reviewed samples which may be used in the Work are identified in Specifications. 1.06 OPERATIONS AND MAINTENANCE DATA A When specified in Specification sections,submit manufacturers'printed instructions for delivery, storage, assembly, installation, start-up, operation, adjusting, finishing, and maintenance. B Contractor's Certification,as described in paragraph 1 02C,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 Specification sections,submit manufacturers'certificate of compliance for review by Engineer B Contractor's Certification,as described in paragraph 1 02C,shall be placed on front page of the certificate. C Submit supporting reference data, affidavits, and certifications as appropriate. D Certificates may be recent or previous test results on material or product, but must be acceptable to Engineer 1.08 CONSTRUCTION PHOTOGRAPHS A When required by Section 01010,submit photographs in accordance with Section 01380. 04/2002 01350-5 CITY OF PEARLAND SUBMITTALS 1.09 PROJECT RECORD DOCUMENTS A Submit Project Record Documents in accordance with Section 01720 -Project Record Documents. 1.10 VIDEO A Submit television video tapes as required in Section 02732 - Acceptance Testing for Sanitary Sewers. B Transmittal forms for video tapes shall be numbered sequentially beginning with T01, T02, T03, etc. 1.11 DESIGN MIXES A When specified in Specifications, submit design mixes for review B Contractor's Certification as described in paragraph 1 02C,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 - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01350-6 CITY OF PEARLAND REFERENCE STANDARDS Section 01420 REFERENCE STANDARDS 1.0 GENERAL 1.01 SECTION INCLUDES A Section includes general quality assurance as related to Reference Standards and a list of references. 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 the General Conditions. 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 04/2002 01420-1 CITY OF PEARLAND REFERENCE STANDARDS AISC American Institute of Steel Construction 400 North Michigan Avenue, Eighth Floor Chicago, IL 60611 AISI Amencan 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 Tacoma,WA 98411 API American Petroleum Institute 1220 L Street,N W Washington, DC 20005 AREA American Railway Engineering Association 50 F Street,N W 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 P O Box 35104 Miami, FL 33135 AWWA American Water Works Association 6666 West Quincy Avenue Denver, CO 80235 04/2002 01420-2 CITY OF PEARLAND REFERENCE STANDARDS CLFMI Chain Link Fence Manufacturers Institute 1101 Connecticut Avenue,N W Washington,DC 20036 CRD U.S.A. Corps. Of Engineers CRSI Concrete Reinforcing Steel Institute 933 Plum Grove Road Schaumburg, IL 60173-4758 EJMA Expansion Joint Manufacturers Association 707 Westchester Avenue White Plams,NY 10604 FS Federal Standardization Documents General Services Administration, Specifications Umt(WFSIS) 7th and D Streets, S W Washington,DC 20406 ICEA Insulated Cable Engineer Association P 0 Box 440 S Yarmouth, MA 02664 IEEE Institute of Electrical and Electromcs Engineers 445 Hoes Lane P O Box 1331 Piscataway,NJ 0855-1331 MIL Military Specifications General Services Administration, Specifications Unit(WFSIS) 7th and D Streets, S.W Washington,DC 20406 NACE National Association of Corrosion Engineers P 0 Box 986 Katy,TX 77450 NEMA National Electrical Manufacturers'Association 2101 L Street,N W., Suite 300 Washington,DC 20037 NFPA National Fire Protection Association Batterymarch Park, P 0 Box 9101 Quincy,MA 02269-9101 04/2002 01420-3 CITY OF PEARLAND REFERENCE STANDARDS OSHA Occupational Safety Health Administration U S Department of Labor, Government Pnnting 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 11th and Brazos Austin, TX 78701 2483 UL Underwriters'Laboratories, Inc. 333 Pfingston Road Northbrook, IL 60062 UNI-BELL UNI-BELL Pipe Association 2655 Villa Creek Dnve, Suite 155 Dallas,TX 75234 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01420-4 CITY OF PEARLAND CONTRACTOR'S QUALITY CONTROLS 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. 1.02 QUALITY ASSURANCE/CONTROL OF INSTALLATION A Momtor quality control over suppliers,manufacturers,products,services,site conditions, and workmanship,to produce Work of specified quality at no additional cost to the City B Comply fully with manufacturers' installation instructions, including each step in sequence. C Request clarification from City Engineer 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. 1.03 REFERENCES A Obtain copies of standards and maintain at job site when required by individual Specification sections. 1.04 MANUFACTURERS' FIELD SERVICES AND REPORTS A When specified in individual Specification sections, 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 imtiate operation,as required. Conform to minimum time requirements for start-up operations and operator training if defined in Specification sections. B At the City Engineer's request,submit qualifications of manufacturer's representative to City Engineer 15 days in advance of required representative's services. The representative shall be subject to approval of City Engineer C Manufacturer's representative shall report observations and site decisions or instructions given to applicators or installers that are supplemental or contrary to manufacturers' 04/2002 01430-1 CITY OF PEARLAND CONTRACTOR'S QUALITY CONTROLS written instructions. Submit report within 14 days of observation to City Engineer for review 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01430-2 CITY OF PEARLAND INSPECTION SERVICES Section 01440 INSPECTION SERVICES 1.0 GENERAL 1.01 SECTION INCLUDES A Inspection services and references 1.02 INSPECTION A City Engineer will appoint an Inspector as a representative of the City to perform inspections, tests, and other services specified in individual specification Sections B Alternately,City Engineer may appoint,employ,and pay an independent firm to provide additional inspection or construction management services as indicated m Section 01450 -Testing Laboratory Services. C Reports will be submitted by the independent firm to City Engineer,Architect/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 Inspector; furnish samples of materials, design mix, equipment, tools, and storage. E Contractor shall notify City Engmeer 24 hours prior to expected time for operations requinng services. Notify Architect/Engineer and independent firm when noted. F Contractor shall sign and acknowledge report for Inspector 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01440-1 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. 1.02 REFERENCES A ASTM D3740 - Practice for Evaluation of Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction. B ASTM E329-Recommended Practice for Inspection and Testing Agencies for Concrete, Steel, and Bituminous Materials as Used in Construction. 1.03 SELECTION AND PAYMENT A Owner will employ and pay for services of an independent testing laboratory to perform inspection and testing identified in individual Specification sections. B Employment of testing laboratory shall not relieve Contractor of obligation to perform work in accordance with requirements of Contract Documents. C Contractor shall schedule and monitor testing as required to provide timely results and to avoid delay to the Work. 1.04 LABORATORY REPORTS A The Engineer will receive 1 copy,City Engineer 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 site field office for duration of project. Test results which indicate non-conformance shall be transmitted immediately via fax from the testing laboratory to the Contractor and City Engineer 1.05 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. 04/2002 01450-1 CITY OF PEARLAND TESTING LABORATORY SERVICES 1.06 CONTRACTOR RESPONSIBILITIES A Notify City Engineer, and laboratory 24 hours prior to expected time for operations requiring inspection and testing services. Notify Architect/Engineer if specification section requires the presence of the Architect/Engineer B Cooperate with laboratory personnel in collecting samples to be tested or collected on 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. 1 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 3.01 CONDUCTING TESTING A Laboratory sampling and testing shall conform to ASTM D3740 and ASTM E329,plus other test standards specified in individual Specification sections. END OF SECTION 04/2002 01450-2 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 project 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 matenal,pest and rodent control, water runoff and erosion control. 1.02 UNIT PRICES A Unless indicated in the Unit Pnce Schedule as a pay item,no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay items for which this work is a component. 1.03 CONTRACTOR'S RESPONSIBILITY A The facilities and controls specified in this section are considered minimum for the Project. 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 sections of the Specifications. 1 Maintain and operate temporary facilities and systems to assure continuous service. 2. Modify and extend systems as Work progress requires. 3 Completely remove temporary matenals and equipment when their use is no longer required. 4 Restore existing facilities used for temporary services to specified or to original condition. 1.04 TEMPORARY UTILITIES A Obtaining Temporary Service. 1 Make arrangements with utility service compames for temporary services. 2. Abide by rules and regulations of the utility service companies or authorities having jurisdiction. 3 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 04/2002 01500-1 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 1 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. 2 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 3 Provide and maintain an adequate supply of potable water for domestic consumption by Contractor personnel. C Electricity and Lighting. 1 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 2. Electric power service includes temporary power service or generator to maintain plant operations during any scheduled shutdown. 3 Minimum lighting level shall be 5 foot-candles for open areas, 10-foot-candles for stairs and shops. D Temporary Heat and Ventilation 1 Provide temporary heat as necessary for protection or completion of the Work. 2. Provide temporary heat and ventilation to assure safe working conditions; maintain enclosed areas at a minimum of 50 degrees F E Telephone 1 Provide emergency telephone service at the Contractor's field office, or by mobile telephone, for use by Contractor personnel and others performing work or furnishing services at the site. F Sanitary Facilities 1 To provide and maintain sanitary facilities for persons on the job site, comply with the regulations of State and local departments of health. 2. Enforce the use of sanitary facilities by construction personnel at the job 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. 3 Locate toilets near the Work site and secluded from view insofar as possible. Keep toilets clean and supplied throughout the course of the Work. 1.05 FIELD OFFICE A Provision of a field office is not required unless stated otherwise in the Contract Documents. If the Contractor chooses to provide one,locate it in a place approved by the Engineer 1.06 STORAGE OF MATERIALS 04/2002 01500-2 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS A Provide adequately ventilated,watertight storage facilities with floor above ground level for materials and equipment susceptible to weather damage. B Storage of materials not susceptible to weather damage may be on blocks off the ground. C Store materials in a neat and orderly manner Place materials and equipment to permit easy access for identification, inspection and inventory 1.07 SAFETY REQUIREMENTS A Submit and follow a safety program in accordance with Document 00700 - General Conditions, Paragraph 10 1 Include in the safety program documented response to trench safety requirements as specified in Section 01570 -Trench Safety System. 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 Project. C 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 29 CFR Part 1926 and adopted by Secretary of Labor as occupational safety and health standards 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. D 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 job 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 10 days of occurrence. E 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 evidences of contamination, immediate take appropriate steps to seal off entry of contaminated liquids to the Work area. F Safety measures, including but not limited to safety personnel, first-aid equipment, ventilating equipment and safety equipment, in the specifications and shown on the Drawings are obligations of the Contractor G Maintain required coordination with the local Police and Fire Departments during the entire period covered by the Contract. 04/2002 01500-3 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 1.08 FIRST AID EQUIPMENT A Provide a first aid kit throughout the construction penod. 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 site whenever Work is in progress. 1.09 FIRE PROTECTION A Fire Protection Standards. 1 Conform to specified fire protection and prevention requirements as well as those which may be established by Federal, State, or local governmental agencies. 2. Comply with all applicable provisions of NFPA Standard No 241, Safeguarding Building Construction and Demolition Operations. 3 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. 4 Locate portable fire extinguishers within 50 feet maximum from any point in the Project area. B Fire Prevention and Safety Measures. 1 Prohibit smoking in hazardous areas. Post suitable warning signs in areas which are continuously or intermittently hazardous. 2. Use metal safety containers for storage and handling of flammable and combustible liquids. 3 Do not store flammable or combustible liquids in or near stairways or exits. 4 Maintain clear exits from all points within a structure. 1.10 SECURITY MEASURES A Protect all Work materials, equipment, and property 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. 1.11 PROTECTION OF PUBLIC UTILITIES A Prevent damage to existing public utilities during construction. These utilities are shown on the Drawings 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 copflict with the proposed Work. 1.12 PROTECTION OF THE WORK AND PROPERTY 04/2002 01500-4 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS A Preventive Actions. 1 Take precautions,provide programs, and take actions necessary to protect the Work and public and private property from damage. 2 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 which 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 Project site safe and orderly e. Provide safe barricades and guard rails around openings,for scaffolding, for temporary stairs and ramps,around excavations,elevated walkways, and other hazardous areas. 3 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. 4 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. 1 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 and Regulation. C Tree and Plant Protection. Conform to requirements of Section 01563 -Tree and Plant Protection. D Protection of Existing Structures 1 Underground Structures. a. Underground structures are defined to include, but not be limited to, 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. b. Known underground structures, including water, sewer, electric, and telephone services are shown on the Drawings in accordance with the best mformation available, but is not guaranteed to be correct or complete. Contractor is responsible for making ALocate@ calls. 04/2002 01500-5 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS c. 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 d. Necessary changes in location of the Work may be made by the Engineer to avoid unanticipated underground structures. e. 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 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 Document 00700 - General Conditions. 2. Surface Structures. a. Surface structures are defined as 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. 3 Protection of Underground and Surface Structures. a. 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. b. 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 nght 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. c. 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 5 working days advance notice. Probe and flag the location of underground utilities pnor to commencement of excavation. Keep flags m place until construction operation reach and uncover the utility d. 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 04/2002 01500-6 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS by the Work to any structure. Immediately repair damage caused,to the satisfaction of the owner of the damaged structure. E Protection of Installed Products. 1 Provide protection of installed products to prevent damage from subsequent operations. Remove protection facilities when no longer needed,pnor to completion of Work. 2. 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 Designate temporary parking areas to accommodate construction personnel. When site space is not adequate, provide additional off-site parking. Locate as approved by Engineer C Minimize use by construction traffic of existing streets and driveways. D Do not allow heavy vehicles or construction equipment unnecessarily in existing parking areas. 1.14 ENVIRONMENTAL CONTROLS A Provide and maintain methods,equipment,and temporary construction as necessary for controls over environmental conditions at the construction site and adjacent areas. B 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 C Recognize and adhere to the environmental requirements of the Project. Disturbed areas shall be strictly limited to boundaries established by the Contract Documents. Particularly avoid pollution of"on-site" streams, sewers, wells, or other water sources. D 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. 04/2002 01500-7 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS C Take special measures to prevent harmful substances from entering public waters. Prevent disposal of wastes, effluents, chemicals, or other such substances adjacent to streams, or in samtary or storm sewers. D Provide systems for control of atmospheric pollutants. 1 Prevent toxic concentrations of chemicals. 2. Prevent harmful dispersal of pollutants into the atmosphere. E Use equipment during construction that conforms to current Federal, State, and local laws and regulations. 1.16 PEST AND RODENT CONTROL A Provide rodent and pest control as necessary to prevent infestation of construction or storage areas. B Employ methods and use matenals which will not adversely affect conditions at the site or on adjoining properties. 1.17 NOISE CONTROL A Provide vehicles, equipment, and construction activities that minimize noise to the greatest degree practicable. Noise levels shall conform to the latest OSHA standards and City Ordinances 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 1.18 DUST CONTROL A Control objectionable dust caused by operation of vehicles and equipment. Apply water or use other methods,subject to approval of the Engineer,which will control the amount of dust generated. 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 site, or adjoining properties. B Control fill,grading and ditching to direct water away from excavations,pits,and other construction areas; and to direct drainage to proper runoff courses so as to prevent any erosion, sedimentation or damage. C Provide, operate, and maintain equipment and facilities of adequate size to control surface water 04/2002 01500-8 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS D Dispose of drainage water in a manner to prevent flooding, erosion, or other damage to any portion of the site or to adjoining areas and in conformance with environmental requirements. E Retain existing drainage patterns external to the construction site by constructing temporary earth berms, sedimentation basins, retaimng areas, and temporary ground cover as needed to control conditions. F Plan and execute construction and earth work by methods to control surface drainage from cuts and fills, and from borrow and waste disposal areas, to prevent erosion and sedimentation. 1 Keep to a minimum the area of bare soil exposed at one time. 2. Provide temporary control measures, such as berms, dikes, and drains. G Construct fills and waste areas by selective placement to eliminate surface silts or clays which will erode. H Inspect earthwork penodically 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 04/2002 01500-9 CITY OF PEARLAND MOBILIZATION Section 01505 MOBILIZATION 1.0 GENERAL 1.01 SECTION INCLUDES A Mobilization of construction equipment and facilities onto the site. 1.02 UNIT PRICES A Measurement for mobilization is on a lump sum basis. B Mobilization payments will be included in monthly payment estimates upon written application by Contractor subject to the following provisions. 1 Authonzation for payment of 50 percent of the contract pnce for mobilization will be made upon receipt and approval by Engineer of the following items, as applicable: a. Schedule of values, if required by Section 01100 b Trench safety program c. Construction schedule d. Pre-construction Photographs, if required by Section 01100 2. Authorization for payment of the remaining 50 percent of the Contract Price for mobilization will be made upon completion of Work amounting to 5 percent of the Contract Pnce less the mobilization unit price. C Mobilization payments will be subject to retainage amounts stipulated in the General Conditions. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01505-1 CITY OF PEARLAND STABILIZED CONSTRUCTION EXIT Section 01550 STABILIZED CONSTRUCTION EXIT 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 site. 1.02 SUBMITTALS A Manufacturer's catalog sheets and other product data on geotextile fabric. B Sieve analysis of aggregates conforming to requirements of this Specification. 1.03 UNIT PRICES A Unless indicated in the Unit Price Schedule as a pay item,no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay items for which this work is a component. 2.0 PRODUCTS 2.01 GEOTEXTILE FABRIC A Provide woven or nonwoven geotextile fabric made of either polypropylene, polyethylene, ethylene, or polyamide material. B Geotextile fabric shall have a minimum grab strength of 270 psi in any principal direction(ASTM D-4632), 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 mimmum of 6 months of expected usable life at a temperature range of 0°F to 120°F D Representative 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 04/2002 01550-1 CITY OF PEARLAND STABILIZED CONSTRUCTION EXIT B Course aggregates shall conform to the following gradation requirements. Sieve Size Percent Retained (Square Mesh) (by Weight) 2%2" 0 2" 0-20 1'/2" 15-50 3/a" 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 roads and 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 Drawings and specified in this Section. B No clearing and grubbing or rough cutting shall be permitted until erosion and sediment control systems are in place,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 project 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 the stabilized construction roads and exits until the project is accepted by the City Remove stabilized construction roads and exits promptly when directed by the Engineer Discard removed materials off site. E Remove sediment deposits and dispose of them at the designated spoil site for the project. If a project spoil site is not designated on the Drawings,dispose of sediment off site at location not in or adjacent to a stream or floodplain. Off-site disposal is the responsibility of the Contractor Sediment to be placed at the project site should be spread evenly throughout the site, compacted and stabilized. Sediment shall not be allowed to flush into a stream or drainage way If sediment has been contaminated, it shall be disposed of in accordance with existing federal, state, and local rules and regulations. F 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 04/2002 01550-2 CITY OF PEARLAND STABILIZED CONSTRUCTION EXIT G Conduct all construction operations under this Contract in conformance with the erosion control practices described in the Specification 01566-Source Controls for Erosion and Sedimentation. 3.02 CONSTRUCTION METHODS A Provide stabilized access roads, subdivision roads, parking areas, and other on-site vehicle transportation routes where shown on Drawings. B Provide stabilized construction exits, and truck washing areas when approved by Engineer, of the sizes and locations where shown on Drawings or as specified in this Section. C Vehicles leaving construction areas shall have their tires cleaned to remove sediment pnor to entrance onto public nght-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 exit are shown on the Drawings. 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 fabnc as a permeable separator to prevent mixing of coarse aggregate with underlaying soil. Exposure of geotextile fabnc 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 entenng public right-of-way,receiving stream or storm water conveyance system. F The stabilized areas shall be 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 Drawings,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 Drawings. I Stabilized area maybe widened or lengthened to accommodate truck washing area when authonzed by Engineer 04/2002 01550-3 CITY OF PEARLAND STABILIZED CONSTRUCTION EXIT J Alternative methods of construction may be utilized when shown on Drawings,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 04/2002 01550-4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION Section 01555 TRAFFIC CONTROL AND REGULATION 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for 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 Requirement for and qualifications of flaggers. 1.02 SUBMITTALS A A traffic control plan responsive to the Texas Manual on Uniform Traffic Control Devices(TMUTCD)and sealed by a Registered Professional Engineer is incorporated into the Drawings. If the Contractor proposes to implement traffic control different than the plan provided, he shall submit a traffic control plan in conformance with the TMUTCD for approval of the Engineer B For both the traffic control plan and flaggers use, submit schedules of values within 30 days following the Notice to Proceed. Refer to Section 01350- Submittals. C Make submittals in accordance with Section 01350- Submittals. D Submit flaggers daily log for each month listing name, badge number,time start,time finish and hours worked. 1.03 UNIT PRICES 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 plan shown on the Drawings,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 an hourly basis for flaggers as required for the Project. The amount invoiced shall be determined based on the schedule of values submitted for flaggers. 1.04 FLAGGERS A Unless otherwise specified, use only flaggers who are off-duty, regularly employed, uniformed peace officers. 04/2002 01555-1 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 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. C The 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 convemence of travel. 2.0 PRODUCTS 2.01 SIGNS, SIGNALS,AND DEVICES A Comply with Texas State Manual on Uniform Traffic Control Devices. B Traffic Cones and Drums, Flares and Lights. As approved by agencies having junsdiction. 3.0 EXECUTION 3.01 PUBLIC ROADS A 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. 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. t 04/2002 01555-2 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 1 Keep streets used for entering or leaving the job area free of excavated material, debris, and any foreign material resulting from construction operations. 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 authorities or shown on the Drawings 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. 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. 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 morean 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. 04/2002 01555-3 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION D Adequately shore the trench or excavation to support bridge and traffic. _ E Extend steel plates used for budging 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. F Use steel plates of sufficient thickness to support H-20 loading, truck or lane, that produces maximum stress. 3.06 REMOVAL A Remove equipment and devices when no longer required. B Repair damage caused by installation. C Remove post settings to a depth of 2 feet. END OF SECTION 04/2002 01555-4 CITY OF PEARLAND FILTER FABRIC FENCE Section 01560 FILTER FABRIC FENCE 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of erosion and sediment control filter fabnc fences used during construction and until final development of the site. The purpose of filter fabric fences is to contain pollutants from overland flow Filter fabric fences are not for use in channehzed flow areas. Filter fabric fences may be reinforced. 1.02 UNIT PRICES A Filter fabric fence will be measured by the linear foot of completed and accepted filter fabric fence between the limits of the beginning and ending of wooden stakes. Filter fabric fence, measured as stated, will be paid for at the unit price bid for Filter Fabric Fence, Complete in Place. 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 Filter fabric barrier, if specified, will be measured by the linear foot of completed and accepted filter fabric barrier between the limits of the beginning and ending fence posts. Filter fabric barrier, measured as stated, will be paid for at the unit price bid for Filter Fabric Fence, Complete in Place. D 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. 1.03 SUBMITTALS A Manufacturer's catalog sheets and other product data on geotextile fabric. B Conform to requirements of Section 01350 - Submittals. 04/2002 01560-1 CITY OF PEARLAND FILTER FABRIC FENCE 2.0 PRODUCTS 2.01 FILTER FABRIC A Provide woven or nonwoven geotextile filter fabnc made of either polypropylene, polyethylene, ethylene, or polyamide matenal. B Geotextile fabnc shall have a grab strength of 100 psi in any pnncipal direction(ASTM D-4632),Mullen burst strength exceeding 200 psi (ASTM D-3786), and the equivalent opening size between 50 and 140 C Filter fabnc matenal 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 A Provide woven galvanized steel wire fence with minimum thickness of 14 gauge and a maximum mesh spacing of 6 inches. 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A Provide erosion and sediment control systems at the locations shown on Drawings. Such systems shall be of the type indicated and shall be constructed in accordance with the requirements shown on the Drawings and specified in this Section. B No clearing and grubbing or rough cutting shall be permitted until erosion and sediment control systems are in place,other than site work specifically directed by the Engineer to allow soil testing and surveying. C Regularly inspect and repair or replace damaged components of filter fabric fences as specified in this Section. Unless otherwise directed,maintain the erosion and sediment control systems until the project area stabilization is accepted by the Owner Remove erosion and sediment control systems promptly when directed by the Engineer Discard removed materials off site. D Remove sediment deposits and dispose of them at the designated spoil site for the project. If a project spoil site is not designated on the Drawings,dispose of sediment off site at a location not in or adjacent to a stream or floodplain. Off-site disposal is the responsibility of the Contractor Sediment to be placed at the project site should be spread evenly throughout the site, compacted and stabilized. Sediment shall not be allowed to flush into a stream or drainage way If sediment has been contaminated, it 04/2002 01560-2 CITY OF PEARLAND FILTER FABRIC FENCE shall be disposed of in accordance with existing federal, state, and local rules and regulations. E Conduct all construction operations under this Contract in conformance with the erosion control practices described in Section 01566 - Source Controls for Erosion and Sedimentation. 3.02 CONSTRUCTION METHODS A Provide filter fabnc fence systems in accordance with the Drawing detail for Filter Fabric Fences. Filter fabric fences 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 fabnc is factory preassembled 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 Drawings. 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 sediment filter 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 fence or 6 inches, whichever is less. G Install reinforced filter fabric barriers for erosion and sediment control used during construction and until the final development of the site. Reinforced filter fabric barriers are used to retain sedimentation in channehzed flow areas. H Provide filter fabric barriers m accordance with the Drawing detail for Reinforced Filter Fabric Barrier Filter fabric bamer systems 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. I Trench in the toe of the filter fabric bamer with a spade or mechanical trencher as shown on the Drawings. Lay filter fabric along the edges of the trench. Backfill and compact trench. 04/2002 01560-3 CITY OF PEARLAND FILTER FABRIC FENCE J Securely fasten the filter fabric material to the woven wire with tie wires. K 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 L Inspect the reinforced filter fabnc 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 04/2002 01560-4 CITY OF PEARLAND WASTE MATERIAL DISPOSAL Section 01562 WASTE MATERIAL DISPOSAL 1.0 GENERAL 1.01 SECTION INCLUDES A Disposal of waste matenal and salvageable matenal. 1.02 UNIT PRICES A No separate payment will be made for waste matenal disposal under this Section. Include payment in unit pnce for related sections. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Obtain and submit disposal permits for proposed disposal sites if required by local ordinances. C Submit a copy of written permission from property owner, along with description of property,prior to disposal of excess material adjacent to the Project. 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. 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 SALVAGEABLE MATERIAL A Excavated material. When indicated on Drawings, load, haul, and deposit excavated material at a location or locations shown on Drawings outside the limits of Project. B Base, surface, and bedding material. Deliver gravel, bituminous, or other base and surfacing matenal designated for salvage to the location designated by the Engineer C Pipe culvert: Deliver culverts designated for salvage to Owner's storage area. D Other salvageable materials: Conform to requirements of individual Specification Sections. E Coordinate delivery of salvageable material with Engineer 04/2002 01562-1 CITY OF PEARLAND WASTE MATERIAL DISPOSAL 3.02 EXCESS MATERIAL A 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 job site and legally disposed of. B Excess soil may be deposited on private property adjacent to the Project when written permission is obtained from property owner See Paragraph 1 03 C above. C 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. D Waste materials shall be removed from the site on a daily basis, such that the site is maintained in a neat and orderly condition. END OF SECTION 04/2002 01562-2 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. 1.02 UNIT PRICES A Unless indicated in the Unit Price Schedule as a pay item,no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay 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 or vehicular traffic, or material storage. 2. Trunk damage from equipment operations,matenal 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 matenals. 5 Branch damage due to improper pruning or trimming. 6 Damage from lack of water due to a. Cutting or altenng natural water migration patterns near root zones. b Failure to provide adequate watering. 7 Damage from alteration of soil pH factor caused by depositing lime, concrete, plaster, or other base matenals near roots. 8. Cutting feeder of roots or roots larger than 1-1/2 inches in diameter 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 mcluding 8 inches in trunk diameter Tree 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 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. 2.0 PRODUCTS 04/2002 01563-1 CITY OF PEARLAND TREE AND PLANT PROTECTION 2.01 MATERIALS 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. D All necessary tree replacements shall be as approved by Engineer/Urban Forester 3.0 EXECUTION 3.01 PROTECTION AND MAINTENANCE OF EXISTING TREES AND SHRUBS A Except for trees and shrubs shown on Drawings to be removed, all trees and shrubs within the project area are to remain and be protected from damage. B For trees to be removed, as designated on the Drawings,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 mimmum of 48-hours notice in writing to the Engineer of intent to begin felling operations. 3 Trees whose trunks are only partially in the nght-of-way shall be protected and preserved as described below C For trees or shrubs to remain,perform the following: 1 Trim trees and shrubs only as necessary a. Trees and shrubs requiring pruning for construction should also be pruned for balance as well as to maintain proper form and branching habit. b. 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. a. Roots in construction areas will be cut smoothly with a trencher before excavation begins. Do not allow npping of roots with a backhoe or other equipment. b. Temporarily cover exposed roots with wet burlap to prevent roots from drying out. c. Cover exposed roots with soil as soon as possible. 3 Prevent damage or compaction of root zone(area inside dnphne)by construction activities. a. Do not allow scarring of trunks or limbs by equipment or other means. b Do not store construction materials,vehicles,or excavated material inside dripline of trees. c. Do not pour liquid materials inside dripline. 04/2002 01563-2 CITY OF PEARLAND TREE AND PLANT PROTECTION 4 Water and fertilize trees and shrubs that will remain to maintain their health dunng construction period. a. Supplemental watering of landscaping during construction should be done once every 7 days in cold months and once every 4 days in hotter months. b This watering shall consist of saturating soils at least 6 to 8 inches beneath 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 PROTECTION 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 Mount steel hog-wire on fence posts. 4 For trees or shrubs in paved areas,mount concrete-filled steel pipe 2-1/2 inches in diameter minimum in rubber auto tires filled with concrete(movable 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 apart around circumference of tree trunk. 3 Tie in place with 12 to 9 gage steel wire. 3.03 MAINTENANCE OF NEWLY PLANTED TREES A Water trees during dry periods. B The Contractor guarantees that trees planted for this Project 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. 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. 04/2002 01563-3 CITY OF PEARLAND TREE AND PLANT PROTECTION END OF SECTION 04/2002 01563-4 CITY OF PEARLAND CONTROL OF GROUND WATER 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 1.02 METHOD OF PAYMENT A Measurement and payment for control of groundwater for open cut pipe excavations shall be on a LF basis in accordance with the bid form and shall not exceed the length of open cut pipe installation in the area requiring groundwater control. No separate payment will be made for control of groundwater for all other conditions and for the control of surface water Include the cost to control ground water for non-pipe excavations and all surface water in price for work requiring such controls. 1.03 DEFINITIONS A Ground water control includes both dewatenng and depressurization of water-bearing soil layers. 1 Dewatering includes 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 bracmg; 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. 2. Depressurization includes reduction in piezometric pressure within strata not controlled by dewatering alone, as required to prevent failure or heaving of excavation bottom. B Excavation drainage includes keeping excavations free of surface and seepage water C Surface drainage includes use of temporary drainage ditches and dikes and installation of temporary culverts and sump pumps with discharge lines as required to protect the Work from any source of surface water 04/2002 01564-1 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER D 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. 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 requirements of Federal Regulations 29 CFR Part 1926 and Section 01526 -Trench Safety Systems, 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. 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. 04/2002 01564-2 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 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 SUBMITTALS A Submittals shall conform to requirements 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. Submit a plan to 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 momtonng 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 piezometnc control elevations for 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. 2. Installation reports and baseline readings for piezometers and momtoring 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. 04/2002 01564-3 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 1 Records of flow rates and piezometric elevations obtained during momtoring of dewatenng and depressunzation. Refer to Paragraph 3 02, Requirements for Eductor,Well Points, or Deep Wells. 2. Mamtenance records for ground water control installations,piezometers, and monitoring wells. E Submit the following records at end of work. Decommissioning(abandonment)reports for monitoring wells and piezometers installed by other dunng the design phase and left for Contractor's monitoring and use. 1.06 ENVIRONMENTAL REQUIREMENTS A Comply with requirements of agencies having junsdiction. B Comply with Texas Commission on Environmental Quality regulations and Texas Water Well Drillers Association for development, drilling, and abandonment of wells used in dewatering system. C Obtain permit from EPA under the National Pollutant Discharge Elimination System (NPDES), for storm water discharge from construction sites. Refer to Section 01565 - NPDES Permit 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 maybe 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. 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 of the Engineer through submittals required in Paragraph 1 06, Submittals. 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 All equipment must be in good repair and operating order D Sufficient standby equipment and materials shall be kept available to ensure contmuous operation,where required. 04/2002 01564-4 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 3.0 EXECUTION 3.01 GROUND WATER CONTROL A Perform a subsurface investigation by borings as necessary to identify water beanng layers,piezometnc 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 waterbearing layers. The results shall be presented in the Ground Water and Surface Water Control Plan(See Paragraph 1.5B 1). 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 Ground Water and Surface Water Control 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 dewatenng 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, depressunze those zones to eliminate risk of uplift or other instability of excavation or installed works. Allowable piezometric elevations shall be defined in the Ground Water and Surface Water Control Plan. 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. 04/2002 01564-5 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 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 momtonng wells to show that all trench or shaft excavations m water bearing materials are predrained prior to excavation. Provide separate piezometers for monitonng of dewatering and for monitoring of depressunzation. Install piezometers and monitoring wells for tunneling as appropriate for Contractor's selected method of work. C Install piezometers or momtonng 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 control plan are satisfied. E Replace installations that produce noticeable amounts of sediments after development. F Provide additional ground water control installations,or change the methods,m the event that the installations according to the ground water control plan does not provide satisfactory results based on the performance criteria defined by the plan and by the specification. Submit a revised plan according to Paragraph 1.5B. 3.03 EXCAVATION DRAINAGE A Contractor may use excavation drainage methods if necessary to achieve well drained conditions. The excavation drainage may consist of a layer of crushed stone and filter fabric,and sump pumping m combination with sufficient wells for ground water control to maintain stable excavation and backfill conditions. 04/2002 01564-6 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 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 Momtor and record average flow rate of operation for each deep well, or for each wellpoint or eductor header used in dewatenng 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 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 dewatenng 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. END OF SECTION 04/2002 01564-7 CITY OF PEARLAND TPDES REQUIREMENTS Section 01565 TPDES REQUIREMENTS 1.0 GENERAL 1.01 SECTION INCLUDES A This Section describes 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) Permit, as stated in the Federal Register Vol. 57 No 175, issued by the Environmental Protection Agency on September 9, 1992 and administrated by the Texas Commision on Environmental Quality(TCEQ). B The Contractor shall be responsible 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 Drawings or specified elsewhere in this or other Specifications. C Contractor shall review implementation of the Storm Water Pollution Prevention Plan (SWPPP)in a meeting with the Owner and Engineer pnor to start of construction. 1.02 UNIT PRICES A Unless indicated in the Unit Pnce Schedule as a pay item,no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay items of which this work is a component. 1.03 REFERENCES A. ASTM D3786 - Standard Test Method for Hydraulic Bursting Strength for Knitted Goods and Nonwoven Fabncs B ASTM D4632 - Standard Test Method for Grab Breaking Load and Elongation of Geotextiles. 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 NOTICE OF INTENT A The Contractor shall fill out, 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 and will submit both 04/2002 01565-1 CITY OF PEARLAND TPDES REQUIREMENTS notices to the EPA. Submission of the NOI is required by both the Owner and the Contractor before construction operations start. B Upon completion of the construction and after site stabilization has met all requirements, the Contractor shall fill out, sign, and date the Contractor's Notice of Termination (NOT). 3.02 CERTIFICATION REQUIREMENTS A On the Contractor's Information form attached in Appendix A,the Contractor shall fill out 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. 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. 3.03 RETENTION OF RECORDS A The Contractor shall keep a copy of the Storm Water Pollution Prevention Plan at the construction site or at the Contractor's office from the date that it became effective to the date of project completion. B At project closeout, the Contractor shall submit to the Owner all TPDES forms and certifications,as well as a copy of the SWPPP Storm water pollution prevention records and data will be retained by Owner for a period of 3 years from the date of project completion. 3.04 REQUIRED NOTICES A The following notices shall be posted from the date that this SWPPP goes into effect until the date of final site stabilization. 1 Copies of the Notices of Intent submitted by the Owner and Contractor and a brief project description, as given in Paragraph 1 1 of the SWPPP, shall be posted at the construction site or at Contractor's office m a prominent place for public viewing. 04/2002 01565-2 CITY OF PEARLAND TPDES REQUIREMENTS 2. Notice to drivers of equipment and vehicles, instructing them to stop, check, and clean tires of debns and mud before dnving onto traffic lanes. Post such notices at every stabilized construction exit area. 3 In an easily visible location on site,post a notice of waste disposal procedures. 4 Notice of hazardous material handling and emergency procedures shall be posted with the NOI on site. Keep copies of Matenal Safety Data Sheets at a location on site that is known to all personnel. 5 Keep a copy of each signed certification at the construction site or at Contractor's office. END OF SECTION 04/2002 01565-3 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION Section 01566 SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 1.0 GENERAL 1.01 SECTION INCLUDES A Descnption of erosion and sediment control and other control-related practices which shall be utilized during construction activities. 1.02 UNIT PRICES A Unless indicated in the Unit Price Schedule as a pay item, no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay items of which this work is a component. 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A No clearing and grubbing or rough cutting shall be permitted until erosion and sediment control systems are in place,other than site work specifically directed by the engineer to allow soil testing and surveying. B 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 by the Contractor C The Contractor shall be responsible for collecting, stonng, hauling, and disposing of spoil, silt, and waste matenals as specified in this or other Specifications and in compliance with applicable federal, state, and local rules and regulations. D Contractor shall conduct all construction operations under this Contract in conformance with the erosion control practices described in the Drawings and this Specification. E The Contractor shall install,mamtain,and inspect erosion and sediment control measures and practices as specified in the Drawings and in this or other Specifications. 04/2002 01566-1 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 3.02 TOPSOIL PLACEMENT FOR EROSION AND SEDIMENT CONTROL SYSTEMS A When topsoil is specified as a component of another Specification,the Contractor shall conduct erosion control practices described in this Specification dunng topsoil placement operations. 1 When placing topsoil,maintain erosion and sediment control systems, such as swales, grade stabilization structures,berms, dikes, silt fences, and sediment basins. 2. Maintain grades which have been previously established on areas to receive topsoil. 3 After the areas to receive topsoil have been brought to grade, and immediately prior to dumping and spreading the topsoil, loosen the subgrade by discing or by scarifying to a depth of at least 2 inches to permit bonding of the topsoil to the subsoil. 3.03 DUST CONTROL A Implement dust control methods to control 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 B Control blowing dust by using one or more of the following methods. 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. 5 Barriers using solid board fences,burlap fences, crate walls,bales of hay, or similar materials. C Implement dust control methods immediately whenever dust can be observed blowing on the project site. 3.04 KEEPING STREETS CLEAN A Keep streets clean of construction debris and mud Gamed by construction vehicles and equipment. If necessary to keep the streets clean,install stabilized construction exits at construction, stagn_g, storage, and disposal areas. A vehicle/equipment wash area (stabilized with coarse aggregate)maybe installed adjacent to the stabilized construction exit, as needed. Release wash water mto a drainage swale or inlet protected by erosion and sediment control measures. Construction exit and wash areas are specified in Section 01550 - Stabilized Construction Exit. B In lieu of or in addition to stabilized construction exits,shovel or sweep the pavement to the extent necessary to keep the street clean. Waterhosing or sweeping of debris and mud off of the street into adjacent areas is not allowed. 04/2002 01566-2 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 3.05 EQUIPMENT MAINTENANCE AND REPAIR A Confine maintenance and repair of construction machinery and equipment to areas specifically designated for that purpose. Locate such areas so that oils,gasoline,grease, solvents,and other potential pollutants cannot be washed directly into receiving streams or storm water conveyance systems. Provide these areas with adequate waste disposal receptacles for liquid as well as solid waste. Clean and inspect maintenance areas daily B On a construction site where designated equipment maintenance areas are not feasible, take precautions dunng each individual repair or maintenance operation to prevent potential pollutants from washing into streams or conveyance systems. Provide temporary waste disposal receptacles. 3.06 WASTE COLLECTION AND DISPOSAL A Contractor shall formulate and implement a plan for the collection and disposal of waste materials on the construction site. In plan, designate locations for trash and waste receptacles and establish a collection schedule. Methods for ultimate disposal of waste shall be specified and carried out in accordance with applicable local, state, and federal health and safety regulations. Make special provisions for the collection and disposal of liquid wastes and toxic or hazardous materials. 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. 3.07 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. Designate special areas for washing vehicles. 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. Beneath wash areas construct a gravel or rock base to minimize mud production. 3.08 STORAGE OF CONSTRUCTION MATERIALS AND CHEMICALS A Isolate sites where chemicals, cements, solvents, paints, or other potential water pollutants are stored m areas where they will not cause runoff pollution. B Store toxic chemicals and materials, such as pesticides,paints,and acids in accordance with manufacturers' guidelines. Protect groundwater resources from leaching by placing a plastic mat,packed clay,tar paper, or other impervious matenals on any areas where toxic liquids are to be opened and stored. 3.09 DEMOLITION AREAS 04/2002 01566-3 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION A Demolition activities which create large amounts of dust with significant concentrations of heavy metals or other toxic pollutants shall use dust control techniques to limit transport of airborne pollutants. However, water or slurry used to control dust contaminated with heavy metals or toxic pollutants shall be retained on the site and shall not be allowed to run directly into watercourses or storm water conveyance systems. Methods of ultimate disposal of these matenals shall be carried out in accordance with applicable local, state, and federal health and safety regulations. 3.10 SANITARY FACILITIES A Provide the construction sites with adequate portable toilets for workers in accordance with Section 01500 - Temporary Facilities and Controls, and applicable health regulations. 3.11 PESTICIDES A Use and store pesticides during construction in accordance with manufacturers' guidelines and with local, state, and federal regulations. Avoid overuse of pesticides which could produce contaminated runoff. Take great care to prevent accidental spillage. Never wash pesticide containers in or near flowing streams or storm water conveyance systems. END OF SECTION i 04/2002 01566-4 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. B Trench safety system for structural excavations which fall under provisions of State and Federal trench safety laws. 1.02 UNIT PRICES A Measurement for trench safety systems used on trench excavations is on a linear foot basis measured along the centerline of the trench, including manholes and other line structures. No separate measurement will be made of shoring systems used by the Contractor for protection unless identified as Special Shoring on the Drawings. Shoring, other than Special shoring,will be included in the trench safety system measurements. B Measurement for Special Shoring system installations shown on the Drawings and included in the bid schedule for trench excavations, is on a square foot basis. C No payment will be made for trench safety systems for structural excavations under this section. Include payment for trench safety system in applicable structure installation sections. D Refer to Section 01200 -Measurement and Payment for unit price procedures. 1.03 DEFINITIONS A A trench is defined as 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 the bottom)is not greater than 15 feet. B The 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. C Trench Safety Systems mclude both Protective Systems and Shoring Systems but are not limited to sloping, sheeting, trench boxes or trench shields, slide rail systems, sheet piling, cribbing,bracmg, shoring,dewatenng or diversion of water to provide adequate drainage. 1 Protective Systems. 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. 04/2002 01570-1 CITY OF PEARLAND TRENCH SAFETY SYSTEM 2. Shoring System. A structure that supports the sides of an excavation and which is designed to prevent cave-ins, or to prevent movements of the ground affecting adjacent installations or improvements. 3 Special Shoring: A shonng system meeting Special Shoring Requirements for locations identified on the Drawings. 1.04 SUBMITTALS A Submittals shall conform to requirements of Section 01350- Submittals. B Submit a safety program specifically for the construction of trench excavation. Design the trench safety program to be in accordance with OSHA 29CFR standards 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 Drawings. C Have construction and shop drawings for trench safety systems sealed as required by OSHA by a licensed Professional Engineer retained and paid by the Contractor D 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. 1.05 REGULATORY REQUIREMENTS ti A Install and maintain trench safety systems in accordance with the provision of Excavations, Trenching, and Shoring, Federal Occupation Safety and Health Administration(OSHA)Standards,29CFR,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 specifications by reference include Sections 1926-650 through 1926-652. B A reproduction of the OSHA standards included in"Subpart P-Excavations" from the Federal Register Vol. 54, No 209 is available upon request to Contractors bidding on Owner's projects. 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 Legislation that has been enacted by the Texas Legislature with regard to Trench Safety Systems,is hereby incorporated,by reference,into these specifications. Refer to Texas Health and Safety Code Ann., §756.021 (Vernon 1991). D Reference materials, if developed for a specific project, will be issued with the Bid Documents, including the following: 1 Geotechnical information obtained for use in design of the trench safety system. 2. Special Shoring Requirements. 04/2002 01570-2 CITY OF PEARLAND TRENCH SAFETY SYSTEM 1.06 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 hinng of the Contractor 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 INSTALLATION A Install and maintain trench safety systems in accordance with provisions of OSHA 29CFR. 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 m the program. Install Special Shoring at the locations shown on the Drawings. C Obtain verification from a competent person, as identified in the Contractor's trench excavation safety program, that trench boxes and other premanufactured 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 29CFR 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 Venfy specific applicability of the selected or specially designed trench safety systems to each field condition encountered on the project. END OF SECTION 04/2002 01570-3 CITY OF PEARLAND 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. B 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 Preconstruction 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. 2. Single Site or Building Projects. Provide one project identification sign. 3 Multiple Sites. Provide one project identification sign at each site. 04/2002 01580-1 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS 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 Engineer E Alternate Skid-mounted Sign Construction. Post-mounted signs are 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 Frammg: All sign materials shall be new 1 Sign Posts. Use 4-inch by 4-inch wood posts, 8 feet long for skid mounting and 12 feet long minimum for post hole mounting to set top of posts at 8 feet above existing grade. 2. Sign Header 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 1/2-inch by 5-1/2-inch button head carriage bolts to attach sign to posts and 1/2-inch by 3-1/2-inch to attach sign header to sign. Secure with nuts and flat head washers at locations shown on the detail titled Project Sign Construction. c. Cover button heads with white reflective film or paint to match sign background. B Sign and Sign Header Use marine plywood,minimum 3/4-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. 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. 04/2002 01580-2 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS D Colors. 1 Sign and Header Background. Sign and sign header backgrounds shall be industrial grade,reflective white. Use 3M Scotchlite Engineer Grade, Pressure Sensitive Sheeting(White), or approved equal. 2. Sign Border Add 2-1/2-inch-wide red border along the four edges of the project sign. Do not apply the border to the sign header For border, use industrial grade reflective red. Use 3M Scotchlite Engineer Grade, Pressure Sensitive Sheeting(Red), or approved equal. 3 Sign Film. Make legends, symbols, lettering, and artwork from 3M Scotchcal Pressure Sensitive Films, or approved equal. Match colors to the following 3M Scotchcal Pressure Sensitive Films. a. All Lettering: Vivid Blue E City Seal and Other Logos. The City Engineer will provide seals and other logos to the Contractor, as needed. 2.02 SIGN LAYOUT A Lettering: 1 Style, Size, and Spacing: Prepare the sign using uppercase Helvetica Regular lettering of the height and spacing shown on the Drawings. 2. Condensed Style: Lettering for variable text may be condensed if needed to maintain sign composition. B Composition. 1 Lines with Variable Text a. Line 1 typically reads THIS PROJECT IS FINANCED BY THE CITIZENS OF THE CITY OF PEARLAND However, when Community Development funds are used for any part of the project,Line 1 shall read, THIS PROJECT IS FINANCED BY FEDERAL COMMUNITY DEVELOPMENT FUNDS Other text could be substituted depending on the funding source for the Project. b Line 2 gives the project name and dollar amount for project construction. 1) The City Engineer will provide the project name to the Contractor for preparation of the sign. If a dollar amount is specified,the project name is left justified and can cover up to 56 inches of line length. If no dollar amount is given on the sign,the project name is centered and can cover the full line length. In either case,the lettering may be condensed, if necessary 2) The City Engineer will provide the Contractor with the dollar amount to be included on the sign. If a dollar amount is specified, the dollar amount is right justified and can cover up to 28 inches of line length. c. Line 11 is for the firm name of the project Consultant. The City Engineer will provide the Contractor with the consultant's name to be included on the sign. The word CONSULTANT,followed by a colon,is left justified. 04/2002 01580-3 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS The consultant's name follows the word CONSULTANT and can cover the remainder of the available line length,up to a total of 69 inches. The lettering may be condensed,if necessary d. Line 12 is for the firm name of the Contractor and the Contractor's telephone number The word CONTRACTOR, followed by a colon, is left justified. The Contractor's name and telephone number follow the word CONTRACTOR and can cover the remainder of the available line length, up to a total of 69 inches. The lettering may be condensed, if necessary; the telephone number may not be condensed. 2. Lines with Standard Text: Lines 3 through 10 and 13 through 15 provide the names and titles for Mayor, Council Members, and the City Engineer These lines will be placed exactly as shown on the Drawings with the same size and spacing as indicated. 2.03 LAYOUT AND COMPOSITION FOR HEADERS A Rectangular Sign Header 1 A 1-foot by 4-foot sign header will be affixed to the top of the sign. An example of the rectangular sign header is illustrated on the standard detail labeled Construction Sign Standard-Public Works. 2. Standard Text: a. Line A states"Citizens of Pearland at Work"in Helvetica Regular initial capitals. b Line B (optional) are the words FOR THE which make transition to optional variable text. 3 Variable Text: a. Lme C(optional)is for the project's sponsoring department of the City of Pearland. Refer to attached Table 01580-1,Sponsoring Departments and Directors. The department name will be given to the Contractor by the City Engineer b. Line D (optional) is for the name and title of the director of the sponsoring department. Refer to attached Table 01580-1, Sponsoring Departments and Directors. The name of the department director will be given to the Contractor by the City Engineer B City of Pearland Seal. A space approximately 12 inches m diameter shall be reserved for each City of Pearland seal on the sign header The City Engineer will provide the Contractor with the seal. The seal shall be affixed to the sign by the sign maker 3.0 EXECUTION 3.01 INSTALLATION A Install project identification signs within 7 calendar days after Date of Commencement. i 04/2002 01580-4 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS B Erect signs where designated by the City Engineer at the Preconstruction Meeting. 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 at least 3 feet below grade. Stabilize posts to minimize lateral motion. Leave a minimum of 8 feet of post above existing grade for mounting of the sign and header E Erect sign so that the top edge of the sign, not the sign header, is at a nominal 8 feet above existing grade. 3.02 MAINTENANCE AND REMOVAL A Keep signs and supports clean. Repair detenoration 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 04/2002 01580-5 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS ATTACHMENT TABLE 01580-1 SPONSORING DEPARTMENTS AND DIRECTORS SPONSORING DEPARTMENTS DEPARTMENT DIRECTORS/ CHIEFS Police Department Fire Department Parks &Recreation Department 04/2002 01580-6 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS GFS NO. CONTRACTOR CONTACT REVIEWED BY (FILE NO. ) INSTRUCTIONS TO SIGN MAKER (LIST COMPANY NAME): Qty Action Items. Make new sign(s) ri Follow City standards attached Provide submittal(drawing)to City for project sign showing content, layout, lettering style, lettering size, and colors VARIABLE TEXT Sign: Line 1 Project Financed by Line 2 Project Name: Amount: Line 11 Consultant: Line 12 Contractor Contractor Telephone: ( ) Header: Line B FOR THE(Use only if line C or D is given) Line C Sponsoring Department: Line D Department Director/Chief- Line B Project Area(Neighborhoods to Standard Project ONLY) ATTACHMENTS INCLUDED Qty Seals / Logos City of Pearland j�jj�� Standards Standard Specification Section 01580—Project Identification Sign Standard Detail El 01580-01 (Public Works) 04/2002 01580-7 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS INSTRUCTIONS , The preceding form is produced from ProBase at the request of the Project Manager The Project Manager will prepare the form and present it at the Preconstruction Conference to the Contractor for his use. The form will contain the following information, except that marked with an astensk(*) The Contractor shall insert the information not included on the form and provide it to the sign maker with the Contractor's purchase order List GFS NO , (FILE NO ), Name of CONTRACTOR CONTACT, and name of City's Project Manager REVIEWED BY INSTRUCTIONS TO SIGN MAKER: • * Give COMPANY NAME of sign maker • Indicate QUANTITY of new signs to be made • Sign maker follows City Standard for making signs. • Include quantity of submittals required from sign maker, who provides shop drawing of Project sign showing content, layout, lettering style, lettering size, and colors. VARIABLE TEXT: • Sign Line 1 List source of funds for FINANCING project, if other than "by the Citizens of Pearland " Line 2 Give PROJECT NAME. Indicate amount financed Line 11 Give name of CONSULTANT Line 12 Give name of CONTRACTOR and his TELEPHONE NUMBER. • Header Line B Use the words FOR THE in conjunction with Lines C and D Line C Give name of SPONSORING DEPARTMENT, if applicable. Line D Give name of DEPARTMENT DIRECTOR or CHIEF, if applicable. Line B Use Line B to describe PROJECT AREA for a Neighborhoods to Standard project. 04/2002 01580-8 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS ATTACHMENTS INCLUDED ■ Seals/Logos Give quantity of seals included for each type listed (CITY OF PEARLAND) ■ Standards Give quantity for each of the Standards included (SPECIFICATION SECTION 01580 - PROJECT IDENTIFICATION SIGN, applicable STANDARD DETAIL) 04/2002 01580-9 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. 1.02 UNIT PRICES A Unless indicated in the Unit Price Schedule as a pay item,no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay items for which this work is a component. 1.03 PRODUCTS A Products. Means material,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 matenals 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 project. 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 short term site completion schedules and in ample time to facilitate inspection prior to installation. Avoid deliveries that cause lengthy storage or overburden of limited storage space. 04/2002 01600-1 CITY OF PEARLAND MATERIAL AND EQUIPMENT B Coordinate deliveries to avoid conflict with Work and conditions at the site and to accommodate the following: 1 Work of other contractors or the City 2. Limitations of storage space. 3 Availability of equipment and personnel for handling products. 4 City's use of premises. C Have products delivered to the 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 job site. If necessary to move stored materials and equipment during construction,Contractor shall relocate materials and equipment at no additional cost to the City B Provide equipment and personnel necessary to handle products,including those provided by the City,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 Specifications. 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 m the vicinity of the Work. Keep materials and equipment neatly and compactly stored in locations that will cause a 04/2002 01600-2 CITY OF PEARLAND MATERIAL AND EQUIPMENT minimum of inconvenience to other contractors,public travel,adjoimng owners,tenants, and occupants. Arrange storage in a manner to provide easy access for inspection. C Restrict storage to areas available on.the construction site for storage of matenal and equipment as shown on Drawings or approved by the City Engineer D Provide off-site storage and protection when on-site storage is not adequate. E Do not use lawns, grass plots, or other pnvate property for storage purposes without written permission of the owner or other person in possession or control of such premises. F Protect stored materials and equipment against loss or damage. G Store in manufacturers'unopened containers. H Materials delivered and stored along the line of the Work shall be neatly, safely, and compactly stacked along the work site in such manner as to cause the least inconvenience and damage to property owners and the general public,and shall be not closer than 3 feet to any fire hydrant. Public and private drives and street crossings shall be kept open. I Damage to lawns,sidewalks,streets or other improvements shall be repaired or replaced to the satisfaction of the City Engineer 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 wntmgby the City Engineer 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01600-3 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 preapproved, and approved products or processes 1.02 DEFINITIONS A Product: Means materials,equipment,or systems incorporated into the Project. 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. B Process. Any proprietary system or method for mstalhng system components resultmg in an integral, functiomng part of the Work. For this Section, the word Product includes Processes. 1.03 SELECTION OPTIONS A Preapproved Products. Construction products of certain manufacturers or suppliers are designated in the Specifications as "preapproved. Products of other manufacturers or suppliers will not be acceptable for this Project and will not be considered under the submittal process for approving alternate products. B Approved Products: Construction products or processes of certain manufacturers or suppliers designated m the Specifications followed by the words "or approved equal." Approval of alternate products or processes not listed in the Specifications may be obtained through provisions for product options and substitutions in Document 00700- General Conditions, and by following the submittal procedures specified in Section 01350-Submittals. The procedure for approval of alternate products is not applicable to preapproved 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 1.04 CONTRACTOR'S RESPONSIBILITY A The Contractor's responsibility related to product options and substitutions is defined in the General Conditions. 04/2002 01630-1 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS B Furnish information the Engineer deems necessary to judge equivalency of the alternate product. C Pay for laboratory testing, as well as any other review or examination costs, needed to establish the equivalency between products in order to obtain information upon which the Engineer can base a decision. D If the Engineer determines that an alternate product is not equal to that named in the Specifications, the Contractor shall furnish one of the specified products. 1.05 ENGINEER'S REVIEW A Alternate products or processes may be used only if approved in writing by the Engineer The Engineer's determination regarding acceptance of a proposed alternate product is final. 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 or process deemed advantageous to the Owner, and similarly, to reject any product or process deemed not beneficial to the Owner 1.06 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 construction product to be considered as an alternate product. C Submit the product information after the effective date of the Agreement and within the time period allowed for substitution submittals given in the General Conditions. After the submittal penod 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 04/2002 01630-2 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 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 3 For construction methods. a. Detailed description of proposed method b Drawings illustrating methods 4 Itemized comparison of proposed substitution with product or method specified 5 Data relating to changes in construction schedule 6. Relation 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 - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01630-3 CITY OF PEARLAND FIELD SURVEYING Section 01720 FIELD SURVEYING 1.0 GENERAL 1.01 QUALITY CONTROL A Conform to State of Texas laws for surveys requiring licensed surveyors. Employ a land surveyor acceptable to Engineer 1.02 UNIT PRICES A Unless indicated in the Unit Price Schedule as a pay item, no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay items for which this work is a component. 1.03 SUBMITTALS A Submit to Engineer the name,address,and telephone number of Surveyor before starting survey work. B Submit documentation verifying accuracy of survey work on request. C Submit information under provisions of Section 01350- Submittals. 1.04 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 01350 - Submittals. 1.05 EXAMINATION A Verify locations of survey control points prior to starting Work. B Notify Engineer immediately of any discrepancies discovered. 1.06 SURVEY REFERENCE POINTS A Control datum for survey is that established by Owner-provided survey and indicated on Drawings. B Locate and protect survey control points,including property corners,prior to startmg site work;preserve permanent reference points during construction. C Notify Engineer 48 hours in advance of need for relocation of reference points due to changes in grades or other reasons. 04/2002 01720-1 CITY OF PEARLAND FIELD SURVEYING D Report promptly to Engineer the loss or destruction of any reference point. E Contractor shall reimburse Owner for cost of reestablishment of permanent reference points disturbed by Contractor's operations. 1.07 SURVEY REQUIREMENTS A Utilize recogmzed engineenng survey practices. B Establish a minimum of two permanent bench marks on site,referenced to established control points. Record locations, with honzontal 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 appropnate controls for the Work. Locate and lay out by instrumentation and similar appropnate 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. D Verify penodically layouts by same means. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01720-2 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, mspection or testing. 1.02 UNIT PRICES A Unless indicated in the Unit Pnce Schedule as a pay item,no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay items for which this work is a component. 1.03 CUTTING AND PATCHING A Perform activities to avoid interference with facility operations and the Work of others in accordance with the Document 00700- General Conditions of the Contract. B Execute cutting and patching, including excavation,backfill and fitting to 1 Remove and replace defective Work or Work not conforming to the Drawings and 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 Uncover Work to provide for inspection or reinspection of covered Work by the Engineer or regulatory agencies having junsdiction. 5 Connect any Work that was not accomplished in the proper sequence to completed Work. 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 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. 04/2002 01730-1 CITY OF PEARLAND CUTTING AND PATCHING 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. 1.04 SUBMITTALS A Submit written notice to the Engineer requesting consent to proceed pnor to cutting which may affect structural integrity or design function, Owner operations, or work of another contractor B 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 refimshing. e. Schedule of operations. 6. Alternatives to cutting and patching, if any C 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. D 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 1.05 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 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 04/2002 01730-2 CITY OF PEARLAND CUTTING AND PATCHING 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 City and the knowledge of the Engineer 2. Insofar as possible, equipment shall be tested and in operating condition before final tie-ins are made to connect equipment to the existing facility 3 Carefully coordinate Work and schedules. Provide wntten notice to the Engineer at least 48 hours before shut-downs or by-passes are required. 2.0 PRODUCTS - Not Used. 3.0 EXECUTION - Not Used. END OF SECTION 04/2002 01730-3 CITY OF PEARLAND STARTING SYSTEMS Section 01750 STARTING SYSTEMS 1.0 GENERAL 1.01 SECTION INCLUDES A Starting systems. B Demonstration and instructions. C Testing, adjusting, and balancing. 1.02 UNIT PRICES A No separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay item of which this work is a component. 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 PREPARATION A Coordinate schedule for start-up of various equipment and systems. B Notify City Engineer 7 days prior to startup of each item. C Verify that each piece of equipment or system has been checked for proper lubrication, drive rotation, belt tension, control sequence, or other conditions which may cause damage. D Verify that tests,meter readings,and specified electrical characteristics agree with those required by the equipment or system manufacturer E Verify wiring and support components for equipment are complete and tested. F Execute start-up under Contractor's supervision in accordance with manufacturer's instructions. G When specified in individual specification sections, require manufacturer to provide authorized representative to be present at site to inspect,check and approve equipment or system installation pnor to and during start-up, and to supervise placing equipment or system in operation. H Submit a written report that equipment or system has been properly installed and is functioning correctly 04/2002 01750-1 CITY OF PEARLAND STARTING SYSTEMS 3.02 DEMONSTRATION AND INSTRUCTIONS A Demonstrate operation and maintenance of products to City Engineer two weeks mimmum pnor to date of Substantial Completion. B Utilize operation and maintenance manuals as basis for instruction. Review contents of manual with City Engineer in detail to explain all aspects of operation and maintenance. C Demonstrate start-up, operation, control, adjustment, trouble-shooting, servicing, maintenance, and shutdown of each item of equipment at agreed-upon times, at equipment location. D Prepare and insert additional data in operations and maintenance manuals when need for additional data becomes apparent during instruction. 3.03 TESTING,ADJUSTING,AND BALANCING A City Engineer will appoint, employ, and pay for services of an independent firm to perform testing, adjusting and balancing. B Reports will be submitted by the independent firm to the City Engineer indicating observations and results of tests and indicating compliance or non-compliance with specified requirements and with the requirements of the Contract Documents. END OF SECTION 04/2002 01750-2 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. 1.02 UNIT PRICES A Unless indicated in the Unit Pnce Schedule as a pay item, no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay items for which this work is a component. 1.03 MAINTENANCE OF DOCUMENTS AND SAMPLES A Maintain one record copy of documents at the site in accordance with Document 00700- General Conditions,paragraph 3 02. 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 in 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 1.04 RECORDING A Record information concurrently with construction progress. Do not conceal any work until required information is recorded. B Contract Drawings, Change Orders, and Shop Drawings. Legibly mark each item to record all actual construction, or"as built" conditions, mcluding: 1 Measured horizontal locations and elevations of underground utilities and appurtenances,referenced to permanent surface improvements. 2. Elevations of underground utilities referenced to bench mark utilized for project. 3 Field changes of dimension and detail. 4 Changes made by modifications. 5 Details not on onginal contract drawings. 6 References to related shop drawings and Modifications. 04/2002 01760-1 CITY OF PEARLAND PROJECT RECORD DOCUMENTS C Record information with a red pen or pencil on a set of blue line opaque drawings, provided by Engineer 1.05 SUBMITTALS A At contract closeout, deliver Project Record Documents to Engineer 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01760-2 CITY OF PEARLAND CONTRACT CLOSEOUT SECTION 01770 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. 1.02 UNIT PRICES A Unless indicated in the Unit Price Schedule as a pay item,no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay items for which this work is a component. 1.03 CLOSEOUT PROCEDURES A Comply with Document 00700 - General Conditions regarding Final Completion and Final Payment when Work is complete and ready for Engineer's final inspection. B Provide Project Record Documents in accordance with Section 01350 - Submittals. ' C Complete or correct items on punch list,with no new items added. Any new items will be addressed during warranty penod. D The Owner will occupy portions of the Work as specified in other Sections. 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 site; sweep paved areas,rake clean landscaped surfaces. D Remove waste and surplus materials,rubbish,and temporary construction facilities from the site following the fmal test of utilities and completion of the work. 1.05 OPERATION AND MAINTENANCE DATA A Submit operations and maintenance data as noted in Section 01350- Submittals. 1 1.06 WARRANTIES 04/2002 01770-1 CITY OF PEARLAND CONTRACT CLOSEOUT A Provide one onginal of each warranty from Subcontractors,suppliers,and manufacturers. ti B Provide Table of Contents and assemble warranties in 3-nng/D binder with durable plastic cover C Submit warranties prior to final Application for Payment. D Warranties shall commence in accordance with the requirements in Document 00700- General Conditions, paragraph 9 10, Substantial Completion. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01770-2 DIVISION 2 SITE WORK CITY OF PEARLAND SITE PREPARATION Section 02200 SITE PREPARATION 1.0 GENERAL 1.01 SECTION INCLUDES A Cleanng and grubbing. B Removal of topsoil, stnpping and stockpiling. C Removal of debns and trash. D Removal of obstructions. E Excavation and fill. F Disposal of waste materials. G Disposal of excess materials. H Salvaging of designated items. 1.02 UNIT PRICES A Unless indicated in the Unit Price Schedule as a pay item,no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay items for which this work is a component. 2.0 PRODUCTS 2.01 MATERIALS A Brought-in Structural Fill. • Sand, gravel, earth or combination,which can be compacted to form stable embankments and fills conforming to select borrow standards. a. Liquid limit:45 maximum,ASTM D 4318. b Plasticity index. 12 minimum, 20 maximum,ASTM D 4318. c. Free from trash, vegetation, orgamc matter, large stones, hard lumps of earth and frozen, corrosive or penshable material. d. Well broken up,free of clods of hard earth,rocks,and stones greater than 2-inch dimension. 04/2002 02200-1 CITY OF PEARLAND SITE PREPARATION • Brought-in General Fill LL<65, PI 0-45, free of trash, etc. 3.0 EXECUTION 3.01 PRESERVATION OF STAKING A Use caution to preserve survey staking, monuments and property corners. B Employ a Registered Surveyor to reset any missing, disturbed, or damaged monumentation. 3.02 SITE CLEARING A Protect trees and shrubs designated to remain in accordance with Section 01563 -Tree and Plant Protection. B Protect utilities from damage. C Topsoil Removal. • Remove growths of grass from areas before stripping. • Topsoil is defined as surface soil found of depth of not less than 4 inches. • Strip topsoil to depths encountered. • 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. • 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. • Construct storage piles to freely drain surface water • Cover storage piles, if required to prevent wind-blown dust. • At completion,transport topsoil from stockpiles to work site for spreading and final fine gradmg. D Clearing and Grubbing. • Clear project site of trees,shrubs,and other vegetation,except for those designated by Owner to be left standing. • Completely remove stumps,roots, and other debris protruding through ground surface. • Use.only hand methods for grubbing inside drip line of trees. • Fill depressions caused by clearing and grubbing operations with satisfactory soil material,unless further excavation or earthwork is indicated. • Place fill material in horizontal layers not exceeding 6 inches loose depth, and thoroughly compact to density equal to adjacent original ground. • 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. • On areas required for embankment construction,remove 2"diameter limbs,stumps and roots to depth of 2 feet below ground surface. 04/2002 02200-2 CITY OF PEARLAND SITE PREPARATION • Blade entire area to prevent ponding of water and to provide drainage, except in areas to be immediately excavated. • 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. • 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. 3.03 UNSUITABLE MATERIAL A Undercut 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"Brought-in Fill" specified in this section. 3.04 EXCAVATION AND FILL A Depressed site areas shall be filled using material from high areas,insofar as practicable. B Fill to indicated rough grade elevations under roadways with"Brought-in Structural Fill" material,when fill obtained from high areas is exhausted and"Brought-in General"Fill for open areas not under structures or roadways. C Place and compact fill in accordance with Section 02330 - Embankment. 3.05 SALVAGEABLE ITEMS AND MATERIAL A Items designated by the 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. 3.06 DISPOSAL A Remove and dispose of excess material and debris resulting from work under this Section in accordance with requirements of Section 01562 -Waste Matenal Disposal. END OF SECTION 04/2002 02200-3 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 Contract Drawings. 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. 1.02 UNIT PRICES A No separate payment will be made for removing existing pavements and structures under this Section unless included in bid documents. Include payment in unit price for work m appropriate sections. B Measurement, when included in bid documents will be as follows: • 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. • Measurement for removing and disposing of cement stabilized shell base course,with or without asphalt surfacing, is on a square yard basis. • 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. • Measurement for removing and disposing of concrete pavement is on a square yard basis measured from back to back of curbs. • 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 • Measurement for removing and disposing of concrete sidewalk and driveway is on a square yard basis. 04/2002 02220-1 CITY OF PEARLAND SITE DEMOLITION • Measurement for removing and disposing of miscellaneous concrete and masonry removal is on a cubic yard basis of the structure in place. • Measurement for removing and disposing of pipe culverts and sewers is on a lineal foot basis for each diameter of type of pipe removed. • 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 Drawings, or in areas removed for Contractor's convenience. D Refer to Section 01200-Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Submittals shall conform to requirements 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 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 1.05 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 Drawings. 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 04/2002 02220-2 CITY OF PEARLAND SITE DEMOLITION 1.06 ENVIRONMENTAL CONTROLS A Minimize spread of dust and flying particles. If required by governing regulations,use temporary enclosures and other suitable methods to prevent the spread of dust, dirt and debris. B Use appropriate controls to limit noise from demolition to levels designated in local ordinances. C Do not use water where it can create dangerous or objectionable conditions, such as localized flooding, erosion, or sedimentation of nearby ditches or streams. D Stop demolition and notify Engineer if underground fuel storage tanks,asbestos,PCB's, contaminated soils, or other hazardous materials are encountered. E Dispose of removed equipment,materials,waste and debns in a manner conforming to applicable laws and regulations. 2.0 PRODUCTS 2.01 EQUIPMENT AND MATERIALS FOR DEMOLITION A Use equipment and materials approved under Paragraph 1 03, Submittals. B Fires are not permitted. C Do not use a "drop hammer" where the potential exists for damage to underground utilities, structures, or adjacent improvements. 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 3.02 PROTECTION OF PERSONS AND PROPERTY A Provide safe working conditions for employees throughout demolition and removal operations. Observe safety requirements for work below grade. 04/2002 02220-3 CITY OF PEARLAND SITE DEMOLITION B Maintain safe access to adjacent property and buildings. Do not obstruct roadways, sidewalks or passageways adjacent to the work. C Perform demolition in a manner to prevent damage to adjacent property Repair damage to City property or adjacent property and facilities. D 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 shonng necessary for support. Cease operations if an adjacent structure appears to be endangered. Resume demolition only after proper protective measures have been taken. E Erect and maintain enclosures, barriers, warning lights, and other required protective devices. 3.03 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 3.04 DISPOSAL A Remove from the site all items contained in or upon the structure not designated for reuse or salvage. Conform to requirements of Section 01500 - Temporary Facilities and Controls or Section 01562 -Waste Material Disposal. B Follow method of disposal as required by regulatory agencies. 3.05 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. 04/2002 02220-4 CITY OF PEARLAND SITE DEMOLITION 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 may be 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. 3.06 ELECTRICAL WORK ITEMS A Electrical removals consist of disconnecting and removing existing switchgear, distribution switchboards, control panels, bus duct, conduits and wires, panelboards, 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. C Remove poles and metering equipment, if designated for removal on the Drawings. 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. END OF SECTION 04/2002 02220-5 CITY OF PEARLAND CEMENT STABILIZED SAND Section 02252 CEMENT STABILIZED SAND 1.0 GENERAL 1.01 SECTION INCLUDES A Cement stabilized sand for backfill and bedding. 1.02 UNIT PRICES A No payment will be made for cement stabilized sand under this Section unless an extra unit pnce item is included in the Bid Proposal and the application of the pay item is approved by the Engineer Include payment for cement stabilized sand in unit price for applicable utility or structure installation section. B If use of cement stabilized sand is allowed based on the Engineer's direction the extra unit price item will be paid on a per ton basis. A conversion between volume calculated based on theoretical limits and total weight will be made based on a ratio of 1.64 tons per cubic yard. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit matenal qualification and mix design tests to include: • Three senes of tests of sand or fine aggregate matenal from the proposed source. Tests shall include procedures defined in Paragraph 2.01 • Three moisture-density relationship tests prepared using the matenal qualified by the tests of Paragraph 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 mix design testing. • Mix design report to meet the design requirements of Paragraph 1 04 The mix design shall include compressive strength tests after 48-hours and 7 days cunng. 1.04 DESIGN REQUIREMENTS A Design sand-cement mixture to produce a mimmum unconfined compressive strength of 100 pounds per square inch in 48 hours when compacted to 95 percent in accordance with ASTM D558 and when cured in accordance with ASTM D1632, and tested in accordance with ASTM D1633 Mix for general use shall contain a mimmum of 1-1/2 sacks of cement per cubic yard. Compact mix with a moisture content on the dry side of optimum. 04/2002 02252-1 CITY OF PEARLAND CEMENT STABILIZED SAND 2.0 PRODUCTS 2.01 MATERIALS A Cement: Type 1 Portland cement conforming to ASTM C150 B Sand. Clean, durable sand meeting grading requirements for fine aggregates of ASTM C33,or requirements for Bank Run Sand of Section 02318-Excavation and Backfill for Utilities, and the following requirements. • Classified as SW, SP or SM by the United Soil Classification System of ASTM D2487 • Deleterious materials. a. Clay lumps,ASTM C142, less than 0.5 percent. b Lightweight pieces,ASTM C123, less than 5 0 percent. c. Organic impurities,ASTM C40;color no darker than the standard color • Plasticity index of 4 or less when tested in accordance with ASTM D4318 C Fine aggregate manufactured from crushed concrete meeting the quality requirements for crushed rock material of Section 02318 - Excavation and Backfill for Utilities,may be used as a complete or partial substitute for bank run sand. The blending ratio of fine aggregate from crushed concrete and bank run sand shall be defined in the mix design report. D Water Potable water, free of oils, acids, alkalies, organic matter or other deleterious substances,meeting requirements of ASTM C94 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 PLACING A Place sand-cement mixture in 8-inch-thick loose lifts and compact to 95 percent of ASTM D558,unless otherwise specified. 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 04/2002 02252-2 CITY OF PEARLAND CEMENT STABILIZED SAND 3.02 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01410 - Testing Laboratory Services. B Mixing plant inspections will be performed penodically Material samples will be obtained and tested in accordance with Paragraph 2.01,Matenals,if there is evidence of change in matenal charactenstic. C Random samples of delivered product will be taken in the field at point of delivery for each day of placement in a work area. Specimens will be prepared in accordance with ASTM C31 and tested for 48-hour compressive strength in accordance with ASTM D1633 D The cement content will be checked on samples obtained in the field whenever there are apparent changes in the mix properties. END OF SECTION 04/2002 02252-3 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. 1.02 UNIT PRICES A If not listed in Bid Schedule,there will be no additional payment for trench excavation, embedment and backfill.Include cost in the unit price for installed underground piping, sewer, conduit, or duct work. B Refer to Section 01200 - Measurement and Payment for unit price procedures. C If listed in Bid Schedule,there will be payment for special excavation. Measurement for special excavation is 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. • Cost for item shall include: a. Dewatenng 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. d. Temporary disconnecting, plugging, and reconnecting of low volume water pipes,to allow machine excavation or augering,when approved by Engineer Pipe for replacement shall be new and conform to specification requirements for type of existing pipe removed. e. Resodding required for surface restoration within designated limits of special excavation. f. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Project. • Include cost for following items in payment for applicable Division 2 - Site Work Sections. g. Trench safety system includmg sheeting and shoring. h. Utility piping installed in trenches excavated under this item. i. Removal and replacement of associated streets,driveways,and sidewalks. D If listed in Bid Schedule,extra hand excavation. Measurement for extra hand excavation is on a cubic yard basis, measured in place. • Cost for item shall include: j Dewatenng and surface water control. 04/2002 02318-1 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES k. Disposal of excess excavated matenal not suitable for bedding or backfill, or not required for the Project. • Include cost for placement of extra hand excavation in payment for Extra Work Bid Item for Extra Placement of Matenal. • Include cost for following items in payment for applicable Division 2 - Site Work Sections. 1. Trench safety system including sheeting and shonng. m. Removal and replacement of associated streets,dnveways,and sidewalks. E If listed in Bid Schedule, there will be payment for extra machine excavation. Measurement for extra machine excavation is on a cubic yard basis,measured in place. • Cost for item shall include: n. Dewatenng and surface water control. o. Disposal of excess excavated matenal not suitable for bedding or backfill, or not required for the Project. • Include cost for placement of extra machine excavation in payment for Extra Work Bid Item for Extra Placement of Material. • Include cost for following items in payment for applicable Division 2 - Site Work Sections. p Trench safety system including sheeting and shoring. q Removal and replacement of associated streets,driveways,and sidewalks. F If listed in Bid Schedule, there will be payment for extra placement of matenal. • Measurement for extra placement of material is on a cubic yard basis,measured in place. At the discretion of Engineer,measurement of cubic yards may be calculated from the volume of Extra Hand Excavation or Extra Machine Excavation for which placement is made,minus the volume of any Extra Placement of Special Backfill authorized m conjunction with the Work. • Cost for this item shall include resodding required for surface restoration within designated limits of Extra Hand Excavation or Extra Machine Excavation. G If listed in Bid Schedule,there will be payment for extra placement of special excavation. • Measurement for extra placement of special material is on a cubic yard basis,measured in place. • Cost for this item shall include geotextile material and concrete trench dams required to complete the placement of special material conforming to the Specifications. H No payment will be made for delays in completion of Work resulting from extra umt price Work. 04/2002 02318-2 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 1.03 DEFINITIONS A Special excavation. Excavation necessitated by obstruction of pipes, ducts, or other structures,not shown on Drawings,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 augenng, to preclude damage to the obstructions. B Extra hand excavation. Excavation by manual labor at locations designated by the Engineer,which is not included in bid items contained in the Schedule of Unit Prices. C Extra machine excavation. Excavation by machine at locations designated by the Engineer,which is not included in bid items contained in the Schedule of Unit Prices. D Extra replacement of material. Handling,backfill,and compaction of excavated material authorized under Extra Work Bid Items for Extra Hand Excavation or Extra Machine Excavation. Placement and compaction shall conform to requirements specified in appropriate Division 2 - Site Work Sections. E Extra placement of special backfill. Hauling, placing, and consolidating of special materials in conjunction with Extra Work Bid Item Extra Replacement of Material at locations designated by the Engineer Materials placed under this item shall conform to requirements for Bank Run Sand, Cement Stabilized Sand;Concrete Sand,Pea Gravel, Gem Sand, or Crushed Stone specified in Division 2 - Site Work Sections. F 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 Drawings, or foundation backfill material placed and compacted in over-excavations. G 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. H Haunching: The material placed on either side of pipe from top of bedding up to springline of pipe and horizontally from one trench sidewall to opposite sidewall. I Initial Backfill. The portion of trench backfill that extends vertically from springline 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. J Pipe Embedment: The portion of trench backfill that consists of bedding,haunching and initial backfill. K 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. 04/2002 02318-3 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES L Unsuitable Material. Unsuitable soil materials are the following: • Materials that are classified as ML, CL-ML,MH,PT, OH and OL according to ASTM D 2487 • Materials that cannot be compacted to required density due to either gradation, plasticity, or moisture content. • Materials that contain large clods, aggregates, stones greater than 4 inches in any dimension, debris, vegetation, waste or any other deleterious materials. • Materials that are contaminated with hydrocarbons or other chemical contaminants. M Suitable Material. Suitable soil materials are those meeting specification requirements. Unsuitable soils meeting specification requirements for suitable soils after treatment with lime or cement are considered suitable, unless otherwise indicated. N Backfill. Suitable material meeting specified quality requirements, placed and compacted under controlled conditions. O Ground Water Control Systems. Installations external to trench, such as well points, eductors, or deep wells. Ground water control includes dewatering to lower ground water, intercepting seepage which would otherwise emerge from side or bottom of trench excavation, and depressunzation to prevent failure or heaving of excavation bottom. Refer to Section 01564- Control of Ground Water and Surface Water P Surface Water Control Diversion and drainage of surface water runoff and rain water away from trench excavation. Rain water and surface water accidentally entering trench shall be controlled and removed as a part of excavation drainage. Q Excavation Drainage: Removal of surface and seepage water in trench by sump pumping and using a drainage layer, as defined in ASTM D 2321, placed on the foundation beneath pipe bedding or thickened bedding layer of Class I material. R Trench Conditions are defined with regard to 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 • 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 (dewatenng or depressurization) for trenches extending below ground water level. • Stable Trench with Seepage: Stable trench in which ground water seepage is controlled by excavation drainage. a. 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. b 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. 04/2002 02318-4 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES • Unstable Trench. Unstable trench conditions exist in the pipe embedment zone if ground water inflow or high water content causes soil disturbances,such as sloughing,shdmg,boilmg,heaving or loss of density S Subtrench. Subtrench is a special case of benched excavation. Subtrench 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 subtrench depends upon trench stability and safety as determined by the Contractor T Trench Dam. A placement of low permeability material in pipe embedment zone or foundation to prohibit ground water flow along the trench. U 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 Drawings, and backfilled with foundation backfill material. V Foundation Backfill Materials. Natural soil or manufactured aggregate of controlled gradation, and geotextile 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. W Trench Safety Systems include both Protective Systems and Shonng Systems as defined in Section 01570 -Trench Safety Systems. X 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. Y Shoring System. A structure that supports sides of an excavation to maintain stable soil conditions and prevent cave-ins, or to prevent movements of the ground affecting adjacent installations or improvements. Z Special Shoring: A shoring system meeting Special Shoring requirements for locations identified on the Drawings. 1.04 SCHEDULING A 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. 1.05 SUBMITTALS A Conform to Section 01350- Submittals. 04/2002 02318-5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES B Submit a written description for information only of the planned typical method of excavation,backfill placement and compaction, including: • Sequence of work and coordination of activities. • Selected trench widths. • Procedures for foundation and embedment placement, and compaction. • Procedure for use of trench boxes and other premanufactured systems while assuring specified compaction against undisturbed soil. • Procedure for installation of Special Shoring at locations identified on the Drawings. C Submit a ground and surface water control plan in accordance with requirements in this Section and Section 01564 - Control of Ground Water and Surface Water D Submit backfill material sources and product quality information in accordance with requirements in this Section. E Submit a trench excavation safety program in accordance with requirements of Section 01570 - Trench Safety System. Include designs for special shoring meeting the requirements defined in the Section. F Submit record of location of utilities as installed, referenced to survey control points. Include locations of utilities encountered or rerouted. Give stations, horizontal dimensions, elevations, inverts, and gradients. 1.06 TESTS A Perform backfill material source qualification testing in accordance with requirements in this Section. B Testing and analysis of backfill materials for soil classification and compaction during construction will be performed by an independent laboratory provided by the Owner in accordance with requirements of Section 01450 - Testing Laboratory Services and as specified in this Section. 1.07 PROTECTION A Protect trees, shrubs, lawns, existing structures, and other permanent objects outside of grading limits and within the grading limits as designated on the Drawmgs, and in accordance with requirements of Section 01563 -Tree and Plant Protection. B Protect and support above-grade and below-grade utilities which are to remain. C Restore damaged permanent facilities to pre-construction conditions unless replacement or abandonment of facilities are indicated on the Drawings. 1.08 SPECIAL SHORING DESIGN REQUIREMENTS A Have Special Shoring designed or selected by the Contractor's Professional Engineer to provide support for the sides of the excavations,including soils and hydrostatic ground 04/2002 02318-6 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES water pressures as applicable, and to prevent ground movements affecting adjacent installations or improvements such as structures,pavements and utilities.Special shoring maybe a premanufactured system selected by the Contractors Professional Engineer to meet the project site requirements based on the manufacturer's standard design. 2.0 PRODUCTS 2.01 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. 2.02 MATERIAL CLASSIFICATIONS A Embedment and Trench Zone Backfill Materials. Conform to the following classifications and product descriptions. B Materials for backfill shall be classified for the purpose of quality control in accordance with the Unified Soil Classification Symbols as defined in ASTM D 2487 Material use and application is defined in utility installation specifications and Drawings either by class,as described in Paragraph 2.01 B,or by product descriptions,as given in Paragraph 2.02. C Class Designations Based on Laboratory Testing: • Class I. Well-graded gravels and sands,gravel-sand mixtures,crushed well-graded rock,little or no fines (GW, SW) a. Plasticity index. nonplastic. b Gradation. D6o/Dio - greater than 4 percent; amount passing No 200 sieve-less than or equal to 5 percent. 04/2002 02318-7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES • Class II. Poorly graded gravels and sands, silty gravels and sands, little to moderate fines. c. Plasticity index. nonplastic to 4 d. Gradations. 1) Gradation(GP,SP) amount passing No 200 sieve-less than 5 percent. 2) Gradation (GM, SM) amount passing No 200 sieve - between 12 percent and 50 percent. 3) Borderline gradations with dual classifications(e.g.,SP-SM) amount passing No. 200 sieve - between 5 percent and 12 percent. • Class III. Clayey gravels and sands,poorly graded mixtures of gravel, sand, silt,and clay(GC, SC, and dual classifications, e.g., SP-SC) e. Plasticity index. greater than 7 f. Gradation. amount passing No 200 sieve-between 12 percent and 50 percent. • Class IVA. Lean clays (CL). g. Plasticity Indexes. 1) Plasticity index. greater than 7, and above A line. 2) Borderline plasticity with dual classifications (CL-ML) PI between 4 and 7 h. Liquid limit: less than 50. i. Gradation. amount passing No 200 sieve-greater than 50 percent. Inorganic. • Class IVB Fat clays (CH) k. Plasticity index. above A line. 1. Liquid limit: 50 or greater m. Gradation. amount passing No. 200 sieve-greater than 50 percent. n. Inorganic. • Use soils with dual class designation according to ASTM D 2487, and which are not defined above, according to the more restrictive class. 2.03 PRODUCT DESCRIPTIONS A Soils classified as silt(ML), elastic silt (MH), organic clay and organic silt(OL, OH), and organic matter(PT)are not acceptable as backfill materials. These soils maybe used for site grading and restoration in unimproved areas as approved by the Engineer Soils in Class IVB, fat clay (CH) may be used as backfill matenals where allowed by the applicable backfill installation specification. Refer to Section 02317 - Excavation and Backfill for Structures and Section 02318 - Excavation and Backfill for Utilities. B Provide backfill material that is free of stones greater than 3 inches,free of roots,waste, debns,trash,organic matenal,unstable matenal,non-soil matter,hydrocarbon or other contamination, conforming to the following limits for deletenous materials. • 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. • Lightweight pieces. Less than 5 percent when tested in accordance with ASTM C 123 04/2002 02318-8 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES • Organic impurities. No color darker than standard color when tested in accordance with ASTM C 40 C 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. D Bank Run Sand. Durable bank run sand classified as SP,SW,or SM by the Unified Soil Classification System (ASTM D 2487)meeting the following requirements. • 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. • 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 E 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 PERCENT PASSING 3/8" 100 No 4 95 to 100 No 8 80 to 100 No. 16 50 to 85 No 30 25 to 60 No. 50 10 to 30 No 100 2 to 10 F 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 04/2002 02318-9 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES G 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 H Crushed Aggregates. Crushed aggregates consist of durable particles obtained from an approved source and meeting the following requirements. • Materials of one product delivered for the same construction activity from a single source. • Non-plastic fines. • Los Angeles abrasion test wear not exceeding 45 percent when tested in accordance with ASTM C 131 • 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 Test Method Tex-460-A, Part I. • 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 matenals for embedment where crushed stone is shown on the applicable utility embedment drawing details. • 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 debns. • Gradations, as determined in accordance with 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 - 100 100 1/2" 25 - 60 - 90 - 100 3/8" - 20- 55 40 - 70 No4 0 - 5 0 - 10 0 - 15 No 8 - 0- 5 0 - 5 I Select Backfill. Class III clayey gravel or sand or Class IV lean clay with a plasticity index between 7 and 20 or clayey soils treated with lime in accordance with Section 02980-Pavement Repair and Resurfacing,to meet plasticity criteria. 04/2002 02318-10 CITY OF PEARLAND ' EXCAVATION AND BACKFILL FOR UTILITIES J Random Backfill. Any suitable soil or mixture of soils within Classes I,II,III and IV,or fat clay(CH)where allowed by the applicable backfill installation specification. Refer to Section 02317-Excavation and Backfill for Structures and Section 02318-Excavation and Backfill for Utilities. K Cement Stabilized Sand. • Cement: Type 1 Portland cement conforming to ASTM C150 • Sand. Clean,durable sand meeting grading requirements for fine aggregates of ASTM C33,or requirements for Bank Run Sand of Paragraph 2.03D, and the following requirements. a. Classified as SW, SP or SM by the United Soil Classification System of ASTM D2487 b Deleterious matenals. 1) Clay lumps,ASTM C142, less than 0.5 percent. 2) Lightweight pieces,ASTM C 123, less than 5 0 percent. 3) Organic impunties, ASTM C40; color no darker than the standard color c. Plasticity index of 4 or less when tested in accordance with ASTM D4318 • Fine aggregate manufactured from crushed concrete meeting the quality requirements for crushed rock material of paragraph 2.03H,may be used as a complete or partial substitute for bank run sand. The blending ratio of fine aggregate from crushed concrete and bank run sand shall be defined in the mix design report. • Water Potable water,free of oils,acids,alkalies,organic matter or other deleterious substances, meeting requirements of ASTM C94 L Concrete Backfill. Conform to Class B concrete as specified in Section 03300-Cast-in- Place Concrete. 2.04 MATERIAL TESTING A Ensure that material selected, produced and delivered to the project meets applicable specifications and is of sufficient uniform properties to allow practical construction and quality control. B Source or Supplier Qualification. Perform testing, or obtain representative tests by suppliers, for selection of material sources and products. Provide test results for a minimum of three samples for each source and material type. Tests samples of processed materials from current production representing matenal to be delivered. Tests shall venfy that the matenals meet specification requirements. Repeat qualification test procedures each time the source characteristic changes or there is a planned change in source location or supplier Qualification tests shall include, as applicable: • Gradation. Complete sieve analyses shall be reported regardless of the specified control sieves. The range of sieves shall be from the largest particle through the No 200 sieve. • Plasticity of material passing the No 40 sieve. • Los Angeles abrasion wear of material retained on the No. 4 sieve. • Clay lumps. • Lightweight pieces 04/2002 02318-11 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES • Orgamc impurities C Production Testing. Provide reports to the Engineer from an independent testing laboratory that backfill materials to be placed in the Work meet applicable specification requirements. D Assist the City Engineer in obtaining material samples for verification testing at the source or at the production plant. E Concrete Backfill. Conform to requirements for Class B concrete as specified m Section 03300 - Cast-in-Place Concrete. F Geotextile(Filter Fabnc)- Conform to requirements of Section 02370 - Geotextile. G Concrete for Trench Dams. Concrete backfill or 3 sack premixed (bag) concrete. H Timber Shoring Left in Place: Untreated oak. 3.0 EXECUTION 3.01 STANDARD PRACTICE A Install flexible pipe, including "semi-rigid" pipe, to conform to standard practice described in ASTM D 2321,and as described in this Section. Where an apparent conflict occurs between the standard practice and the requirements of this Section,this Section governs. B Install rigid pipe to conform with standard practice described in ASTM C 12, and as described in this Section. Where an apparent conflict occurs between the standard practice and the requirements of this Section, this Section governs. 3.02 PREPARATION A Establish traffic control to conform with requirements of Section 01555-Traffic Control and Regulation. Maintain bamcades and warmng lights for streets and intersections where Work is in progress or where affected by the Work,and is considered hazardous to traffic movements. B Perform Work to conform with applicable safety standards and regulations. Employ a trench safety system as specified in Section 01570 -Trench Safety Systems. C Immediately notify the agency or company owning any existing utility line which is damaged,broken, or disturbed. Obtain approval from the Engineer and agency for any repairs or relocations, either temporary or permanent. D Remove existing pavements and structures, including sidewalks and driveways, to conform with requirements of Section 02220- Site Demolition, as applicable. 04/2002 02318-12 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES E Install and operate necessary dewatenng and surface water control measures to conform with Section 01564 - Control of Ground Water and Surface Water F Maintain permanent benchmarks, monumentation, and other reference points. Unless otherwise directed in writing,replace at no cost to the Owner those which are damaged or destroyed in accordance with Section 01720 - Field Surveying. 3.03 EXCAVATION A Except as otherwise specified or shown on the Drawings,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 Drawings. 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 18 to 30 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 backfill, and other materials. E Upon discovery 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. • 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. • 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. • 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. 04/2002 02318-13 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES • 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. • 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 matenal. G Use of Trench Shields. When a trench shield (trench box) is used as a worker safety device, the following requirements apply • Make trench excavations of sufficient width to allow shield to be lifted or pulled freely,without damage to the trench sidewalls. • Move trench shields so that pipe,and backfill materials,after placement and compaction,are not damaged nor disturbed,nor the degree of compaction reduced. • 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. • Maintain trench shield in position to allow sampling and testing to be performed in a safe manner 3.04 HANDLING EXCAVATED MATERIALS A Use only excavated materials which are suitable as defined in this Section. Place material suitable for backfilling in stockpiles at a distance from the trench to prevent slides or cave-ins. B When required,provide additional backfill material conforming with requirements in this Section. C Do not place stockpiles of excavated materials on streets and adjacent properties. Maintain site conditions in accordance with Section 01500 - Temporary Facilities and Controls. 04/2002 02318-14 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 3.05 GROUND WATER CONTROL A Implement ground water control according to Section 01564-Control of Ground Water and Surface Water Provide a stable trench to allow installation in accordance with the Specifications. 3.06 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 I foundations 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. 3.07 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. 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 Drawings. 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 04/2002 02318-15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES dunng 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. I Shovel pipe embedment material in place and compact it using pneumatic tampers in restricted areas, and vibratory-plate compactors or engine-powered jumping jacks in unrestricted areas. Compact each lift before proceeding with placement of the next lift. • 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 cntena. c. Moisture content as determined by Contractor for effective compaction without softening the soil of trench bottom, foundation or trench walls. • Class II embedment and cement stabilized sand. d. Maximum 6-inches compacted thickness. e. 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 matenals and according to ASTM D 558 for cement stabilized matenals. f. Moisture content of Class II matenals 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. 3.08 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 run 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 ngid 04/2002 02318-16 CITY OF PEARLAND ; EXCAVATION AND BACKFILL FOR UTILITIES 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 run sand, select fill, or random backfill 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. • Bank run 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 • Cement-stabilized sand. d. Maximum lift thickness determined by Contractor to achieve umform placement and required compaction,but not exceeding 24 inches. e. Compaction by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 558 f. Moisture content on the dry side of optimum determined according to ASTM D 558 but sufficient for cement hydration. • Select fill g. Maximum 6-inches compacted thickness. h. 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. i. Moisture content within 2 percent of optimum determined according to ASTM D 698 F For trench excavations outside pavements,a random backfill of suitable material may be used in the trench zone. • 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. • Maximum 9-inch compacted lift thickness for clayey soils and maximum 12-inch lift thickness for granular soils. • 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. • Moisture content as necessary to achieve density 3.09 MANHOLES,JUNCTION BOXES AND OTHER PIPELINE STRUCTURES A Meet the requirements of adjoining utility installations for backfill ofpipeline structures, as shown on the Drawings. 04/2002 02318-17 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 3.10 SOURCES OF UTILITY BACKFILL MATERIALS A Use of material encountered in the trench excavations is acceptable,provided applicable specification requirements are satisfied. If excavation material is not acceptable,provide from other approved source. B Identify off-site sources for backfill 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 of the specifications 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,expense for sampling and testing required to change to a different material will be credited to the City through a change order D Bank run sand,select backfill,and random backfill,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 City does not represent or guarantee that any soil found in the excavation work will be suitable and acceptable as backfill material. 3.11 MATERIAL HANDLING A When backfill 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 backfill 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 stockpiles in layers to avoid segregation of processed materials. Load material by making successive vertical cuts through entire depth of stockpile. 04/2002 02318-18 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 3.12 FIELD QUALITY CONTROL A Quality Control • 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. • The Engineer may resample material at any stage of work or location if changes in characteristics are apparent. B Production Verification Testing: The City's testing laboratory will provide verification testing on backfill matenals, 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 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 m 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 followmg frequencies and conditions. • 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. • A minimum of three density tests for each full shift of Work when backfill is placed. • Density tests will be distributed among the placement areas. Placement areas are: foundation, bedding,haunching, initial backfill and trench zone. • 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. • 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. • Two verification tests will be performed adjacent to in-place tests showing density less than the acceptance cntena. Placement will be rejected unless both verification tests show acceptable results. 04/2002 02318-19 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES • Recompacted placement will be retested at the same frequency as the first test series,including verification tests. G Recondition,recompact,and retest at Contractor's expense if tests indicate Work does not meet specified compaction requirements. For hardened soil cement with nonconforming density, core and test for compressive strength at Contractor's expense. H Acceptability of crushed rock compaction will be determined by inspection. 3.13 DISPOSAL OF EXCESS MATERIAL A Dispose of excess materials in accordance with requirements of Section 01562 -Waste Material Disposal. END OF SECTION i 04/2002 02318-20 CITY OF PEARLAND CASING AND PIPE AUGERING Section 02415 CASING AND PIPE AUGERING 1.0 GENERAL 1.01 SECTION INCLUDES A Work to be accomplished for augering casings with installation of water or sanitary sewer pipes or for direct mstallation of water and sanitary sewer pipes. B Contractor shall select a method of construction by augenng,which can be demonstrated to successfully complete the Project. 1.02 MEASUREMENT AND PAYMENT A Payment of augered casing with water and/or sewer pipes will be full compensation for all labor, equipment, casing, fittings, water and sewer carrier pipes, materials and supervision for construction complete in place including dewatering,angering,jacking, joints,spoil removal,pipe installation,groutmg,utility adjustments,testing,cleanup,and other work necessary for construction as shown on the Drawings and as specified. B Encased or augered casing with pipe will be measured along the axis of the casing from end to end of the casing. C Augered pipe will be measured along the axis of the pipe and shall include fittings. In the case of a branch pipe,the length of the pipe will be considered as the distance from the axis of the line to the end of the branch. The length of the pipe laid between two lines or from a line to an appurtenance will be measured between the centerlines of each. D Auger pits and other excavations are incidental to the work. Trench Safety for Auger Pits and other excavations for work specifically performed for this section shall be included in Section 01570-Trench Safety Systems. E No separate payment will be made for pavement removal and replacement (i.e., lime stabilization, crushed limestone,hot mix asphalt surface course, cement sand base, and concrete pavement, etc.) associated with augenng. 1.03 DEFINITIONS A Dry augering shall be defined as installation of steel casing by excavating the soil at the advancing end of casing and transporting the spoil through the casing by an otherwise uncased auger, while advancing the casing by jacking at the same rate as the auger excavation progresses. B Slurry augering shall be defined as installation of casing or carrier pipe by first drilling a small diameter pilot hole from shaft to shaft, followed by reaming the bore to full 04/2002 02415-1 CITY OF PEARLAND CASING AND PIPE AUGERING diameter by augenng with slurry, and installing the casing or pipe by a pull-back or jacking method. C Augering pipe or casing work plans shall be defined as written descriptions,together with sketches, drawings, schedules, and other documents defining Contractor's plans and procedures for installation of casing or sewer pipe by augering method. Such methods of construction shall be of the Contractor's choosing,in accordance with this specification. The submission of work plans including drawings shall be required for the sole purpose of providing the Engineer sufficient details to verify that the Contractor's planned work and work in progress is in accordance with the intent of the project design and specifications. D Augered carrier pipe shall be defined as the Contractor's installed water or sewer pipe in augered hole. E Augered casing shall be defined as the Contractor's installed water or sewer pipe in augered casing. F Encased pipe shall be defined as the Contractor's installed water or sewer pipe in casing which was placed using the open-cut excavation method. 1.04 REFERENCE STANDARDS A The publications listed below form a part of this Specification to the extent referenced. The publications are referred to in the text by the abbreviation only • American Railway Engineering Association(AREA)Manual for Railway Engineering • American Association of State Highway and Transportation Officials(AASHTO) 1.05 SUBMITTAL A Review Submittal shall be made in accordance with Section 01350 - Submittal. The Engineer will review submitted plans, details and data for compliance with specifications. Contractor shall not commence work on any items requiring pipe and casing augering work plan,or other submittal until the submittal have been reviewed and accepted by the Engineer Such review by the Engineer shall not be construed in any way of relieving the Contractor of his responsibilities under the Contract, shall not be construed by the contractor as an endorsement by the Engineer that such methods are constructable or will work for the specific subsurface soils encountered. Structural designs and other engineered components shall be signed and sealed by a Professional Engineer registered in the State of Texas. B Pipe and Casing Augenng Operation. • Submit for review a Pipe and Casing Augenng Work Plan with complete drawings and written description identifying details of the proposed method of construction and the sequence of operations to be performed during construction,as required. The drawings and descriptions shall be sufficiently detailed to demonstrate to the Engineer whether the proposed materials and procedures will meet the requirements of this Section. 04/2002 02415-2 CITY OF PEARLAND CASING AND PIPE AUGERING • Depending on the Contractor's method of construction,the Pipe and Casing Augenng Work Plan shall be submitted on the following items. a. Arrangement drawings and technical specifications of the augenng equipment and experience record of the Contractor b Method of controlling line and grade of augering operation. c. Method of spoil and slurry removal, including surface storage and disposal. d. Details of the pipe or casing installation. e. Grouting techniques to be used for filling annular void between casing and sewer pipe, where required, and for filling over excavation, if any, including equipment,pumping and injection procedures,pressure grout types, and mixtures. f. Location and construction of auger pits,including details for all required ground support installation not included in the Trench Safety Plan. g. Groundwater control system per requirements in this section and in accordance with Section 01563 - Control of Ground Water and Surface Water, as required by construction method. • Casing and pipe fabrication drawings, including joint details. C Trench Safety • Shall be in accordance with Section 01570 -Trench Safety System. • To the extent that excavation for pipe and casing augering involves work not covered by Contractor's Trench Safety Plan,the safety provisions of these excavation shall be addressed in the Pipe and Casing Augenng Work Plan. D Quality Control Methods. At least 30 days prior to the start of augenng,the Contractor shall submit a descnption of the quality control methods proposed for use in this operation to the City Engineer The submittal shall include: • Supervision. Supervisory control to ensure that work is performed in accordance with the Drawings and Specifications, and Pipe and Casing Augenng Work Plan. • Line Grade. Procedures for surveying,controlling and checking line and grade,including field forms. • Augering Observation and Monitoring. Procedures for preparing and submitting daily logs of augenng operations, including field forms. • Products and Materials. A plan for testing and submittal of test results to demonstrate compliance with the specification and Contractor's design cntena for permanent products, material and installations. The plan shall identify applicable standards and procedures for testing and acceptance. • Monitoring Settlement. Submit a settlement Monitoring Plan if requested by the Engineer 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 m accordance with AASHTO 04/2002 02415-3 CITY OF PEARLAND CASING AND PIPE AUGERING 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 Drawings,and to permit practical installation(including skids,pipe spiders and shims, if applicable) and grouting, where required. 2.0 PRODUCTS 2.01 MATERIALS A Casing pipe shall be provided where shown on Drawings or indicated in Specifications and be new,uncoated welded steel pipe,manufactured in accordance with AWWA C200 The design stress in the pipe wall shall be 50 percent of the minimum yield point of the steel or 18,000 psi, whichever is less, when subjected to the loading conditions. The design deflection to be used in determining wall thickness shall not exceed 3 percent of nominal casing pipe size. B Sewer pipe shall be provided in accordance with Section 02530 - Gravity Samtary Sewers. The sewer pipe shall be selected by the Contractor and verified by the Contractor's engineer to safely withstand all service loads, including overburden pressures and surcharge loads together with all forces and pressures induced in pipe and joints during installation. C For grouting materials refer to Section 02430-Tunnel Grout. 3.0 EXECUTION 3.01 PROTECTION AND SAFETY A Contractor shall be responsible for means and methods for augenng pipe and casing and shall ensure the safety of the work,the Contractor's employees,the public,and adjacent property, whether public or private. B Perform construction operations in such a manner that will not interfere with the operation of street or railroad,affect underground installations,or weaken or damage any structure. 3.02 DRY AUGERING A Provide horizontal augenng equipment of sufficient capacity for the diameter and length of the casing to be installed and the anticipated ground conditions. B Provide heavy-duty jacks of a capacity suitable for forcing the excavating auger and casing through the ground and a suitable jacking frame or backstop Use operating jacks constructed so that even pressure is applied to all jacks used. 04/2002 02415-4 CITY OF PEARLAND CASING AND PIPE AUGERING C Provide steerable front section of casing to allow vertical grade adjustments. A water level or other means shall be provided to allow monitonng of the grade elevation of the auger casing. D Set casing to be jacked on guides,properly braced together,to support the section of pipe and direct it to proper line and grade. Place the whole jacking assembly so as to line up with the direction and grade of the pipe. E In unconsolidated soil formations, bentonite may be used to seal the voids outside the wall and furnish lubrication for the installation of casing. The use of water to assist in lubrication to facilitate the removal of spoil is permitted,however, water jetting of the soil is not allowed when jacking the casing. F Acceptance criteria for the sewer pipe when installed in casing shall be ± 6 inches in horizontal alignment from theoretical at any point between manholes, including the receiving end, and± 1-1/2 inches in elevation from the theoretical. If the sewer pipe cannot be installed in the casing within these tolerances,the Contractor may be required to realign the casing at no additional cost to City,including any backfill or grouting of the abandoned hole. Any redesign of the sewer and manholes made necessary by out of tolerance casing shall be at the Contractor's expense and shall be signed by a Professional Engineer registered in the State of Texas. The installed pipe must be capable of meeting the design flow and velocities for a full pipe condition. Contractor is responsible for final selection of casing diameter to assure these tolerances. G Insofar as practical and depending on the character of the soil encountered during the augering operation, conduct operations without interruption to prevent the pipe from seizing up in the hole before the installation is complete. H Repair casing damaged in augering operations by method acceptable to the Engineer or remove and replace it. 3.03 SLURRY AUGERING A Provide horizontal boring equipment for drilling of pilot hole,slurry augenng equipment for excavating the full-sized hole for casing or pipe installation. B Drill a small diameter pilot hole for the entire length of the augered pipe. Check the pilot hole for line and grade at the receiving end to determine if the larger diameter hole will comply with this Specification. The pilot hole shall be redrilled if the installed pipe would not meet the specified tolerances. C Auger the large-diameter hole by mechanical means for reammg the pilot hole. The diameter of the augered hole shall be not more than 1 inch greater than the outside diameter of the installed pipe measured from the barrel of the pipe. Place excavated matenal outside the working pit and dispose of it, as specified in Section 01500 - Temporary Facilities and Controls. Jetting is not permitted. Augered holes which do not meet the specified tolerances shall be grouted. 04/2002 02415-5 CITY OF PEARLAND CASING AND PIPE AUGERING D In unconsolidated soil formations, use a bentonite slurry to maintain a stable hole and furnish lubrication for the installation of the pipe. Install the pipe or casing in one operation with the displacement of cuttings and slurry from the hole in potentially unstable soils to prevent casing and settlement of the ground surface. E Depending on the character of the soil encountered during the augering operation, conduct operations without interruption, insofar as practical, to prevent the pipe from seizing up in the hole before the installation is complete. F Acceptance crrtena for the installed sewer pipe shall be ± 6 inches in horizontal alignment from theoretical at any point between manholes,including the receiving end, and ± 1-1/2 inches in elevation from the theoretical. If a deviation exceeds these tolerances,the Contractor may be required to re-auger the pipe at no additional cost to the City, including any backfilling or grouting of the abandoned hole. Any redesign of the sewer and manholes made necessary by out-of-tolerance sewer pipe shall be at the Contractor's expense and shall be signed by a Professional Engineer registered in the State of Texas. The installed pipe must be capable of meeting the design flow and velocities for a full pipe condition. Contractor is responsible for final selection casing diameter to assure these tolerances. G Remove any pipe damaged in augering operations and replace it. 3.04 AUGER PITS A Contractor's Pipe and Casing Augenng Work Plan shall identify the location,size,depth and layout, and ground support design of all augering and observation pits, as well as a schedule of dates that each pit is expected to be open. B Auger pits that are excavated as a part of open-cut sewer construction shall be in accordance with Section 02318 - Excavation and Backfill for Utilities. C Install sheeting,lining,shoring, and bracing required for the protection of the workmen and the public in accordance with Section 01570 -Trench Safety Systems. 3.05 PIPE IN CASING A Pipes shall be installed in augered casings in accordance with this Section,as applicable. B The annular void between sewer pipe and casing shall be grouted as one monolithic placement from end to end of the casing to completely displace all voids, following procedures defined in Contractor's Work Plan. 04/2002 02415-6 CITY OF PEARLAND CASING AND PIPE AUGERING 3.06 INFILTRATION LEAKAGE TESTING A Pipes installed by augenng shall be tested in accordance with Section 02530 - Gravity Sanitary Sewers and Section 02510 -Water Mains. 3.07 DISPOSAL OF EXCESS MATERIAL A All spoil shall be removed from the job site. Spoil removal and its disposal from the job site shall be in accordance with Section 01500 -Temporary Facilities and Controls. END OF SECTION 04/2002 02415-7 CITY OF PEARLAND TUNNEL GROUT Section 02430 TUNNEL GROUT 1.0 GENERAL 1.01 SECTION INCLUDES A Mix design requirements,testing, furnishing and production of grout for • Pressure grouting of jacked-pipe. • Annular grouting of cased or uncased water and sewer pipes. • Grouting voids in ground resulting from caving, loss of ground, or settlement. • Grouting of manholes constructed in shafts. B Compaction grouting is not part of this specification. 1.02 UNIT PRICE A No separate payment will be made for work performed under this Section. Include the cost of such work in contract unit prices for work of which it is a component part. 1.03 DEFINITIONS A 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 B Back Grouting. Secondary pressure grouting to ensure that voids have been filled between primary tunnel or shaft liners and the surrounding ground. C Annular Grouting. Filling the annular space between the carrier pipe and the primary tunnel liner, casing, or ground,by pumping. D 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. 1.04 SUBMITTALS A Make submittals in accordance with 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,indicating type and location of mixing equipment,pumps,injection points, venting method, flowlines, pressure measurement, volume measurement, groutmg sequence, schedule, and stage volumes. 04/2002 02430-1 CITY OF PEARLAND TUNNEL GROUT C Submit a grout mix design report, including: • Grout type and designation. • Grout mix constituents and proportions, including matenals by weight and volume. • Grout densities and viscosities, including wet density at point of placement. • Initial set time of grout. • Bleeding, shrinkage/expansion. • Compressive strength. 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 matenals. Conform to Section 03300 - Cast-in-Place Concrete, except as modified in the following paragraphs. B Grout Type Applications. • Grout for pressure grouting and back grouting: Sand-cement mortar mix. • Grout for annular grouting: Sand-cement mortar mix. • Grout for filling space around manholes in shafts. Sand-cement mortar mix. • Ground stabilization. Sand cement mortar mix. C Do not include toxic or poisonous substances in the grout mix or otherwise inject such substances underground. 2.02 GROUT A Employ and pay for a commercial testing laboratory, acceptable to the Engmeer, to prepare and test the grout mix design. Develop one or more mixes based on the following criteria as applicable: • Size of the annular void between sewer pipe and liner,or size of the void between primary liner and the surrounding soil. • Absence or presence of groundwater • Adequate retardation. • Non-shrink characteristics. • Pumping distances. B Prepare mixes that satisfy the required application. Matenals used in grout mix shall meet the following standards: • Cement: ASTM C150 • Fly Ash. ASTM C618 • Water Potable. • Slurry ASTM C138 • Sand for sand-cement mortar mix. ASTM C144 04/2002 02430-2 CITY OF PEARLAND TUNNEL GROUT C Provide grout that meets the following mimmum requirements. • Minimum 28 day unconfined compressive strength. 1,000 psi for sand-cement mortar grout. • Determine strength by ASTM C942. 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 C 1017 as required,to improve pumpability,to control time of set,to hold sand in suspension and to reduce segregation and bleeding. • Ensure that admixtures used in a mix are compatible. Provide wntten 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 groutmg operations. B Select and operate grouting equipment to avoid damage to new or existing underground utilities and structures. C In selection of grouting placement consider pipe flotation, length of pipe, length of 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 dewatenng systems until the grouting operations are complete. 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. 04/2002 02430-3 CITY OF PEARLAND TUNNEL GROUT B Placement • 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 • 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. • Pump grout until a material discharging is similar in consistency to that at point of injection. • In a pnmary 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. C 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 maybe 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 earner pipe walls is not allowed. Perform grouting by injecting 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 necessary to fill the void. B Take care in grouting operations to prevent damage to adjacent utilities or public or pnvate property Grout at a pressure that will not distort or imperil any portion of the work or existing installations or structures. 04/2002 02430-4 CITY OF PEARLAND TUNNEL GROUT C Venfy 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 Uncased 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. 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 04/2002 02430-5 CITY OF PEARLAIVD 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. 1.02 UNIT PRICES A Measurement for payment of pipe installed at depths 8-feet and less by open cut method is on a unit price per linear foot basis as listed in the Bid Schedule. 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. Refer to Specification 02415 —Casing and Pipe Augering. Payment will be made for each linear foot installed, complete in place including sewer pipe, excavation, bedding, backfill and special backfill, shoring, earthwork, connections to existing manholes and pipe, stacks, cleanouts, accessories, inspection and testing. Depths beyond 8'will be paid by 2 vertical feet increments. B Refer to Section 01200-Measurement and Payment for unit pnce procedures. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit proposed methods, equipment,materials and sequence of operations for sewer construction. Plan operations to minimize disruption of utilities to occupied facilities or adjacent property 1.04 QUALITY ASSURANCE A Qualifications. Install a sanitary sewer that is watertight both in pipe-to-pipe joints and in pipe-to-manhole connections. Perform testing in accordance with this Section. B Regulatory Requirements. • Install sewer lines 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 sanitary sewers no closer to water lines than 9 feet in all directions. Where this separation distance cannot be achieved,new sanitary sewers shall be installed as specified in this section. • Make notification to the Engineer if water lines are uncovered during sanitary sewer installation where the minimum separation distance cannot be maintained. • Lay gravity sewer lines in straight alignment and grade. 04/2002 02530-1 CITY OF PEARLAND GRAVITY SANITARY SEWERS 1.05 PRODUCT DELIVERY, STORAGE AND HANDLING A Inspect pipe and fittings upon arrival of matenals at the job site. B Handle and store pipe matenals 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 PIPE INCLUDES A Polyvinyl chloride sewer pipe (PVC) B Extra Strength Clay Pipe(VCP) C High Density Polyethylene(HDPE) Solid and Profile Wall Pipe D Centrifugally Cast Fiberglass Pipe 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 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 rocks and scratches with joining surfaces of spigots and joints free from gouges and imperfections which could cause leakage. C Gaskets. • Gaskets shall meet the requirements of ASTM F 477 Use elastomeric factory-installed gaskets to make joints flexible and watertight. 04/2002 02530-2 CITY OF PEARLAND GRAVITY SANITARY SEWERS • 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 materials for the noted contaminants. CONTAMINANT GASKET MATERIAL REQUIRED Petroleum(diesel, gasoline) Nitrile Rubber Other contaminants As recommended by the pipe manufacturer D Lubncant for rubber-gasketed joints.Water soluble,non-toxic,non-objectionable m taste and odor imparted to fluid, non-supporting of bacteria growth,having no detenorating effect on PVC or rubber gaskets. E PVC gravity sanitary sewer pipe shall be in accordance with the provisions in the following table: WALL PRODUCT ASTM SDR(MAX.)/ DIAMETER CONSTRUCTION MANUFACTURER OPTIONS DESIGNATION STIFFNESS SIZE (MIN.) RANGE Solid J-M Pipe Approved D3034 SDR 26/PS 115 6"to 10" CertainTeed Can-Tex Approved D3034 SDR 35/PS 46 12"& 15" Diamond lon Approved F679 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 F949 N/A/50 psi 12"to 36" ETI Ultra-Rib included in F794 N/A/46 psi 12"to 48" _ the Bid Lamson Vylon Schedule F794 N/A/46 psi 21"to 48" F 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. G 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. H Joints. Spigot and integral wall section bell with solid cross section elastometric or rubber nng gasket conforming to requirements of ASTM D 3212 and ASTM F 477,or ASTM I 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 D2444 04/2002 02530-3 CITY OF PEARLAND GRAVITY SANITARY SEWERS J 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. 2.03 VITRIFIED CLAY PIPE (VCP) A Vitrified clay pipe for direct burial shall conform to ASTM C 700 requirements for extra strength clay pipe and shall be used only when listed in the Bid Schedule. B Approved manufacturers of extra strength clay pipe are Mission Clay Products Corporation and the Dickey Company C Joints for extra strength vitrified clay shall conform to ASTM C425 • For clay pipe 21 inches in diameter and larger, conform to requirements for compression joints for bell-and-spigot pipe. • For clay pipe 18 inches in diameter and smaller, conform to requirements for compression couplings for plain-end pipe. D Joints for jacking, sliplining, and microtunneling pipe shall conform to ASTM C1208 E Furnish when no contaminant is identified, rubber or polyurethane elastomer gasket material conforming to standards listed above. F Pipe 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 G The PVC collar material for compression couplings of plain-end pipe shall conform to requirements of ASTM D 1784, Class 12454-B. H Couplings for microtunnehng and other pipe jacking methods shall be made with Type 316 stainless steel sleeve couplings that utilize elastomeric sealing gaskets as the sole means to maintam joint watertightness. The joints shall have the same outside diameter as the pipe so when the pipes are assembled, the joints are flush with the pipe outside surface. 04/2002 02530-4 CITY OF PEARLAND GRAVITY SANITARY SEWERS 2.04 HIGH DENSITY POLYETHYLENE (HDPE) SOLID AND PROFILE WALL PIPE A Provide HDPE pipe as follows and only when listed in the Bid Schedule: WALL PRODUCT ASTM PIPE DIAMETER CONSTRUCTION MANUFACTURER STIFFNESS RANGE OPTIONS DESIGNATION (MIN) (INCHES) Solid Wall Drisco 1000 Approved F714 115 psi 8 to 10 Drisco 8600 Quail Pipe 46 psi 12 to 48 B Solid wall pipe shall be produced with plain end construction for heat joining (butt fusion)conforming to ASTM D2657 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 matenal meeting the requirements of Type III, Class C, Category 5, Grade P34, as defined in ASTM D1248 Matenal meeting the requirements of cell classification m accordance with ASTM D3350 are also suitable for making pipe products under these specifications. D Gaskets • Use gaskets meeting requirement of ASTM F477 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. • 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 materials for the noted contaminants. CONTAMINANT GASKET MATERIAL REQUIRED Petroleum(diesel, gasoline) Nitrile Rubber Other Contaminants As recommended by the pipe manufacturer 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 Furnish 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. 04/2002 02530-5 CITY OF PEARLAND GRAVITY SANITARY SEWERS 2.05 CENTRIFUGALLY CAST FIBERGLASS PIPE A Manufacturers • Preapproved manufacturer for centrifugally cast fiberglass pipe is Hobas Pipe USA, Inc. B Materials • 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. • Glass Reinforcements. The reinforcing glass fibers used to manufacture the components shall be of highest quality commercial grade glass filaments with binder and sizing compatible with impregnating resins. • Fillers Silica sand or other suitable materials may be used. • 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 fimshed products. • 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 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. When pipe is to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed sewer,provide 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 • 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 • Furnish pipes in the diameters specified and within the tolerances specified below • 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 Drawings. • 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 ASTM D 4161 04/2002 02530-6 CITY OF PEARLAND GRAVITY SANITARY SEWERS 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. 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 of316 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 • Diameters. The actual outside diameter of the pipes shall be in accordance with Table 3 of ASTM D 3262 for gravity sewers, or ASTM D 3754 for force mains. • 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. • 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. • End Squareness. Pipe ends shall be square to the pipe axis. • 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. I Stiffness Classes • 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 • 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 performed to conform with Section 02441 -Microtunneling and Pipe Jacked Tunnels. b. Ring deflection calculations shall conform with design requirements of 30 TAC Chapter 317.20 pertaining to flexible pipe used in gravity sewers. The pipe deflection calculations shall ensure that predicted deflection will be less than 5 percent under long-term loading conditions (soil pnsm 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 • 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. • Joints. Coupling joints shall be qualified per the tests of Section 7 of ASTM D 4161 04/2002 02530-7 CITY OF PEARLAND GRAVITY SANITARY SEWERS K Packaging, Handling, and Shipping • Packing, handling, and shipping should be done in accordance with the manufacturer's recommendations. L Installation • Install pipe and fittings in accordance with requirements of this Section. • The manufacturer must supply a suitable qualified field service representative to be present penodically during the installation of pipe. • Pipe Bedding: Conform to requirements of Section 02318 - Excavation and Backfill for Utilities. • Pipe Handling: Use textile slings. • 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 lubncant 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 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 • 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. • Tests. Conform to requirements of this Section. 2.06 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. 2.07 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 D618 at 73 4 degrees F plus or minus 3 6 degrees F (23 04/2002 02530-8 CITY OF PEARLAND GRAVITY SANITARY SEWERS 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 onginal 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 D3212, 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 flattemng 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. 2.08 MARKING A Mark each standard and random length of pipe in compliance with these Specifications with the following information. • Pipe size • Pipe class • Production code • Material designation 3.0 EXECUTION 3.01 PREPARATION A Prepare traffic control plans and set up street detours and bamcades in preparation for excavation if construction will affect traffic. Conform to requirements of Section 01570 -Traffic Control and Regulation. B Provide barricades,flashing warning lights,and warning signs for excavations. Conform to requirements of Section 01555-Traffic Control and Regulation. Maintain bamcades and warning lights where work is in progress or where traffic is affected by the work. C Perform work in accordance with OSHA standards. Employ a trench safety system as specified in Section 01570-Trench Safety System for excavations over 5 feet deep. D Immediately notify the agency or company owning any utility line which is damaged, broken or disturbed. Obtain approval from the Engineer and agency or utility company for any repairs or relocations, either temporary or permanent. E Remove old pavements and structures including sidewalks and driveways in accordance with requirements of Section 02076 -Removing Existing Pavements and Structures. 04/2002 02530-9 CITY OF PEARLAND GRAVITY SANITARY SEWERS F Install and operate dewatering and surface water control measures in accordance with Section 01564 - Control of Ground Water and Surface Water G Do not allow sand, debris or runoff to enter sewer system. 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 Texas Commission on Environmental Quality and the Environmental Protection Agency by the Engineer 3.03 INSPECTION AND TESTING A Acceptance testing of sanitary sewers including: • Visual inspection of sewer pipes • Mandrel testmg for flexible sewer pipes. • Leakage testing of sewer pipes. • Leakage testing of manholes. B All tests listed in this Section are not necessarily required on this Project. Required tests are named m other Sections which refer to this Section for testing criteria and procedures. C References. • ASTM C 828 - Standard Test Method for Low Pressure Air Test of Vitrified Clay Pipe Lines. • ASTM C 924- Standard Practice for Testing Concrete Pipe Sewer Lines by Low-Pressure Air Test Method. • ASTM D 3034 - Standard Specification for Type PSM Polyethylene (Vinyl Chloride) (PVC) Sewer Pipe and Fittings. • ASTM F 794-Specification for Polyvinyl Chloride Large-Diameter Ribbed Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter • ASTM F 1417 - Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using Low Pressure Air • 30 TAC 317.2-Design Criteria for Sewage Systems. • Uni-Bell UNI-B-3 Polyvinyl Chloride(PVC)Pressure Pipe(Complying with AWWA C 900). D Performance Requirements 04/2002 02530-10 CITY OF PEARLAND GRAVITY SANITARY SEWERS • Gravity flow sanitary sewers are required to have a straight alignment and uniform grade between manholes. • 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. • 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 of 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. Refer to 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. • Perform air testing in accordance with requirements of this Section and the Texas Commission on Environmental Quality requirements. Refer to Table 02530-2,Time Allowed For Pressure Loss From 3.5 psig to 2.5 psig, Table 02530-3,Mimmum Testing Times for Low Pressure Air Test, and Table 02530-4,Vacuum Test Time Table, at the end of this Section. E Gravity Sanitary Sewer Quality Assurance: • Repair,correct,and retest manholes or sections of pipe which fail to meet specified requirements when tested. • Provide testing reports and video tape of television inspection as directed by Engineer • Upon completion of tape reviews by Engineer, Contractor will be notified regarding final acceptance of the sewer segment. F Sequencing and Scheduling • Perform testing as work progresses. Schedule testing so that no more than 1000 linear feet of installed sewer remains untested at any one time. • Coordinate testing schedules with Engineer Perform testing under observation of Engineer G Deflection Mandrel. • 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 determimng 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. • 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 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 04/2002 02530-11 CITY OF PEARLAND GRAVITY SANITARY SEWERS 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. • 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 • 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 H Exfiltration Test • 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. • 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. I Infiltration Test • Test Equipment: a. Calibrated 90 degree V-notch weir b Pipe plugs. J Low Pressure Air Test • 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. • 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. K Ground Water Determination • Equipment: Pipe probe or small diameter casing for ground water elevation determination. L Visual Inspection. • 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. 04/2002 02530-12 CITY OF PEARLAND GRAVITY SANITARY SEWERS M Mandrel Testing: • 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. • Pull the approved mandrel by hand through sewer sections. Replace any section of sewer not passing the mandrel. Mandrel testing is not required for stubs. • Retest repaired or replaced sewer sections. N Leakage Testing: • Test Options. a. Test gravity sanitary sewer pipes for leakage by either exfiltration 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 backfilling 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. • Compensating for Ground Water Pressure: e. 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. f. Immediately before performing line acceptance test, remove cap, clear pipe nipple with air pressure, and connect a clear plastic tube to mpple. 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. • Exfiltration test: g. Determine ground water elevation. h. Plug sewer in downstream manhole. i. Plug incoming pipes in upstream manhole. j 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. k. 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. 1. 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 04/2002 02530-13 CITY OF PEARLAND GRAVITY SANITARY SEWERS same level. Loss shall not exceed that calculated from allowable leakage according to Table 02530-1 at the end of this Section. • Infiltration test: Ground water elevation must be not less than 2.0 feet above highest point of sewer pipe or service lead(house service). m. Determine ground water elevation. n. Plug incoming pipes in upstream manhole. o. Insert calibrated 90 degree V-notch weir m pipe on downstream manhole. p Allow water to rise and flow over weir until it stabilizes. q 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. • 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. r Air testing for sections of pipe shall be limited to lines less than 36-inch average inside diameter s. 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. t. For pipe sections less than 36-mch 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). See 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 listed in the Table 02530-2 at the end of this Section for pipe diameter and length. For sliplining,use diameter of carrier pipe. • Retest: Any section of pipe which fails to meet requirements shall be repaired and retested. 0 Test Criteria Tables • Exfiltration and Infiltration Water Tests. Refer to Table 02530-1, Water Test Allowable Leakage, at the end of this Section. • 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 04/2002 02530-14 CITY OF PEARLAND GRAVITY SANITARY SEWERS Texas Commission on Environmental Quality(TCEQ) Design Cntena 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-mch average inside diameter and larger may be air tested at each jomt. 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. P Leakage Testing for Manholes • After completion of manhole construction,wall sealing,or rehabilitation,but prior to backfilling, test manholes for water tightness usmg hydrostatic or vacuum testing procedures. • Plug influent and effluent lines, including service lines, with suitably-sized pneumatic or mechanical plugs. Ensure plugs are properly rated for pressures required for test; follow manufacturer's safety and mstallation recommendations. Place plugs a minimum of 6 inches outside of manhole walls. Brace inverts to prevent lines from being dislodged if lines entenng manhole have not been backfilled. • 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 mstructions and safety precautions, inflate 04/2002 02530-15 CITY OF PEARLAND GRAVITY SANITARY SEWERS 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. • Hydrostatic exfiltration testing shall be performed as follows. d. 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 e. The maximum leakage for hydrostatic testing shall be 0.025 gallons per foot diameter per foot of manhole depth per hour f. If water loss exceeds amount tabulated above, locate leaks, complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. 04/2002 02530-16 CITY OF PEARLAND GRAVITY SANITARY SEWERS 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 value Equivalent to 50 gallons per inch inside for 1"diameter 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. 04/2002 02530-17 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(L)Shown(min:sec) Diam Time for Min. Longer (in) (min:sec) Time(ft) Length 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 3411 15 1410 159 5.3423 1410 14.10 17.48 22:16 26:43 3110 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 14414 158:40 173:05 30 28:20 80 21.3690 35:37 53.37 7114 89:02 106:51 124.39 142:28 160:16 178:05 195:53 213:41 33 3110 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) 15 850 159 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) } 04/2002 02530-18 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) 04/2002 02530-19 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-5 PIPE VS MANDREL DIAMETER NOMINAL AVERAGE MATERIAL AND SIZE I.D. MINIMUM MANDREL WALL CONSTRUCTION (INCHES) (INCHES) _ DIAMETER(INCHES) PVC-Solid(SDR 26) 6 5.764 5.476 8 7.715 7.329 10 9.646 9.162 PVC-Solid(SDR 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-Truss 8 7.750 7.363 10 9.750 9.263 12 11.790 11.201 15 14.770 14.032 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 04/2002 02530-20 CITY OF PEARLAND GRAVITY SANITARY SEWERS 3.04 BACKFILL AND SITE CLEANUP 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 C Repair and replace removed or damaged pavement, curbs, gutters, and sidewalks as specified in Section 02980-Pavement Repair and Resurfacing. D 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. Grade surface at a uniform slope to natural grade as indicated on the Drawings. Provide a minimum of 4 inches of topsoil as specified in Section 02910 - Topsoil and apply hydromulch accordmg to requirements of Section 02921 -Hydromulch Seeding. E Provide sodding in areas of residential land use over the surface of ground disturbed dunng construction and not paved or not designated to be paved. disturbed areas in accordance with Section 02922 - Sodding. Grade surface at a umform slope to natural grade as indicated on the Drawings. Provide a minimum of 4 inches of topsoil per Section 02910-Topsoil. F Conform to requirements of Section 01562-Waste Material Disposal. END OF SECTION 04/2002 02530-21 CITY OF PEARLAND SANITARY SEWER SERVICE STUBS OR RECONNECTIONS Section 02531 SANITARY SEWER SERVICE STUBS 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. 1.02 UNIT PRICES A Measurement for sanitary sewer service stubs or service reconnections with stacks located within 5 feet of the sanitary sewer main centerline is on a unit pnce basis for each stub or reconnection,complete in place. Service stubs and reconnections include service connections, couplings, clean-outs, adapters disconnecting existing services, reconnecting new service, fittings, excavation,backfill, and testing. B Measurement for sanitary sewer service stubs or service reconnections without stacks located within 5 feet of the sanitary sewer main is on a unit price basis for each stub or reconnection, complete in place. Service stubs and reconnections include service connections, couplings, clean-outs, adapters disconnecting existing services, reconnecting new service, fittings, excavation,backfill, and testing. C Measurement for sanitary sewer service lines more than 5 feet laterally from the sewer main is on a linear foot basis, complete in place. Measurement will be taken along the centerline of the pipe from the centerline of the lateral connection or stack to the end of the service for service stubs laid in open cut excavation. Augered pipe for service stubs will be paid as provided in Section 02415 -Pipe and Casing Augering. D Pay estimates for progress payments will be made as measured above according to the following schedule: • An estimate for 95 percent payment will be authonzed when the reconnection is completely installed and backfilled. • An estimate for 100 percent payment will be authonzed when the reconnection has been tested as specified in Section 02530- Gravity Sanitary Sewers. E 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 houses per reconnection. 04/2002 02531-1 CITY OFPEARLAND SANITARY SEWER SERVICE STUBS OR RECONNECTIONS F Measurement for abandonment of service connection is on a unit pnce basis for each abandoned connection. No separate payment will be made for abandonment of service connection unless excavation is required. No separate payment will be made for excavation of sanitary sewer services within the new or replacement sewer trench. G No separate payment will be made for an abandoned service connection if the service to be abandoned is within 4 feet of an active connection. Payment for only one abandoned service connection will be allowed when a second abandoned connection is within 4 feet of the first. 1.03 PERFORMANCE REQUIREMENTS A Accurately locate in the field all proposed service stubs along the new sanitary sewer main. B Accurately locate in the field existing service connections and proposed service stubs along the alignment of the new parallel or replacement sewer main. 1.04 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit product data for each pipe product, fitting, coupling and adapter C Show reconnected services on record drawings. Give the exact distance from each service connection to the nearest downstream manhole. 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 m 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 Drawings. 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 fittmgs conforming to specifications for the sewer main pipe material as specified in other Sections for all sewers up to 18 inches in diameter 04/2002 02531-2 CITY OF PEARLAND SANITARY SEWER SERVICE STUBS OR RECONNECTIONS F Where new sewers are installed using pipe augenng 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. B Supply one-piece prefabricated saddle,either polyethylene or PVC,with neoprene gasket to accomplish a complete seal. Use a saddle fabricated to fit the outside diameter of the pipe to which it will be attached. The protruding hp of the saddle must be at least 5/8- inch long with grooves or ridges to retain the stainless steel band clamps. C Use 1/2-inch stainless steel band clamps for securing saddles to liner pipe. 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. • Fernco Pipe Connectors, Inc., Series 1055 with shear ring SR-8, • Band Seal by Mission Rubber Co., Inc., • Approved equal. B For connection between new PVC pipe stub out and new service, use rubber-gasketed adapter coupling: • GPK Products,Inc., IPS & Sewer Adapter • 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 the sanitary sewer and as shown on the Drawings. 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 Drawings. 04/2002 02531-3 CITY OF PEARLAND SANITARY SEWER SERVICE STUBS OR RECONNECTIONS 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 Provide a minimum of 72 hours notice to customers whose sanitary sewer service will potentially be interrupted. B Accurately field locate service connections, whether in service or not, as pipe laying progresses from downstream to upstream. C Properly disconnect existing connections from the sewer and reconnect to the new sewer, as described in this Section. D 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. E Complete reconnection of service lines within 24 hours after disconnection. F Reconnection shall include the stack and fittings and required pipe length to reconnect service line. G Connect services 8 mches in diameter and larger to the sewer by construction of a manhole. Payment for the manhole will be made at the contract unit pnce for the appropriate manhole diameter and depth. 3.02 PROTECTION A Provide barricades and warning lights and signs for excavations created for service connections. Conform to requirements of Section 01555 - Traffic Control and Regulation. B Do not allow sand, debris or runoff to enter sewer system. 3.03 PREPARATION A Where sewers are existing, field locate existing service connections,whether in service or not. Use existing service locations to reconnect service lines to new liner or new samtary sewer main. 04/2002 02531-4 CITY OF PEARLAND SANITARY SEWER SERVICE STUBS OR RECONNECTIONS B For new parallel and replacement sanitary sewer mains,complete testing and acceptance of downstream sewers as applicable. Provide for compliance with requirements of Paragraph 3 OlE. 3.04 EXCAVATION AND BACKFILL A Excavate in accordance with Section 02318 - Excavation and Backfill for Utilities. B Perform work m accordance with OSHA standards. Employ a Trench Safety System as specified in Section 01570 - Trench Safety System for excavations requiring trench safety C Install and operate necessary ground water and surface water control measures in accordance with requirements of Section 01564-Control of Ground Water and Surface Water 3.05 RECONNECTION ON NEW SEWER 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 Drawings. 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 Drawings. Place and compact trench zone backfill in compliance with Section 02318 -Excavation and Backfill for Utilities. 3.06 INSTALLATION OF NEW SERVICE STUBS A Install the new service connections on the new sanitary sewer main for each service connection. Provide the length of stub indicated on the Drawings. Install plug or cap on the upstream 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 Drawings. Place and compact trench zone backfill m compliance with Section 02318 -Excavation and Backfill for Utilities. 3.07 TESTING A Test service reconnections and service stubs. Follow applicable procedures given m Section 02530- Gravity Sanitary Sewers. 04/2002 02531-5 CITY OF PEARLAND SANITARY SEWER SERVICE STUBS OR RECONNECTIONS 3.08 CLEANUP A Backfill the excavation as specified in Section 02318 - Excavation and Backfill for Utilities. B Replace pavement or sidewalks removed or damaged by excavation in accordance with Section 02980 - Pavement Repair and Resurfacing. In unpaved areas,bring surface to grade and slope surrounding the excavation. Replace a minimum of 4 inches of topsoil and seed according to requirements of Section 02921 -Hydromulch Seeding. C Conform to Section 01562 -Waste Matenal Disposal. END OF SECTION 04/2002 02531-6 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE Section 02532 HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE 1.0 GENERAL 1.01 SECTION INCLUDES A High Density Polyethylene(HDPE)pipe for gravity sewers and drains,including fittings. B HDPE pipe for samtary sewer force mains, including fittings. 1.02 UNIT PRICES A No separate payment will be made for HDPE pipe under this Section. Include cost in unit pnces for gravity sanitary sewers and storm sewers. 1.03 SUBMITTALS A Conform to requirements of Section 01350 - Submittals. B Submit shop drawings showing design of pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fittings, flanges, and special details. 1.04 QUALITY CONTROL A Provide the manufacturer's certificate of conformance to the Specifications. 2.0 PRODUCTS 2.01 APPROVED AND PREAPPROVED PRODUCTS A Provide HDPE pipe as follows. WALL PRODUCT ASTM PIPE DIAMETER CONSTRUCTION MANUFACTURER STIFFNESS RANGE OPTIONS DESIGNATION (MIN) (INCHES) Solid Wall Drisco 1000 Approved F714 Drisco 8600 115 psi 8 to 10 Quail Pipe Poly Pipe Plexco 46 psi 12 to 48 B Solid wall pipe shall be produced with plain end construction for heat joining (butt fusion)conforming to ASTM D2657 Utilize controlled temperatures and pressures for joining to produce a fused leak-free joint. 04/2002 02532-1 CITY OFPEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE 2.02 MATERIALS A 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 D3350 are also suitable for making pipe products under these specifications. B Gaskets • Use gaskets meeting requirement of ASTM F477 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. • 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 materials for the noted contaminants. CONTAMINANT GASKET MATERIAL REQUIRED Petroleum (diesel, gasoline) Nitrile Rubber Other Contaminants As recommended by the pipe manufacturer C 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. 2.03 WORKMANSHIP A Furnish 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 m color, opacity, density, and other physical properties. 2.04 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. 04/2002 02532-2 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE 2.05 TEST METHODS A Conditioning. Conditioning of samples pnor to and dunng tests are subject to approval by the Engineer When referee tests are required,condition the specimens in accordance with Procedure A in ASTM D618 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 pnor 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 Jomt Tightness. Test for joint tightness in accordance with ASTM D3212, 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. 2.06 MARKING A Mark each standard and random length of pipe in compliance with these Specifications with the following information. • Pipe size • Pipe class • Production code • Material designation 3.0 EXECUTION 3.01 INSTALLATION A Conform to requirements of the following Sections. • Section 02630- Storm Sewers • Section 02530 - Gravity Sanitary Sewers • All HDPE installations shall be bedded and backfilled to top or pipe zone with cement stabilized sand. All HDPE pipe must terminate in manholes,concrete headwalls,or safety and treatment structures. B Install pipe in accordance with the manufacturer's recommended installation procedures. END OF SECTION 04/2002 02532-3 CITY OF PEARLAND PVC PIPE Section 02534 PVC PIPE 1.0 GENERAL 1.01 SECTION INCLUDES A Polyvinyl chloride pressure pipe for water distribution in nominal diameters 4 inches through 16 inches. B Polyvinyl chlonde sewer pipe for gravity samtary 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. 1.02 UNIT PRICES A No separate payment will be made for PVC pipe under this section. Include cost in unit price for water mains,gravity sanitary sewer, and force mains. 1.03 SUBMITTALS A Conform to requirements 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 C 900 or AWWA C 905 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 C 900 or AWWA C 905 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 04/2002 02534-1 CITY OF PEARLAND PVC PIPE 2.0 PRODUCTS 2.01 MATERIAL A Use PVC compounds in the manufacture ofpipe 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 degrees F per requirements of PPI TR3 Provide pipe which is homogeneous throughout,free of voids,cracks,inclusions,and other defects,umform 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 of approval and is acceptable without penalty to Texas State Fire Insurance Committee for use in fire protection lines. D Gaskets. • Gaskets shall meet the requirements of ASTM F 477 Use elastomenc factory-installed gaskets to make joints flexible and watertight. • 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 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. AWWA C 900, Class 150, DR 18, nominal 20-foot lengths; cast iron equivalent outside diameters. B Pipe 16-inch. AWWA C 905, 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. 04/2002 02534-2 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 C 900, AWWA C 905, 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 SIZE CONSTRUCTION OPTIONS DESIGNATION STIFFNESS(MIN.) 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 Carlon Approved F679 SDR 35/PS 46 18"to 27" 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 ETI Ultra-Rib the Bid F794 N/A/46 psi 12"to 48" Schedule Lamson Vylon F794 N/A/46 psi 21"to 48" 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 couplmgs. 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,or ASTM E 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 D2444 04/2002 02534-3 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 fabncated. 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 pipe jomts are integral bell-and-spigot, containing a bonded-in elastomenc sealing nng meeting the requirements of ASTM F 477 In designated areas requiring restrained joint pipe and fittings,use EBAA Iron Series 2000PV,Umflange 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 Paragraph 2.03, except furnish all fittings with one of the following internal limngs. • 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" • Nominal 40 mils (35 mils minimum)polyurethane, Corro-pipe II by Madison Chemicals, Inc. • Nominal 40 mils (35 mils minimum) ceramic epoxy, Protecto 401 by Enduron Protective Coatings. i 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 Paragraph 2.02 E. F Manufacturers. Approved manufacturers of pressure rated, solid wall PVC pipe for sanitary sewer force mains are: • J &M Manufacturing Company, Inc. • CertainTeed Corporation • Diamond Plastics Corporation • Carlon Company • 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. 04/2002 02534-4 CITY OF PEARLAND PVC PIPE 3.02 INSTALLATION A Conform to requirements of Section 02510 - Water Mains, Section 02530 - Gravity Sanitary Sewers, Section 02731 - Samtary 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 Drawings. 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 04/2002 02534-5 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES Section 02542 CONCRETE MANHOLES AND ACCESSORIES 1.0 GENERAL 1.01 SECTION INCLUDES A Cast-in-Place and Precast Concrete manholes for sanitary and storm sewers. B Iron castings for manhole frames and covers,inlet frames and grates,catch basin frames and grates, meter vault frames and covers, adjustment nngs and extensions. C Ring grates. 1.02 UNIT PRICES A Measurement and payment for normal depth manholes, up to 8 feet deep, is on a unit price basis for each manhole installed. Depth is measured from top of cover to sewer invert. B Measurement and payment for shallow depth manholes if listed in the Bid Schedule is on a unit price basis for each manhole installed. Shallow manholes have a depth of 4 feet or less measured from the top of cover to sewer invert. C Measurement and payment for extra depth manholes is on a unit pnce basis per vertical foot for each foot of depth greater than 8 feet. Depth is measured from top of cover to sewer invert. D Measurement and payment for normal depth corrosion resistant manholes,up to 8 feet deep,is on a unit price basis for each manhole installed. Depth is measured from top of cover to sewer invert. E Measurement and payment for extra depth corrosion resistant manholes is on a unit price basis per vertical foot for each foot of depth greater than 8 feet. Depth is measured from top of cover to sewer invert. F Measurement and payment for normal depth standard manhole drops up to 3 feet deep is on a unit price basis for each drop installed. Depth is measured from the invert of the T- fitting to the sewer invert. Standard manhole drops include both internal and external drops. G Measurement and payment for extra depth manhole drops is on a unit price basis per vertical foot for each foot of depth greater than 3 feet. Depth is measured from the invert of the T-fitting to the sewer invert. Standard manhole drops include both internal and external drops. H Refer to Section 01200- Measurement and Payment for unit pnce procedures. 04/2002 02542-1 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES 1.03 SUBMITTALS A Conform to requirements 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. • Frames, grates,rings, and covers. • Materials to be used in fabricating drop connections. • Materials to be used for pipe connections at manhole walls. • Materials to be used for stubs and stub plugs. • Plugs to be used for sanitary sewer hydrostatic testing. • Shop drawings of manhole sections and base units and construction details, including reinforcement,jointing methods,materials and dimensions. • Certification from manufacturer that precast manhole design is in full accordance with ASTM C 478 and design criteria as established in paragraph 2.01 E of this specification. • Materials and procedures for corrosion-resistant liner and coatings, if required. • 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 CAST-IN-PLACE CONCRETE A Conform to requirements of Section 03300- Cast-in-Place Concrete. B Manholes - Class A concrete with minimum compressive strength of 4000 psi unless otherwise indicated on Drawings or approved by the Engineer for use on extra depth units. 2.02 REINFORCING STEEL A Conform to requirements of Section 03300 - Cast-in-Place Concrete. 2.03 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 Drawings. Use various lengths of manhole sections in combination to provide the correct height with the fewest joints. 04/2002 02542-2 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES Wall sections shall be designed for depth as shown and loading conditions as described in paragraph 2.01 E,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 H-20 loading. D Where the Drawings 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 Drawings and the following design criteria. • AASHTO H-20 loading applied to the manhole cover and transmitted down to the transition and base slabs. • Unit soil weight of 120 pcf located above all portions of the manhole, including base slab projections. • Lateral soil pressure based on saturated soil conditions producing an at-rest equivalent fluid pressure of 100 pcf,with soil pressure actmg on empty manhole. • Internal liquid pressure based on a umt weight of 63 pcf, with manhole filled with liquid from invert to cover,with no balancing external soil pressure. • Dead load of manhole sections fully supported by the transition and base slabs. • Design additional reinforcing steel to transfer stresses at openings. • 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 o-ring gaskets conforming with ASTM C 443 G Do not incorporate manhole steps in manhole sections. H Do not use brick masonry in construction of sanitary sewer manholes. 2.04 MORTAR A Conform to requirements of ASTM C 270, Type S using Portland cement. 2.05 MISCELLANEOUS METALS A Provide cast-iron frames, grates, rings, and covers conforming to requirements of this Section and the City of Pearland Standard Details. 04/2002 02542-3 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES 2.06 DROP CONNECTIONS AND STUBS A Drop connections and stubs shall conform to the same pipe material requirements used in the main pipe, unless otherwise indicated on the Drawings. 2.07 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. • External clamps: Type 304 stainless steel • Internal,expandable clamps on standard manholes:Type 304 stainless steel, 11 gage minimum. • 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 • All precast openings shall be fully circular, 360 degrees openings. B Where ngid joints between pipe and a cast-in-place manhole base are specified or shown on the Drawings, use polyethylene-isoprene waterstop meeting the physical property requirements of ASTM C 923, Press-Seal WS Series, or equal. C Storm sewer pipe connections. • Connections acceptable for sanitary sewers. • Line pipe grouted in place with mortar 2.08 SEALANT MATERIALS A Sealing materials between precast concrete adjustment ring and manhole cover frame shall be Adeka Ultraseal P201, or approved equal. 2.09 CORROSION RESISTANT MANHOLE MATERIALS A Where corrosion-resistant manholes or PVC-lined manholes are indicated on the Drawings,provide the following: 1 PVC liner for precast cylindrical manhole section, base sections, and cone sections. B Seal internal PVC liner at pipe penetrations using manufacturer's recommended methods. 2.10 BACKFILL MATERIALS A Backfill materials shall conform to the requirements of Section 02318-Excavation and Backfill for Utilities. 04/2002 02542-4 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES 2.11 NON-SHRINK GROUT A For non-shrink grout, use prepackaged, inorgamc, 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. 2.12 CASTINGS A Castings for frames,grates,rings and covers shall conform to City of Pearland Standard Details and shall be ASTM A48, Class 30 Provide locking covers if indicated on Drawings. 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 Drawings. D Castings shall be clean,free from blowholes and other surface imperfections. Cast holes in covers shall be clean and symmetncal, free of plugs. 2.13 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 maybe seated in the frame. 2.14 SPECIAL FRAMES AND COVERS A Where mdicated on the Drawings,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 Vulcan Foundry, or approval equal. 2.15 FABRICATED RING GRATES A Ring grates shall be fabricated from reinforcmg steel conforming to ASTM A615 B Welds connecting the bars shall conform to AWS D12.1 2.16 INFLOW PREVENTERS A Provide stainless steel inflow preventers on all sanitary sewer manholes at no additional cost. 04/2002 02542-5 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES 3.0 EXECUTION 3.01 EXAMINATION A Verify lines and grades are correct. B Determine if the subgrade, when scarified and recompacted, 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. C Do not build sanitary or storm sewer manholes in ditches, swales, or drainage paths unless approved by the Engineer 3.02 CAST-IN-PLACE MANHOLES A Construct manholes to dimensions shown on Drawings. Commence construction as soon as possible after pipes are laid. 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 matenal under the manhole base. If there is evidence of heaving, a pile-supported concrete foundation, as detailed on the Drawings, shall be provided under the manhole base, when indicated by the Engineer C Cast manhole foundations and walls monolithically A cold joint with approved water stop will be allowed when the manhole flow line depth exceeds 12 feet. No other joints will be allowed unless shown on Drawings or approved by the Engineer D Place,finish and cure concrete for manholes following the procedures given in Section 03300 - Cast-in-Place Concrete, for concrete containing microsilica admixtures. 3.03 PLACEMENT OF PRECAST MANHOLES A Install precast manholes to conform to locations and dimensions shown on Drawings. B Place manholes at points of change of alignment,grade,size,pipe intersections,and end of sewer 3.04 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. 04/2002 02542-6 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES 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 fabnc as the foundation matenal under the manhole base. If there is evidence of heaving, a pile-supported concrete foundation, as detailed on the Drawings, shall be provided under the manhole base,when indicated by the Engineer 3.05 PRECAST MANHOLE SECTIONS A Install sections, joints, and gaskets in accordance with manufacturer's printed recommendations. B Install precast or steel adjustment nngs 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-shnnk grout. D Where PVC liners are required, seal joints between sections in accordance with manufacturers recommendations. 3.06 PIPE CONNECTIONS AT MANHOLE A Install approved resilient connectors at each pipe entenng 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 extenor of the manhole. If necessary,fill the space with a compressible matenal to guarantee the full flexibility provided by the resilient connector All pipe openings shall be fully circular, 3600 openings. C Where a new manhole is to be constructed on an existing sewer, install a waterstop gasket around the existing pipe at the center of the cast-in-place wall. Join ends of split waterstop material at the pipe springline usmg an adhesive recommended and supplied by the waterstop manufacturer 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 Drawings. Install approved stub plugs at interior of manhole. F Test connection for watertight seal before backfillmg. 04/2002 02542-7 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES 3.07 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. • Slope of invert bench. 1 inch per foot minimum, 1-1/2 inch per foot maximum. • 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 • Invert slope through manhole: 0 10-foot drop across manhole with smooth transition of invert through manhole,unless otherwise indicated on Drawings. 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. 3.08 DROP CONNECTIONS FOR SANITARY SEWERS A Construct drop connections with same matenals used in main pipe unless otherwise indicated on Drawings or approved by the Engineer Install a drop connection with a sewer line enters a manhole higher than 30-inches above the invert of the manhole. B Encase drop assembly with class A concrete to form a solid mass. Extend concrete outside of bells a minimum of 4 inches. Cast base of encasement monolithically with manhole base and ensure concrete bonds to exterior manhole wall. C 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. 3.09 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 nng and the manhole top with non-shrink grout;do not use mortar 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. 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 Drawings. In unpaved areas,encase the manhole frame in mortar or non-shrink grout placed flush with the face of the manhole rmg and the top edge of the frame. Provide a rounded corner around the perimeter 04/2002 02542-8 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES 3.10 BACKFILL A Place and compact backfill matenals in the area of excavation surrounding manholes in accordance with requirements of Section 02318 -Excavation and Backfill for Utilities. 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 spnngline of the pipe with Class B concrete or flowable fill. C In unpaved areas,provide positive drainage away from manhole frame to natural grade. Provide a minimum of 4 inches of topsoil conforming to requirements of Section 02910- Topsoil. Seed in accordance with Section 02921 - Hydromulch Seeding. If shown on Drawings, sod disturbed areas in accordance with Section 02922 - Sodding. 3.11 FIELD QUALITY CONTROL A Conduct leakage testing of manholes in accordance with requirements of Section 02530- Gravity Sanitary Sewers. 3.12 PROTECTION A Protect manholes from damage until subsequent work has been accepted. Repair or replace damaged elements of manholes at no additional cost to the Owner END OF SECTION 04/2002 02542-9 CITY OF PEARLAND FRAMES, GRATES,RINGS,AND COVERS Section 02603 FRAMES,GRATES,RINGS,AND COVERS 1.0 GENERAL 1.01 SECTION INCLUDES A lion 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. 1.02 UNIT PRICES A No payment will be made for frames,grates,rings,covers,and seals under this Section. Include payment in unit price for related item. 1.03 SUBMITTALS A Submit product data in accordance with 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. 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 A48,Class 35B and AASHTO M306. Provide locking covers if indicated on Drawings. Provide stainless steel inflow preventers on all sanitary sewer manholes. B Castings shall be capable of withstanding the application of an AASHTO H-20 loading without permanent deformation. C Fabncate castings to conform to the shapes, dimensions, and with wording or logos shown on the Drawings. 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. 04/2002 02603-1 CITY OF PEARLAND FRAMES, GRATES,RINGS,AND COVERS 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 Drawings, provide inflow preventers and 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 Vulcan Foundry, or approval equal. 2.04 FABRICATED RING GRATES A Ring grates shall be fabricated from reinforcing steel conforming to ASTM A615 B Welds connecting the bars shall conform to AWS D12.1 3.0 EXECUTION 3.01 INSTALLATION A Install castings according to approved shop drawings, instructions given in related specifications, and applicable directions from the manufacturer's pnnted materials. B 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. C Ring grates shall be fabricated in accordance with drawings and shall be set in mortar in the mouth of the pipe bell. END OF SECTION 04/2002 02603-2 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. 1.02 UNIT PRICES A No payment will be made for steel pipe and fittings under this section. Include cost in unit pnce for water mains,pumping facilities and casings. 1.03 SUBMITTALS A Submit shop drawings,in accordance with requirements of Section 01350- Submittals. • For aenal 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, fabncation, fitting, flange, and special details. Show station numbers for pipe and fittings corresponding to Drawings. • Production of pipe and fittings pnor to review by the Engineer shall be at Contractor's risk. 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. 2.0 PRODUCTS 2.01 STEEL PIPE A Provide steel pipe designed and manufactured in conformance with AWWA C200 and AWWA Ml1 except as modified herein. Steel shall be minimum of ASTM A 36, 04/2002 02635-1 CITY OF PEARLAND STEEL PIPE AND FITTINGS ASTM A570 Grade 36, ASTM A 53 Grade B, ASTM A135 Grade B, or ASTM A139 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 Notes. 1 Contractor responsible for reviewing pipe and fitting design for conditions exceeding those specified herein. Provide pipe with a wall thickness no less than specified in the table above. • • 2. Verify that casing fits scheduled casing spacer 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 drawings. E Joints. • Standard field joint for steel pipe: AWWA C206 a. Single-welded, lap joint. b Double-welded,butt joint. • Provide mechanically coupled or flanged joints where required for valves and fittings, and as shown on Drawings. 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 04/2002 02635-2 CITY OF PEARLAND STEEL PIPE AND FITTINGS iron by using epoxy-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 Drawings. 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 C General. Supplied with either tape coatings as specified herein. • 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 3 0-mil layers of outer-layer tape for mechamcal protection. Primer• compatible with tape coating,supplied by coatmg-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. Cutback 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. 04/2002 02635-3 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 C210-92 - White, or approved equal for shop and field joint applied, except as modified herein. • Surface Preparation. SSPC-SP-10(64);Near White Blast Clean,2.0 to 3 0 mils surface profile. • Prime Coat: ACRO 4460 NSF Certified Epoxy-Buff;4 0 to 6 0 mils DFT or approved equal. • Intermediate Coat: ACRO 4460 NSF Certified Epoxy-Buff: 4 0 to 6.0 mils DFT or approved equal. • Finish Coat: ACRO 4460 NSF Certified Epoxy-White 4 0 to 6 0 mils DFT or approved equal. • Minimum allowable dry film system thickness. 12.0 mils. • Maximum allowable dry film system thickness. 18 0 mils. • Minimum field adhesion. 700 psi. • Dry film thicknesses for approved alternate products in accordance with the product manufacturer's recommendations. • The lining system may consist of three or more coats of the same approved alternate epoxy limng without the use of a separate primer • Provide materials from the same manufacturer 04/2002 02635-4 CITY OF PEARLAND STEEL PIPE AND FITTINGS 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 C150, Type II. C Sand. • Inside joints. AWWA C602, fine graded natural sand. • Outside joints. ASTM C33,natural sand with 100 percent passing No 16 sieve. D Water ASTM D1888, Method A, total dissolved solids less than 1000 mg/1, ASTM D512 chloride ions less than 100 mg/1 for slurry and mortar cure; ASTM D1293 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. • Inspect pipe,prior to shipment, for holidays and damage to coating. Perform electrical holiday test of mimmum 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 venfy that it is installed satisfactorily Retnm 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 pnme. Apply two layers of AWWA C209 outer wrap with 35 mils minimum thickness. • Regardless of results of electrical holiday test,bubbles in tape coating system are not allowed. Cut out bubbles and patch as detailed above. • 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 pnor to field repair of linings and coatings. 04/2002 02635-5 CITY OF PEARLAND STEEL PIPE AND FITTINGS a. Immediately prior to placing joint in trench,remove shop-applied pnmer 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 pnmer 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. • 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. • Application. By qualified and experienced workers who are knowledgeable in surface preparation and application of high-performance industrial coatings. • Paint Application Procedures: SSPC Good Painting Practices,Volume 1 04/2002 02635-6 CITY OF PEARLAND STEEL PIPE AND FITTINGS D Surface Preparation. • Prepare all surfaces for painting with abrasive blasting. • 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. • Pnor to blasting, clean surfaces to be coated or lined of grease, oil and dirt by steaming or detergent cleaning in accordance with SSPC SP1 • 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. • 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. • Remove all dust and abrasive residue from freshly blasted surfaces by brushing or blowing with clean, dry air E Coating and Lining Application. • 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. • 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 delaminations. 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 • Apply primer immediately after surface has been cleaned. Thoroughly dry pipe before primer is applied. Apply succeeding coats before contamination of under surface occurs. 04/2002 02635-7 CITY OF PEARLAND STEEL PIPE AND FITTINGS • 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 recommended by coating or lining manufacturer on printed techmcal 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 VIS 1,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: • Begin inspection after coating has sufficiently cured,usually one to five days. (Consult coating manufacturer for specific curing schedule.) 04/2002 02635-8 CITY OF PEARLAND STEEL PIPE AND FITTINGS • 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 volts. Use brass brush type electrode. • Ground high-voltage d-c holiday detector to metal being mspected. Earth-type ground tape is not acceptable. Mark detected defects with white chalk,repair and reinspect. • Adhesion Tests. ASTM D4541,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 nght 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 04/2002 02635-9 CITY OF PEARLAND POLYURETHANE COATINGS ON STEEL OR DUCTILE IRON PIPE SECTION 02636 POLYURETHANE COATINGS 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. 1.02 MEASUREMENT AND PAYMENT A Unit Pnces. • No separate payment will be made for work performed under this Section. Include cost of polyurethane coatings in contract unit pnces for steel pipe or ductile iron pipe. • Refer to Section 01200 -Measurement and Payment for unit price procedures. B Stipulated Pnce(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 REFERENCES A AWWA C 210 - Liquid Epoxy Coating Systems for the Interior and Exterior of Steel Water Pipelines. B ASTM D 16-Paint,Varnish, Lacquer, and Related Products. C ASTM D 1737 - Elongation of Attached Organic Coatings with Cylindrical Mandrel Apparatus. D SSPC-PA 2 -Measurement of Dry Paint Thickness with Magnetic Gauges. E SSPC-PA Guide 3 -A Guide to Safety in Paint Application. F SSPC-PS Guide 17 00 - Guide for Selecting Urethane Paintmg Systems. G SSPC No. 1 - Solvent Cleaning. H SSPC No 10 -Near-White Blast Cleaning. 1.04 SAFETY A Secure, from manufacturer, Material Safety Data Sheet (MSDS) for polyurethane coatings and repair matenals listed in this Section. 04/2002 02636-1 CITY OF PEARLAND POLYURETHANE COATINGS ON STEEL OR DUCTILE IRON PIPE B Safety requirements stated in this specification and in related sections apply in addition to applicable federal, state and local rules and regulations. Comply with instructions of coating manufacturer and requirements of insurance underwnters. C Follow handling and application practices of SSPC-PA Guide 3, SSPC-PS Guide 17 00; Coating Manufacturer's Matenal Safety Data Sheet. 1.05 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittal Procedures. B Submit coating manufacturer's catalog sheets and technical information for approval, prior to delivery of 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. 1.06 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 material on site in enclosures, out of direct sunlight in warm, ventilated and dry area. E Prevent puncture, inappropnate 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 m their liquid state and not require agitation during use. 04/2002 02636-2 CITY OF PEARLAND POLYURETHANE COATINGS ON STEEL OR DUCTILE IRON PIPE C Exterior Coating Material. CORROPIPE II-TX and Jomt Coating Material CORROPIPE II-PW,manufactured by Madison Chemical Industries,Inc.,5673 Old Dixie Road,Forest Park, Georgia 30050, or approved equal. 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. • Conversion to Solids by Volume. 97 percent plus or minus 3 percent. • Temperature Resistance: Minus 40 degrees F and plus 130 degrees F • Minimum Adhesion. 500 psi,when applied without primer to ductile iron pipe which has been blasted to comply with SSPC-SP 10 • Cure Time: For handling in 1 minute at 120 degrees F,and full cure within 7 days at 70 degrees F • Maximum Specific Gravities. Polyisocyanate resin, 1.20 Polyol resin, 1 15 • 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. • Minimum Tensile Strength. 2000 psi. • Hardness. 55 plus or minus 5 Shore D at 70 degrees F • 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, 04/2002 02636-3 CITY OF PEARLAND POLYURETHANE COATINGS ON STEEL OR DUCTILE IRON PIPE 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. Momtor and control the production blasting so that production pipe surfaces match the surface of the approved blasting specimens. 3.02 THICKNESS A External Coatings. Minimum DFT of 25 mils (0 025 inch). B Internal Coatings. Mimmum DFT of 35 mils. C Thickness Determinations. Use Type 1 magnetic thickness gauge as described in SSPC-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 requirements of Paragraph 2.01 E, Cured Coating Properties, if relative humidity exceeds 80 percent. D Do not thin or mix resins, use as received. Store 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 04/2002 02636-4 CITY OF PEARLAND POLYURETHANE COATINGS ON STEEL OR DUCTILE IRON PIPE 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 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 maybe 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 Paragraph 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 stonng, cleamng 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. See Section 02634 - Ductile Iron Pipe and Fittings and Section 02635 - Steel Pipe and Fittings for additional requirements. 04/2002 02636-5 CITY OF PEARLAND POLYURETHANE COATINGS ON STEEL OR DUCTILE IRON PIPE 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. • Remove traces of oil, grease, dust, dirt, and other deleterious materials • Roughen area to be patched by sanding with rough grade sandpaper(40 grit). • Apply one coat of repair matenal described above. Work repair material into scratched surface by brushing. C Repair Procedure- Field Cuts or Large Damage: • Remove burrs from field cut ends or handling damage and smooth out edge of polyurethane coating. • Remove traces of oil, grease, dust, dirt, and other deleterious materials • 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. • 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 11 inch of roughened area surrounding damage, or adjacent to field cut. D Repair Procedure-Thermite Brazed Connection Bonds. • Remove polyurethane coating with power wire brush from area on metal surface which is to receive thermite brazed connection. • Grind metal surface to shiny metal with power grinder and coarse grit grinding wheel.' • Apply thermite-brazed connection using equipment, charge and procedure recommended by manufacturer of thermite equipment. • 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. • 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 04/2002 02636-6 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. 1.02 UNIT PRICES A No separate payment will be made for topsoil. B Refer to Section 01200 -Measurement and Payment for unit pace procedures. 2.0 PRODUCTS 2.01 TOPSOIL A Topsoil shall be fertile,friable,natural sandy loam surface soil obtamed 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 matenals and other litter or contamination. Topsoil shall not contain roots, stumps, and stones larger than 2 inches. C Obtain topsoil from the top matenal 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 EXCAVATION A Conform to excavation and stockpiling requirements of section 02316 - Roadway Excavation and Backfill. 04/2002 02910-1 CITY OF PEARLAND TOPSOIL 3.03 PLACEMENT A 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 Drawings. 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. B Increase depth of topsoil to 6 inches when placed over sand bedding and backfill materials specified in Section 02316. C For areas to receive bushes or trees, excavate existing material and place topsoil to the depth and dimensions shown on the Drawings. D Remove spilled topsoil from curbs, gutters, and, paved areas and dispose of excess topsoil in accordance with requirements of Section 01562 -Waste Material Disposal. 3.04 PROTECTION A Protect topsoil from wind and water erosion until planting is completed. END OF SECTION 04/2002 02910-2 CITY OF PEARLAND HYDROMULCH SEEDING Section 02921 HYDROMULCH SEEDING 4.0 GENERAL 4.01 SECTION INCLUDES A Seeding, fertilizing, mulching, and maintenance of areas inside limits of construction shown on drawings. 4.02 UNIT PRICES A Measurement for hydromulch seeding is on a square yard basis. B Refer to Section 01200 - Measurement and Payment for unit pnce procedures. 4.03 SUBMITTALS A Submittals shall conform to requirements 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 5.0 PRODUCTS 5.01 MATERIALS A Topsoil Conform to matenal requirements of Section 02910- Topsoil. B 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-forum), 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. 04/2002 02921-1 CITY OF PEARLAND HYDROMULCH SEEDING 4 Seed requirements, application rates and planting dates are: 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 C 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 Phosphonc Acid. 20 Percent Potash. 10 Percent D 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. E Soil Stabilizer "Terra Tack" 1 or approved equal. F Weed control agent: Pre-emergent herbicide for grass areas, "Benefin" or approved equal. 6.0 EXECUTION 6.01 PREPARATION A Place and compact topsoil in accordance with requirements of Section 02910 -Topsoil. 6.02 APPLICATION A Seed.Apply uniformly at rates given in Paragraph 2.01 B for type of seed and planting date. 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. 04/2002 02921-2 CITY OF PEARLAND HYDROMULCH SEEDING 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. 6.03 MAINTENANCE A Maintain grassed areas a minimum of 90 days, or as required to establish an acceptable lawn. For areas seeded in the fall, continue maintenance the following spnng until an acceptable lawn is established. Acceptable coverage will require a minimum of one healthy plant for any one 9"x9" square area. B Maintain grassed areas by watering, fertilizing,weeding, and trimming. C Repair areas damaged by erosion by regrading,rolling and replanting. END OF SECTION 04/2002 02921-3 CITY OF PEARLAND SODDING Section 02922 SODDING 7.0 GENERAL 7.01 SECTION INCLUDES A Restoration of existing lawn areas disturbed by construction shall be by installation of new sod. B Sod is defined as blocks, squares, stnps of turf grass, and adhering soil used for vegetative planting. To be placed edge to edge for complete coverage. C Lawn is defined as ground covered with fine textured grass kept neatly mowed. 7.02 UNIT PRICES A No separate payment will be made for work performed under this section unless an extra unit price item is included in the Bid Proposal and the application of the pay item is approved by the Engineer 7.03 SUBMITTALS A Submittals shall conform to the requirements of Section 01350-Submittals. 7.04 QUALITY ASSURANCE A Perform sodding only when weather and soil conditions are deemed by Engineer to be suitable for proper placement. B Water and fertilize new sod. C Guarantee sod to be growing 30 days after substantial completion. D Maintenance Penod. 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. Resod unacceptable areas. 3 Water,fertilize,control disease and msect 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. 04/2002 02922-1 CITY OF PEARLAND SODDING E Notify Engineer 10 days before end of maintenance period for inspection. 8.0 PRODUCTS 8.01 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,uniformly minimum 2 inches thick 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 8.02 FERTILIZER A 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. 8.03 WEED AND INSECT TREATMENT A 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. 8.04 WATER A Potable, available on-site through Contractor's water trucks. Do not use private resident's water 8.05 BANK SAND A Free of clay lumps,roots, grass,weed, seeds, salt or other foreign material. 9.0 EXECUTION 9.01 PREPARATION A Verify that top soil placement and compaction has been satisfactorily completed. Verify that soil is within allowable range of moisture content. 04/2002 02922-2 CITY OF PEARLAND SODDING B Top soil shall be free of weeds and foreign material immediately before sodding. C Do not start work until conditions are satisfactory Do not start work during inclement or impending inclement weather D Rake areas to be sodded smooth, free from unsightly variations, bumps, ridges or depressions. E Spread 2-inch (+1-1")layer of bank sand over areas to be sodded prior to planting of sod. F Apply fertilizer at a rate of 25 lbs/1000 SF Apply after raking soil surface and not more than 48 hours pnor to laying sod. Mix thoroughly into upper 2 inches of soil. Lightly water to aid in dissipation of fertilizer 9.02 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. 9.03 MAINTENANCE A Watering: 1 Water lawn areas once a day with minimum 1/2 inch water for the first 3 weeks after area is sodded. 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. B 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. 04/2002 02922-3 CITY OF PEARLAND SODDING 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. C 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 9.04 CLEANUP A During course of planting, remove excess and waste materials; keep lawn areas clean and take precautions to avoid damage to existing structures, plants, grass and streets. B Remove barriers,signs and all other Contractor material and equipment from project site at termination of establishment period. END OF SECTION 04/2002 02922-4 CITY OF PEARLAND PAVEMENT REPAIR AND RESURFACING Section 02980 PAVEMENT REPAIR AND RESURFACING 1.0 GENERAL 1.01 SECTION INCLUDES A Repairing and resurfacing streets,highways,driveways,sidewalks,and other pavements that have been cut,broken, or otherwise damaged during construction. 1.02 UNIT PRICES A No separate payment will be made for pavement repair and resurfacing under this Section unless included as a bid item in Bid Schedule and approved in advance by the Engineer B Payment for pavement repair,when included in bid documents,is on a square yard basis. Limits for measurement will be as follows. 1 Extend 18 inches beyond outside trench or trench slopes for utilities and appurtenant structures excavation or for pavement removed to construct utility appurtenances, as indicated on Drawings. 2. Extend 5 feet beyond outside excavation limits for structural excavation. 3 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 4 No payment will be made for work outside maximum payment limits,or in areas removed or replaced for Contractor's convenience.The maximum payment limit is the maximum trench width plus 36 inches,or as shown on the Drawings. The maximum trench width is defined in Section 02318-Excavation and Backfill for Utilities. If the extent of pavement replacement is increased to full lane width or to the nearest longitudinal joint,the maximum payment limits are mcreased to the same extent. C Refer to Section 01200 -Measurement and Payment for other unit price procedures. 1.03 SUBMITTALS A Conform to requirements of Section 01350- Submittals. 04/2002 02980-1 CITY OF PEARLAND PAVEMENT REPAIR AND RESURFACING 2.0 PRODUCTS 2.01 MATERIALS A Subgrade: 1 Provide new backfill material as required by applicable portions of Sections 02316 through 02330 2. Provide material for stabilization as required by applicable portions of Section- 02335 B Base: Provide new base material as required by applicable portions of Section 02710. C Pavement: Provide new paving matenals as required by applicable portions of Section 02741-Asphaltic Concrete Pavement and Section 02751 - Concrete Pavement. 3.0 EXECUTION 3.01 PREPARATION A Conform to requirement of Section 02200- Site Preparation, for removals. B Saw cut pavement 18 inches wider than width of trench needed to install utilities unless otherwise indicated on Drawings. C Protect edges of existing pavement to remain from damage dunng 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. 3.02 INSTALLATION A Parking areas,service drives,driveways,and sidewalks: Replace with material equal to or better than existing or as indicated on Drawings. Conform to applicable requirements of sections referenced in Paragraph 2.01, Materials of this Section. B Street pavements and curbs, curbs and gutters. Replace subgrade, base, and surface course with like materials or as indicated on Drawings. Curbs and curbs and gutters shall match existing. Conform to requirements of sections referenced in Paragraph 2.01, Materials of this Section. C For concrete pavement, install size and length of reinforcing steel and pavement thickness indicated on Drawings. Place types and spacing of joints to match existing or as indicated on Drawings. D Where existing pavement consists of concrete pavement with asphaltic surfacing, - - resurface with minimum 2-inch depth asphaltic pavement. 04/2002 02980-2 CITY OF PEARLAND PAVEMENT REPAIR AND RESURFACING E Repair state highway crossings in accordance with highway department permit and within 1 week after utility work is installed. 3.03 WASTE MATERIAL DISPOSAL A Dispose of waste material in accordance with requirements of Section 01562 - Waste Material Disposal. 3.04 PROTECTION A 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 04/2002 02980-3 Appendix A CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN STORM WATER POLLUTION PREVENTION PLAN 04/2003 SWPPP-1 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN STORM WATER POLLUTION PREVENTION PLAN This storm water pollution plan is prepared m 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 Veterans Dnve Sanitary Sewer (Project Name) Topography is relatively flat with a down slope m a northerly direction. The Veterans Dnve improvements are to install about 1,700 lmear feet of 30" diameter and about 100 feet of 12" diameter sanitary sewer pipe east of the road. Existing dramage are roadside ditches that tie mto the existmg storm water drainage system. Project Name and Location Name: Veterans Dnve Sanitary Sewer Location. Latitude: 29°34'57" Longitude: 95°16'35" Brazona County,Texas Owner Name and Address The City of Pearland 3519 Liberty Dnve, 3rd Floor Pearland, Texas 77581 04/2003 SWPPP-2 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN Veterans Dnve Sanitary Sewer -PPP PLAN (Project Name) 1 SITE DESCRIPTION: A. Description of Construction Activity A 30" diameter and 12" diameter sanitary sewer line will be installed East of Veterans Drive. The proposed 30" sewer line will tie into a future 30"diameter samtary sewer line in both the north and south directions. The proposed 12" sewer line will tie into an existing manhole. B. Sequence of Major Activities The project is expected to take approximately 3 months, depending on weather conditions. The stabilized construction access, staging, field office, and parking will be constructed first. 1 Proposed samtary sewer lme and existing utilities will be located at the site. 2. Trench excavation for proposed samtary sewer line. 3 Install bedding material. 4 Install proposed samtary sewer line. 5 Fill &compact soil to match existing grade. 6. Seed. C. Estimated Total Site,Disturbed Area. The total project site is 2.75 acres. The disturbed portion of this project mcludes existing vegetation that will be seeded to match that of onginal condition. The total disturbed area is 0 75 acres, and total 2.75 acres will drain to the existing storm dramage system. D Runoff Coefficient: 1) The runoff coefficient "C" prior to beginning construction of the proposed project is approximately 0 44 The calculations are shown below 04/2003 SWPPP-3 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN CALCULATIONS FOR EXISTING RUNOFF COEFFICIENT "C": Landscaping 76,500 sf (1 75 Ac.)Grassed area, 'C'= 0 17 for flat lawn, clay soil Pavement. 42,500 sf (1 0 Ac.) Concrete Paved Area, 'C'=0.90 Total. 76,500 sf +42,500 sf = 119,000 sf (2.75 Ac.) weighted "C"=[(1 75/2.75)x (0 17)] + [1 0/2.75) x (0.90)] =0 44 2) The ramfall-runoff coefficient "C" following the completion of the proposed project will be approximately 0 44, including existing pavement area. 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 Site Construction Plans. F Name of Receiving Water and Extent of Wetlands. The site drains to Cowart Creek. Cowart Creek is located approximately 1 mile from the end of the project limits. There are no known wetlands at the site. 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 usmg 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) In completed pavement sections disturbed land directly behind the curb will be stabilized with grass seeding to minimize erosion and sediment as soon as possible. 4) At the completion of work, all disturbed areas that are not paved will be hydromulch seeded. 5) 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 fabnc 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 stagmg/parkmg 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 pnor to release into a drainage swale or storm sewer 3) Water pumped from trenches during dewatenng 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 matenal 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 mlets will have mlet protection bamers 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 Matenals - All waste matenals will be collected and stored in the dumpsters meeting all local and state solid waste management regulations pnor to removal from site. The trash and debns will be hauled to an approved landfill site and no construction debns will be buried on site. 04/2003 SWPPP-5 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 2) A stabilized construction entrance/exit will be provided to help reduce vehicle tracking of sediments. 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 samtary 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. Mamtenance 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 fabnc fences when it becomes about 1/3 the height of device. C. Sediment will be removed from sediment traps or basm 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 mlets will be removed. 4 INSPECTIONS A. Each Contractor will designate a qualified person or persons to perform the following inspections. 1) Disturbed areas and areas used for storage of matenals that are exposed to precipitation will be inspected for evidence of, or the potential for, pollutants entenng the drainage system. 2) Erosion and sediment control measures identified in the plan will be observed to ensure that they are operating correctly 04/2003 SWPPP-6 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 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. 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 finally 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 m no case later than 7 calendar days followmg 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 bamer 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 landscapmg will be routed to sediment traps or inlet protection bamers prior to routing into storm sewer 6 CONSTRUCTION SITE HOUSEKEEPING BEST MANAGEMENT PRACTICES (BMP'S) Spill Prevention 04/2003 SWPPP-7 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN The following are the matenal management practices that will be used to reduce the nsk of spills or other accidental exposure of materials and substances to storm water runoff. Good Housekeeping The following good housekeepmg 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 m their ongmal containers with the ongmal 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 matenals on-site. H. All 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, lubncants, solvents, fertilizers, herbicides, and other related items will be disposed of off-site m 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 matenal to storm water L. On-site storage of raw or bulk material will be kept to a minimum. Any matenal which surrounded with a filter fabnc fence. 7 CERTIFICATIONS 04/2003 SWPPP-8 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 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. 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 STORM WATER POLLUTION PREVENTION PLAN CONTRACTOR NAME AND ADDRESSES: General Contractor Name and Title Company Name Address Subcontractors- Name and Title Name and Title Company Name Company Name Address Address Area of Responsibility Area of Responsibility Name and Title Name and Title Company Name Company Name Address Address Area of Responsibility Area of Responsibility 04/2003 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN CONTRACTOR'S/SUBCONTRACTOR'S CERTIFICATION I certify under penalty of law that I understand the terms and conditions of the general National Pollutant Discharge Elimination System (NPDES) permit that authonzes the storm water discharges associated with mdustnal activity from the construction site identified as part of this certification Signature. Name. (printed or typed) Title: Company Address Signature. Name. (printed or typed) Title: Company Address. Signature: Name: (printed or typed) Title: Company Address. 04/2002 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 0 EROSION CONTROL CONTRACTOR'S INSPECTION AND MAINTENANCE CERTIFICATION I certify under penalty of law that I understand the terms and conditions of the general National Pollutant Discharge Elimination System (NPDES) permit that authonzes the storm water discharges associated with industnal activity from the construction site identified as part of this certification Signature: Name. (printed or typed) Title. Company Address Date. p IP . 04/2002 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN AUTHORIZATION TO INSPECT CONSTRUCTION PROJECT FOR COMPLIANCE WITH THE STORM WATER POLLUTION PREVENTION PLAN UNDER THE PROVISIONS OF NPDES GENERAL PERMIT NO TXR100000 FOR STORM WATER DISCHARGES FROM CONSTRUCTION ACTIVITIES PROJECT DESCRIPTION Project Name. Address. City Pearland State. Texas Zip Code: 77581 Latitude 29° 34' 57" Longitude: 95° 16' 35" STATEMENT OF AUTHORIZATION I, , as the of (print name) (title) (company) and an authorized signatory under the provisions of paragraph VI.G 1 of the NPDES General Permit for Storm Water Discharges from Construction Activities to execute the certifications for the Storm Water Pollution Prevention Plan (SWPPP), Notice of Intent (NOI), Notice of Termination (NOT) and any other documentation required by the General Permit, and as the Operator (General Contractor) with day-to-day operational control over site activities for the above described construction project; in accordance with paragraph VI.G.2 of the General Permit, do hereby designate and authorize. I, ,the for the project, as (print name) (title or position) the individual responsible for performing the required site inspections for compliance with the provisions of the SWPPP, completing and maintaining the associated inspection reports, and executing the required inspection certifications. Signature. Date. Attachment. Qualifications of Inspector I, 04/2003 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN • STORM WATER POLLUTION PREVENTION PLAN REPORT OF INSPECTION [Page One] Project. Type of Inspection. Regular(7-day) (check all that apply) Permanently Stabilized Areas (30-day) Storm Related (24-hour) Special Initial Inspection Routine Maintenance Follow-Up Storm Repair Follow-Up SWPPP Modification Implementation Follow-Up SWPPP Non-Compliance Follow-Up Final Inspection 4 Results of Inspection. No Action Required (check all that apply) Routine Maintenance Required Storm Related Repairs Required SWPPP Modification Required Remarks: Next Inspection Date/Type. (check one) Scheduled Inspection (7-day or 30-day) Routine Maintenance Follow-Up Storm Repair Follow-Up SWPPP Modification Implementation Follow-Up SWPPP Non-Compliance Follow-Up Signature. Date. fliAttachments Individual Inspection Forms Note. This Report totals pages. 04/2003 CITY OF PEARLAND STORM WATER POLLUTION PREVENTION PLAN 0 STORM WATER POLLUTION PREVENTION PLAN REPORT OF INSPECTION [Final Page] Project. DETERMINATION OF COMPLIANCE Determination of the Inspection, the Project Site is in. (check one) Compliance with the SWPPP Non-Compliance with the SWPPP Remarks: I NOTE. For guidance in completing this section. If, for example, the site Erosion and Sediment Controls require only routine maintenance or storm related repairs, the Project Site is still in Compliance as long as these items are addressed per the appropriate provisions of the SWPPP However, if for example, the SWPPP has not been implemented as scheduled on a portion of the site or if violations of Construction Site Housekeeping Best Management Practices are occumng, the Project Site is in Non-Compliance. STATEMENT OF CERTIFICATION I certify under penalty of law that is document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated 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 that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. 411 Signature: Date. 04/2003 City of Pearland B2004-17 Utility Relocation along Magnolia Street from Magnolia Estates Blvd to Main(SH35) Stabilization Required: Inspection Performed By: On Or Before: Page of City of Pearland B2004-17 Utility Relocation along Magnolia Street from Magnolia Estates Blvd to Main (SH35) 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 Utility Relocation along Magnolia Street from Magnolia Estates Blvd to Main(SH35) 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? Over? The Sediment? Buried? Page of City of Pearland B2004-17 Utility Relocation along Magnolia Street from Magnolia Estates Blvd to Main (SH35) 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 Utility Relocation along Magnolia Street from Magnolia Estates Blvd to Mam(SH35) Maintenance Required For Inlet Protection Barrier: Inspection Performed By: On Or Before: Page of City of Pearland B2004-17 Utility Relocation along Magnolia Street from Magnolia Estates Blvd to Main(SH35) 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 Utility Relocation along Magnolia Street from Magnolia Estates Blvd to Main(SH35) Reasons For Changes: Inspection Performed By: On Or Before: Page of Completing the Notice of Intent for Storm Water Discharges Associated with Construction Activity under the TPDES Construction General Permit(TXR150000) A.Construction Site Operator Information Type of Operator Check boxes and Customer Reference Number Check only one box. These boxes designate the operator's status as a TCEQ"customer"—in Check if this customer other words,an individual or business that is involved in an activity that we regulate.We assign each customer a number that begins with'CN," Individual is a person and has not established a business to do followed by nine digits.This is not a permit number,registration number, whatever causes them to be regulated by us. or license number.In the remainder of this section,we will use"this customer'to mean the operator for Part A of the form. Sole is a business that is owned by only one person and • If this customer has not been assigned a Customer Reference Number Proprietorship— has not been incorporated.This business mar. or if this number is unknown,check"New"and leave the space for the D.B.A. be under the person's name Customer Reference Number blank. • have its own name(•doing business as, or d.b.a.) • If this customer has already been assigned this number,enter the • have any number of employees operators Customer Reference Number and: • Check'No Change'if all the remaining customer information is the Partnership is a business that is established as a partnership as same as previously reported.However,you must still complete most defined by the Texas Secretary of store's Office. blanks in this form for this notice of intent to be valid. Corporation meets all of these conditions: • If this customers information has changed since the last time it was • is a legally incorporated entity under the laws of reported to the TCEQ,check neither box and complete the any state or country remainder of this notice of intent. • is recognized as a corporation by the Texas • Do not enter a permit number,registration number,or license Secretary of State number in place of the Customer Reference Number. has proper operating authority to operate in Texas. Name Federal,state, is either an agency of one of these levels of Enter the legal name of this customer as authorized to do business in county,or city government or the governmental body itself(If a utility Texas. Include any abbreviations(LLC,Inc.,etc.). government(as district,water district,tribal government,college appropriate) district,coundl of governments,or river authority, Mailing Address check'Other and write in the spedfic type of Enter a central and general mailing address for this customer to receive mail government) from the TCEQ.For example,if this customer is a large company,this Other fits none of the above descriptions.Enter a short address might be the corporate or regional headquarters.On the other description of the type of customer in the blank hand,for a smaller business,this address could be the same as the site provided. address. Independent Operator? If this is a street address,please follow US Postal Service Check'No'if this customer is a subsidiary or part of a larger company. standards.In brief,these standards require this information in Otherwise,check'Yes.' this order • the'house'number—for example,the 1401 in Number of Employees 1401 Main St Check one box to show the number of employees for this customers entire • if there is a direction before the street name,the one-or two- company,at all locations.This is not necessarily the number of letter abbreviation of that direction(N,S,E,W,NE,SE,SW,or employees at the site named in this NOI. NW) • the street name(if a numbered street,do not spell out the Federal Tax ID number—for example,6th St,not Sixth St) All businesses,except for some small sole proprietors,should have a • an appropriate abbreviation of the type of street—for example, federal taxpayer identification number(TIN).Enter this number here.Use no St,Ave,Blvd,Fwy,Exwy,Hwy,Cr Ct,Ln prefixes,dashes,or hyphens. Individuals and sole proprietors do not need • if there is a direction after the street name,the one-or two-letter to provide a federal tax ID. abbreviation of that direction(N,S,E,W,NE,SE,SW,or NW) • It there is a room number,suite number,or company mail code State Franchise Tax ID Corporations and limited liability companies that operate in Texas are City,State,and ZIP Code Enter the name of the city,the two letter USPS abbreviation for the state(for issued a franchise tax identification number If this customer is a corporation example,TX),and the ZIP Code.(Enter the full ZIP+4 if you know it.) or limited liability company,enter this number here. Country Mailing Information DUNS Number If this address is outside the United States,enter the territory name,country Most businesses have a DUNS(Data Universal Numbering System) code,and any non-ZIP mailing codes or other non—U.S.Postal Service number issued by Dun and Bradstreet Corp.If this customer has one,enter it here. features here.If this address is inside the United States,leave these spaces blank. B.Billing Address Phone Number and Extension We will mail the annual tee invoice for this site to the address entered in this This number should correspond to this customer's mailing address given section. earlier Enter the area code and phone number here.Leave'Extension' Name blank if this customer's phone system lacks this feature. Enter the legal name of the person or business to which we should mail this Fax Number site's fee invoice each year This number should correspond to this customer's mailing address given Mailing Address earlier Enter the area code and fax number here. Enter the specific mailing address to which we should mail this site's fee E-mail Address invoice each year If this is a street address,please follow the US Postal As with the mailing address,this should be a general address that is Service standards as described under'A.Construction Site Operator appropriate for e-mail to this customer's central or regional headquarters,if Information'on page 1 of these instructions. applicable. City,State,and ZIP Code If"No Change"was checked for this customer, Enter the name of the city the two-letter USPS abbreviation for the state you may skip the rest of the fields in this part of the form and (for example,TX),and the ZIP Code.(Enter the full ZIP+4 if you know it.) continue to the next part of the NOI. 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 TCEQ-20022-Instructions(05/03) Page 1 of 2 Service features here.If this address is inside the United States,leave can be found in the Texas Pollutant Discharge Elimination System these spaces blank. Construction General Permit(TXR150000). C. Project/Site Information Estimated Area of Land Disturbed Check boxes and Regulated Entity Reference Number Provide the approximate number of acres that the construction site will These boxes designate this site's status as a TCEQ'regulated entity"—in disturb. It is appropriate to enter a value less than 5,only if the project is other words,a location where an activity that we regulate occurs.We assign part of a larger common plan that disturbs five or more acres. If the each regulated entity a number that begins with'RN,'followed by nine acreage is less than 1,enter 1 'Disturb'means any clearing,grading, digits. This is not a permit number,registration number,or license excavating,or other similar activities. number Is the site located on Indian Country Lands? • If this site has not been assigned a Regulated Entity Reference Number or if this number is unknown,check'New'and leave the space for the Check"Yes'only if the site is on a reservation or other areas designated by Regulated Entity Reference Number blank. the federal government as Indian Country Lands.If not,check'No.' ■ If this site has already been assigned this number,enter the Regulated Entity Reference Number and: Destination of Storm Water Discharge • Check"No Change'if all the remaining information is the same as The storm water from your site eventually reaches a receiving water body previously reported.However,even if there has been no change, such as a local stream or lake,possibly via a drainage ditch. The discharge you must complete this section at least through'E-mail Address'for may initially be into a municipal separate storm sewer system(MS4).Check this NOI to be valid. the appropriate boxes for whether storm water is discharged into an MS4. If • If this site's information has changed since the last time it was you checked'Yes'to'An MS4?' then enter the name of the entity that reported to the TCEQ,check neither box and complete the operates the storm sewer—often a city,town,or utility district,but possibly remainder of this notice of intent. another form of government. • Do not enter a permit number,registration number,or license number in place of the Regulated Entity Reference Number. You must also provide the name of the water body that receives the discharge from the construction site(a local stream or lake). Storm water Name may be discharged directly to a receiving stream or via a storm sewer Enter the name by which you want this site to be known to the TCEQ. system. If known,please include the segment number if the discharge is to a classified water body. Mailing Address For a map that includes segment numbers,go to: Enter the specific mailing address for this site.If this is a street address, http://www.tnrcc.state.tx.ushvater/quality/datigindex.html please follow the US Postal Service standards as described under'A. Construction Site Operator Information'on page 1 of these instructions. If D.Contact the project/site's mailing address is the same as what is provided in Section A,you may enter'Same as Section A' Give all the relevant information for the person whom TCEQ can contact if there are questions about any of the information on this form—perhaps the City,State,and ZIP Code same person who completed the form. Enter the name of the city,the two-letter USPS abbreviation for the state(for example,TX),and the ZIP Code.(Enter the full ZIP+4 if you know it.) E. Payment Information Provide the number and account holder name from the check or money Physical Address order used to pay the$100 application fee. Enter the physical address of the site itself.TCEQ staff should be able to use this address to find the site. Please follow the US Postal Service F Certification standards as described under"A.Construction Site Operator The operator must sign and date this statement to validate this NOI.Be sure Information"on page 1 of these instructions. If the project/site does not to enter the full legal name of the person signing the form and the relevant have a physical address,enter'No Address" title—for example,'Operator,'Vice-President;or'Partner'Use the 'Prefix'blank for such titles as Dr.,Mr.,or Ms.,as desired.Use the'Suffix" City,County,and ZIP Code blank for such designations as Ph.D.,Jr.,Sr.,Ill,or J.D.,if applicable. Enter the name of the city,the county,and the ZIP Code.(Enter the full ZIP+4 if you know it.) This information must be provided even if you have For a corporation,the application shall be signed by a responsible corporate entered"No Address'in the previous field. officer A responsible corporate officer means a president,secretary, treasurer,or vice-president of the corporation in charge of a principal Location Access Description business function,or any other person who performs similar policy or Enter a physical description of the location of the site based on highway decision-making functions for the corporation;or the manager of one or intersections and/or permanent landmarks. more manufacturing,production,or operating facilities employing more than 250 persons or having gross annual sales or expenditures exceeding$25 Latitude and Longitude million(in second-quarter 1980 dollars),if authority to sign documents has Enter the latitude and longitude of the site in either degrees,minutes,and been assigned or delegated to the manager in accordance with corporate seconds or decimal form. procedures.Corporate procedures governing authority to sign permit applications may provide for assignment or delegation to applicable For help obtaining the latitude and longitude,go to: corporate positions rather than to specific individuals. http:l/www.tnrcc.state.tx.us/gisldrgview.html For a partnership or sole proprietorship,the application shall be signed by a Standard Industrial Classification(SIC)Code and Activity Description general partner or the proprietor,respectively. Provide the SIC code that best describes the construction activity being For a municipality,state,federal,or other public agency,the application conducted at the site. shall be signed by either a principal executive officer or a ranking elected official.For purposes of this application,a principal executive officer of a For help with SIC codes,go to: federal agency includes the chief executive officer of the agency,or a senior http://vAvw.osha.govioshstatsisicser.html executive officer having responsibility for the overall operations of a principal geographic unit of the agency(e.g.regional administrator of the United In addition to the SIC code,you must also provide a description of the States Environmental Protection Agency). construction activity being conducted at the site. This may include such descriptions as:'Apartment Building Construction'or"Shopping Center Questions? Construction.' If you have questions about any of the information on this form,contact our Storm Water Program at 512/239-4671 or look for'Storm Water"on our Storm Water Pollution Prevention Plan Web site: This plan identifies the areas and activities that could produce contaminated www.tceq.state.tx.us runoff at your site and then tells how you will ensure that this contamination is mitigated.For example,in describing your mitigation measures,your site's plan might identify the devices that collect and filter storm water tell how those devices are to be maintained,and tell how frequently that maintenance is to be carried out.You must develop this plan before you complete this NOW.This plan must be available for a TCEQ investigator to review on request.Specific requirements for the development of the plan TCEQ-20022-Instructions(05/03) Page 2 of 2 Notice of Intent(NOI)for Storm Water Discharges TCEQ Office Use Only Associated with Construction Activity under the TPDES Permit Number TXR15•• •• •• •• •.-NO TPDES Construction General Permit(TXR150000) GIN Number •• •• •• •• •• •• •• •• TCEO For help 20ompletiing this application,read the TXR150000 NOI Instructions (TCEQ tructions). A. Construction Site Operator ONew ONo Change Customer Reference Number CN Name: Mailing Address: City' State: Zip Code: Country Mailing Information(if outside USA)Territory* Country Code: Postal Code: Phone Number Extension: Fax Number E-mail Address: Type of Operator O Individual 0 Sole Proprietorship-D.B.A.0 Partnership O Corporation 0 Federal Government State Government 0 County Government 0 City Government 0 Other Independent Operator? 0 yes 0 No Number of Employees: 0 0-20 0 21-100 0 101-250 0 251-500 O 501 or higher Federal Tax ID: State Franchise Tax ID Number DUNS Number: B. Billing Address Name: Mailing Address: City State: Zip Code: Country Mailing Information(if outside USA)Territory: Country Code: Postal Code: C. Project/Site Information ONew ONo Change Regulated Entity Reference Number RN Name: Mailing Address: City: State:_Zip Code: Physical Address: City: County — Zip Code: Location Access Description: Latitude*_°_'_" N Longitude:_°_'_" W Degrees(°),Minutes('),and Seconds(") Latitude: Longitude:— Decimal Form Standard Industrial Classification(SIC)code: Also,describe the construction activity at this site(do not repeat the SIC code): Has a storm water pollution prevention plan been prepared as specified in the general permit(TXR150000)? ❑Yes 0 No Estimated area of land disturbed(to the nearest acre): Is the project/site located on Indian Country Lands? 0 Yes 0 No Does this project/site discharge storm water into a municipal separate storm sewer system(MS4)? ©Yes 0 No If yes,provide the name of the MS4 operator: Provide the name or segment number of the water body that receives storm water from this project/site: D. Contact-If the TCEQ needs additional information regarding this application,who should be contacted? Name: Title: Phone Number Extension: Fax Number E-mail Address: E. Payment Information-Check/Money Order Number Name on Check/Money Order F Certification I certify under penalty of law that this document was 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. Construction Site Operator Prefix: First: Middle: Last: Suffix: Title: Signature: Date: If you have questions on how to fill out this form or about the storm water program,please contact us at(512)239-4671 Individuals are entitled to request and review their personal information that the agency gathers on its forms.They may also have any errors in their information corrected.To review such information,contact us at(512)239-3282. The completed NOI must be mailed to the following address. Use the attached document to submit the$100 application fee. Please note that the NOI and application fee are submitted separately to different addresses. Texas Commission on Environmental Quality Storm Water&General Permits Team;MC-228 P.O.Box 13087 Austin,Texas 78711-3087 TCEQ-20022(05/03) Page 1 of 2 Texas Commission on Environmental Quality Payment Submittal Form The storm water application fee shall be sent under separate cover to the Texas Commission on Environmental Quality This form must be used to submit your Storm Water Application Fee. Please complete the following information,staple your check in the space provided at the bottom of this document,and mail it 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 Storm Water General Permit: TXR150000 Check/Money Order No: Amount of Check/Money Order Date of Check or Money Order Name on Check or Money Order Facility/Site Name: Facility/Site Physical Address: City Zip Code: Staple Check In This Space TCEQ-20022(05/03) Page 2 of 2 Completing the Notice of Termination for Storm Water Discharges Associated with Construction Activity under the TPDES Construction General Permit (TXR150000) Who May File a Notice of Termination(NOT) Form B. Construction Site Operator Information Permittees disturbing 5 acres or more(or part of a larger Customer Reference Number common plan of development or sale disturbing 5 acres or This number designates the operator's status as a TCEQ more)who are presently covered under the Texas "customer"—in other words,an individual or business that is Pollutant Discharge Elimination System(TPDES) involved in an activity that we regulate.We assign each customer Construction General Permit must submit a Notice of a number that begins with"CN,"followed by nine digits. This is Termination(NOT)when final stabilization has been not a permit number,registration number,or license number achieved on all portions of the site that is the responsibility In the remainder of this section,we will use"this customer"to of thepermittee; or anotherpermitted operator has mean thishe operatorumor Part B of the form. P • If customer has not been assigned a Customer assumed control over all areas of the site that have not Reference Number, leave the space for the Customer been finally stabilized and all silt fences and other Reference Number blank. temporary erosion controls have either been removed, • If this customer has already been assigned this scheduled for removal as defined in the SWP3,or number,enter the operator's Customer Reference transferred to a new operator if the new operator has Number sought permit coverage. Erosion controls that are • Do not enter a permit number,registration designed to remain in place for an indefinite period, such number, or license number in place of the as mulches and fiber mats,are not required to be removed Customer Reference Number or scheduled for removal. Final Stabilization occurs when either of the following Nam e Enter the legal name of this customer as authorized to do conditions are met: business in Texas. Include any abbreviations(LLC, Inc., (a) All soil disturbing activities at the site have been etc.). completed and a uniform(e.g, evenly distributed, Mailing Address without large bare areas)perennial vegetative cover Enter a central and general mailing address for this with a density of 70%of the native background customer to receive mail from the TCEQ. For example,if vegetative cover for the area has been established on this customer is a large company,this address might be all unpaved areas and areas not covered by the corporate or regional headquarters.On the other hand, permanent structures,or equivalent permanent for a smaller business,this address could be the same as stabilization measures(such as the use of riprap, the site address. gabions,or goetextiles)have been employed. If this is a street address,please follow US Postal (b) For individual lots in a residential construction site by Service standards. In brief,these standards require this either information in this order (1) the homebuilder completing final stabilization as • the"house"number—for example,the 1401 in specified in condition(a)above;or 1401 Main St • if there is a direction before the street name, (2) the homebuilder establishing temporary the one-or two-letter abbreviation of that stabilization for an individual lot prior to the time direction(N,S, E,W, NE,SE,SW,or NW) of transfer of the ownership of the home to the • the street name(if a numbered street,do not buyer and after informing the homeowner of the spell out the number—for example, 6th St,not need for, and benefits of,final stabilization. Sixth St) (c) For construction activities on land used for agricultural • an appropriate abbreviation of the type of purposes(e.g. pipelines across crop or range land), street—for example, St,Ave,Blvd, Fwy, Exwy, Hwy, Cr, Ct,Ln final stabilization may be accomplished by returning • if there is a direction after the street name,the one- the disturbed land to its preconstruction agricultural or two-letter abbreviation of that direction(N, S, E, use. Areas disturbed that were not previously used for W, NE,SE,SW, or NW) agricultural activities,such as buffer strips immediately • if there is a room number,suite number,or adjacent to a surface water and areas which are not company mail code being returned to their preconstruction agricultural use must meet the final stabilization conditions of condition City,State,and ZIP Code (a)above. Enter the name of the city, the two-letter USPS A.TPDES Permit Number abbreviation for the state(for example,TX), and the ZIP Provide the TPDES permit number assigned to the Code.(Enter the full ZIP+4 if you know it.) operator of the construction site. TCEQ-20023-Instructions(09/02) Page 1 of 2 Country Mailing Information E. Certification If this address is outside the United States, enter the The operator must sign and date this statement to validate territory name,country code, and any non-ZIP mailing this NOI. Be sure to enter the full legal name of the person codes or other non—U.S. Postal Service features here. If signing the form and the relevant title—for example, this address is inside the United States, leave these "Operator,""Operator's attorney,"or"Senior Site spaces blank. Manager"Use the"Prefix"blank for such titles as Dr., Mr, or Ms., as desired. Use the"Suffix"blank for such Phone Number and Extension designations as Ph.D.,Jr., Sr., Ill,or J.D.,if applicable. This number should correspond to this customer's mailing address given earlier Enter the area code and phone For a corporation,the application shall be signed by a number here. Leave"Extension"blank if this customer's responsible corporate officer A responsible corporate phone system lacks this feature. officer means a president, secretary,treasurer,or vice- president of the corporation in charge of a principal Fax Number business function,or any other person who performs This number should correspond to this customer's mailing similar policy or decision-making functions for the address given earlier Enter the area code and fax number corporation;or the manager of one or more manufacturing, here. production,or operating facilities employing more than 250 persons or having gross annual sales or expenditures E-mail Address exceeding$25 million(in second-quarter 1980 dollars), if As with the mailing address,this should be a general authority to sign documents has been assigned or address that is appropriate for e-mail to this customer's delegated to the manager in accordance with corporate central or regional headquarters,if applicable. procedures. Corporate procedures governing authority to sign permit applications may provide for assignment or C. Project/Site Information delegation to applicable corporate positions rather than to Regulated Entity Reference Number specific individuals. This number designates this site's status as a TCEQ "regulated entity"—in other words,a location where an For a partnership or sole proprietorship,the application activity that we regulate occurs.We assign each regulated shall be signed by a general partner or the proprietor, entity a number that begins with"RN,"followed by nine respectively digits. This is not a permit number,registration number,or license number For a municipality,state,federal,or other public agency, • If this site has not been assigned a Regulated Entity the application shall be signed by either a principal Reference Number, leave the space for the Regulated executive officer or a ranking elected official. For purposes Entity Reference Number blank. of this application, a principal executive officer of a federal • If this site has already been assigned this number, agency includes the chief executive officer of the agency, enter the Regulated Entity Reference Number or a senior executive officer having responsibility for the • Do not enter a permit number,registration number, overall operations of a principal geographic unit of the or license number in place of the Regulated Entity agency(e.g. regional administrator of the United States Reference Number Environmental Protection Agency). Name Questions? Enter the name by which you want this site to be known to If you have questions about any of the information on this the TCEQ. form,contact our Storm Water Program at 512/239-4671 or look for"Storm Water"on our Web site: Physical Address www.tceq.state.tx.us Enter the physical address of the site itself.TCEQ staff should be able to use this address to find the site. Location Description Enter a physical description of the location of the site based on highway intersections and/or permanent landmarks. City,County,and ZIP Code Enter the name of the city,the county, and the ZIP Code. (Enter the full ZIP+4 if you know it.) D. Contact Give all the relevant information for the person whom TCEQ can contact if there are questions about any of the information on this form—perhaps the same person who completed the form. TCEQ-20023-Instructions(09/02) Page 2 of 2 Notice of Termination (NOT) for Storm TCEQ Office Use Only Water Discharges Associated with TPDES Permit Number TXR15•• •• •• •• •� NO i iiita 1 Construction Activity under the TPDES GIN Number •• •• •• •• •• •• •• •• `ei Construction General Permit(TXR150000) TCEQFor help completing this application,read the TXR150000 NOI Instructions(TCEQ-20023-Instructions). A. TPDES Permit Number TXR15 B. Construction Site Operator Customer Reference Number CN Name: Mailing Address: City State:— Zip Code: Country Mailing Information(if outside USA)Territory* Country Code: Postal Code: Phone Number: Extension: Fax Number: E-mail Address: C. Project/Site Information Regulated Entity Reference Number RN Name: Physical Address: Location Access Description: City* County — Zip Code: D. Contact-If the TCEQ needs additional information regarding this termination,who should be contacted? Name: Title: Phone Number Extension: Fax Number E-mail Address: E. Certification I certify under penalty of law that authorization under the TPDES Construction General Permit(TXR150000)is no longer necessary based on the provisions of the general permit. I understand that by submitting this Notice of Termination, I am no longer authorized to discharge storm water associated with construction activity under the general permit TXR150000, and that discharging pollutants in storm water associated with construction activity to waters of the U.S. is unlawful under the Clean Water Act where the discharge is not authorized by a TPDES permit. I also understand that the submittal of this Notice of Termination does not release an operator from liability for any violations of this permit or the Clean Water Act. Construction Site Operator Representative: Prefix: First: Middle: Last: Suffix: Title: Signature: Date: If you have questions on how to fill out this form or about the storm water program, please contact us at(512)239-4671 Individuals are entitled to request and review their personal information that the agency gathers on its forms. They may also have any errors in their information corrected.To review such information, contact us at(512)239-3282. The completed NOT must be mailed to the following address: Texas Commission on Environmental Quality Storm Water& General Permits Team, MC -228 P.O. Box 13087 Austin, Texas 78711-3087 TCEQ-20023(02/03) Page 1 of 1 Appendix B :910 0_1 (06 q'S'Q AVILES ENGINEERING CORPORATION A LLES ENGINEERING CORP. GEOTECHNICAL INVESTIGATION UTILITY RELOCATION MAGNOLIA ROAD -VETERANS DRIVE TO SH 35 PEARLAND, TEXAS Lee REPORTED TO S & B INFRASTRUCTURE, LTD. HOUSTON, TEXAS by Aviles Engineering Corporation 5790 Windfern Houston, Texas 77041 713-895-7645 REPORT NO. G229-02 JANUARY 2004 A LES ENGINEERING CORP. GEOTECHNICAL INVESTIGATION w— — UTILITY-RELOCATION---- MAGNOLIA ROAD - VETERANS DRIVE TO SH 35 PEARLAND, TEXAS TABLE OF CONTENTS EXECUTIVE SUMMARY . . . . . . . i 1.0 INTRODUCTION . 1 1.1 General . . . . 1 2.0 AUTHORIZATION . . . . . . 1 3.0 SCOPE . . . . . . . . . . . 1 4.0 FIELD EXPLORATION . . . . . . . . . . . . . . . . . . 2 4 1 Soil Borings . . . . . . . . . . 2 4.2 Drilling and Sampling Methods . . . . . . . . . . . . . . . 2 4.3 Groundwater Level Observations . . . . . . . . . . . . . . . 2 5 0 LABORATORY TESTING . . . . . 3 6.0 SUBSURFACE CONDITIONS . . . . 3 6.1 Faults . . . . 3 6.2 Hazardous Materials . . 3 6.3 Soil Stratigraphy • . 3 6.4 Groundwater • 4 7 0 SUBSURFACE VARIATIONS • 4 8.0 RECOMMENDATIONS . . 5 8 1 Utility Lines Installed by Open-Cut Methods . . . . . 5 8.1 1 Geotechnical Parameters . . . . . 5 8.1.2 Pipe Design . . . 5 8.1.3 Bedding and Backfill . . . 7 8.1 4 Trench Stability 8 81.5 Manholes . . 11 8.1.6 Thrust Force Design Recommendations . . 13 8.2 Sewer Line Installed by Augering Methods 13 8.21 General . 13 8.2.2 Anticipated Ground Behavior . 14 9 0 CONSTRUCTION CONSIDERATIONS 14 9 1 Groundwater Control 14 10 0 SITE PREPARATION . 15 11 0 DESIGN REVIEW 15 12 0 CONSTRUCTION MONITORING 15 13 0 GENERAL 16 14 0 LIMITATIONS 16 --- -----15 O CLOSING-REMARKS - - A LES r ENGINEERING CORP. ATTACHMENTS PLATES Plate 1 Vicinity Map Plate 2 Load Coefficient for Trench Installation Plate 3 Live Loads on Pipe Crossing Under Roadway Plate 4 Live Loads on Pipe Crossing Under Railroad Tracks APPENDICES APPENDIX A Plate A-1 Boring Location Plan Plates A-2 to A-12 Borings Logs Plate A-13 Key to Symbols Plate A-14 ASTM Designation for Soil Laboratory Testing Plate A-15 Generalized Soil Profiles APPENDIX B Plates B-1 and B-2 Piezometer Installation Details APPENDIX C Plates C-1 OSHA Soil Classification for Excavation, Trenching and Shoring APPENDIX D Plate D-1 Critical Heights Plate D-2 Maximum Allowable Slopes Plate D-3 A Combination of Bracing and Open Cut Plate D-4 Logarithmic Spiral Method For Calculating Earth Pressure Against Bracing Plate D-5 Lateral Pressure Diagrams - For Open Cuts in Cohesive Soils - Long Term Conditions Plate D-6 Lateral Pressure Diagrams - For Open Cuts in Cohesive Soils - Short Term Conditions Plate D-7 Lateral Pressure Diagrams - For Open Cuts in Sand - Long Term Conditions Plate D-8 Lateral Pressure Diagrams - For Open Cuts in Sand - Short Term Conditions Plate D-9 Bottom Stability for Braced Excavation Plate D-10 Uplift Resistance Plate D-11 Thrust Force Acting On A Bend Plate D-12 Example Thrust Force Calculation AVILES r ENGINEERING CORP. ATTACHMENTS 1 Boring data from Geotest Engineering, Inc. Report No 1140124201, dated February 7, 2003 Plan of Borings Subsurface Profiles Boring Logs B-1 through B-10 2 Boring data from AEC Report No. G126-03, dated June 10, 2003 Plan of Borings Boring Logs B-1 and B-2 Subsurface Profile A LES jimmor. r ENGINEERING CORP. EXECUTIVE SUMMARY Aviles Engineering Corporation (AEC) performed a geotechnical investigation for the replacement of utility lines along Magnolia Road, from Veterans Drive to SH 35, in Pearland, Texas. The utility lines will include sanitary sewers and waterlines. Pipe invert depths are approximately between 6 and 25 feet. The utilities will be installed using open-cut and augermg methods. A summary of our investigation, findings and recommendations is presented below 1 The subsurface conditions were investigated by drilling 11 soil borings to depths of 8 to 42 feet below existing roadway grades. Two of the borings (Borings B-2 and B-10) were converted to piezometers. The natural soils encountered within the invert depths consisted mainly of firm to very stiff high-plasticity clays with weak-failure-planes denoted as"slickensides" Such soils have a tendency to slough or cave in when not laterally confined, such as in an open excavation; the Contractor should be aware of the potential for cave-in of the soils. Fill soils consisting of firm to stiff clays (similar to on-site natural clays) were encountered in the borings to depths of about 601 1 to 6 feet below existing grade. 2 Groundwater was encountered during drilling in Borings B-2, B-3 and B-11, at depths of about 15, 13 and 23, respectively In Boring B-11, the groundwater rose from a depth of 23 feet to a depth of 3 75 feet within 15 minutes, this suggests that the groundwater is under pressure along the alignment. Groundwater was at a depth of about 3 4 feet and 10.2 feet in Piezometer No 1 (Boring B-2) and Piezometer No. 2 (Boring B-10), respectively, about 3 weeks after it was installed The depth to groundwater will fluctuate depending on seasonal rainfall and other climatic events. The Contractor should verify groundwater conditions and determine whether dewatering will be required and if the groundwater is pressurized. Groundwater in cohesive soils is typically controlled by a sump and pump arrangement. Where water-bearing granular soils are encountered, a well point dewatering system may be required 3 A review of published literature and available in-house documents did not reveal the presence of known faults in the project area. However, the alignment is located between the Mykawa, Manvel and Hastins salt domes, in the Houston area, faults are common in the vicinity of salt domes. 4 The utility lines may be installed using standard bedding and backfill of the City of Pearland Specifications. At locations where the cohesive soils have shear strengths less than 500 psf, the soils should be excavated to a minimum depth of 3 feet and replaced with properly compacted select fill. Where water-bearing granular soils are encountered within the bedding zone, standard bedding may be used if the groundwater is lowered a minimum 3 feet below the invert depth. 5 OSHA soil classifications, trench protection requirements, and design parameters for bracing for trenches 20 feet deep or shallower, are discussed in the report. OSHA requires a registered professional engineer to design the shoring or bracing system for trenches deeper than 20 feet. A LES • limor • ► ENGINEERING CORP. 6 We did not detect any evidence of hazardous material in the soil samples recovered from the borings 7 This Executive Summary provides a summary of the mvestigation and should not be used without the full text of this report. AV LES �. r ENGINEERING CORP. GEOTECHNICAL INVESTIGATION UTILITY RELOCATION MAGNOLIA ROAD -VETERANS DRIVE TO SH 35 PEARLAND, TEXAS 1.0 INTRODUCTION 11 General This report presents the results of Aviles Engineering Corporation's(AEC) geotechnical investigation for utility relocation along a 4,500-foot section of Magnolia Road, from Veterans Drive to State Highway 35 (SH 35), in Pearland, Texas. The utilities will include sanitary sewers and water lines; they will be installed using open-cut and augering methods at invert depths of approximately 6 feet and 25 feet for water lines and sanitary sewers, respectively. A vicinity map is presented on Plate 1. A report titled "Geotechnical Investigation. Magnolia Road Overpass at Burlington Northern Santa `/ Fe Railway. City of Pearland" Report No. 1140124201. dated February 7. 2003,prepared by Geotest Engineering, Inc. (GEI) for Dannenbaum Engineering Corporation was provided to AEC. AEC prepared a geotechnical report titled "Geotechnical Investigation. Veterans Sewer Line and Lift Station. Pearland. Texas", Report No. G126-03, dated June 6, 2002. Relevant information from the above reports were incorporated into this report; copies of the soil boring logs and plans showing the locations of the borings for the two reports are attached. 2.0 AUTHORIZATION Mr Eddie Kirst„ P.E., with S & B Infrastructure, LTD (S&B), authorized this investigation through S&B Work Authorization No 001, dated May 7, 2002, upon approval of Aviles Engineering Corporation (AEC) Proposal No G2001-12-07, dated December 31, 2001 3.0 SCOPE The scope of this investigation included drilling soil borings, performing laboratory soil testing and engineering analysis to develop recommendations for utility relocation. AVILES imairerj ENGINEERING CORP. 4.0 FIELD EXPLORATION 4 1 Soil Borings As requested, the subsurface exploration was accomplished by initially drilling 10 soil borings (Borings B-1 through B-10) to depths of about 8 to 20 feet below existing grades usmg a buggy-mounted drilling rig To better define the soil stratigraphy along the alignment,an additional boring(Boring B-11)was later drilled to a depth of 42 feet. The approximate boring locations are shown on the Boring Location Plan, Plate A-1, in Appendix A. Borings B-2 and B-10 were converted to piezometers upon completion of drilling. All borings (except those converted to piezometers)were grouted upon completion. Details of the soils encountered in the borings are presented on Plates A-2 through A-12 in Appendix A. Piezometer installation details are presented on Plates B-1 and B-2 in Appendix B. 4.2 Drilling and Sampling Methods The borings were advanced using dry auger and wet rotary techniques. Undisturbed samples of cohesive soils were obtained from the borings using 3-inch-diameter,thin-wall,seamless steel,Shelby tube samplers in general accordance with ASTM D-1587. The strength of the cohesive soils was estimated in the field using a pocket penetrometer Undisturbed samples of cohesive soils were extruded mechanically from the Shelby tubes in the field, wrapped in aluminum foil, and sealed in plastic bags to reduce moisture loss and disturbance The samples were then placed in core boxes and transported to our laboratory for testing. 4.3 Groundwater Level Observations Groundwater was encountered during drilling in Borings B-2, B-3 and B-11, at depths of about 15, 13 and 23, respectively The groundwater rose to a depth of 4 feet in Boring B-2 about one half hour after initially encountered. Perched water, possibly from recent rainfall, was encountered at a depth of about 1 foot in Boring B-6 On encountering groundwater in Boring B-11, we stopped drilling and measured the groundwater level at 5, 10 and 15 minutes, the groundwater level rose to a depth of 5.3, 4.3 and 3 75 feet, respectively, suggesting that the groundwater is under pressure in areas along the alignment. The groundwater was at a depth of about 3 4 feet and 10.2 feet in Piezometer No 1 (Boring B-2) and Piezometer No 2 (Boring B-10), respectively, about 3 weeks after it was installed Borings from the GEI report indicate water at a depth of about 15 to 18 feet during drilling Groundwater was encountered at a depth of about 18 to 20 feet during drilling Borings B-1 and B-2, respectively, for A LES . MEM r . Iry ENGINEERING CORP. the Veterans Sewer Line report; the groundwater rose to a depth of 12.2 feet and 8.3 feet, also respectively, within 15 minutes. The groundwater level observations during drilling indicate that the groundwater is under pressure in areas along this project alignment. Groundwater depths observed during drilling and in the piezometers are summarized in Section 6.5 of this report. It should be noted that groundwater levels will fluctuate with seasonal rainfall and other climatic events. 5.0 LABORATORY TESTING Samples from the borings were examined and classified in the laboratory by a geotechnical technician under engineering supervision. AFC's project manager assigned laboratory tests on selected samples to evaluate the engineering properties of the subsurface soils. The tests included Atterberg limits, moisture content, percent passing No 200 sieve, and dry unit weight; these tests were used to obtain the index properties and confirm field soil classification. Unconfined compression tests were performed to estimate the shear strength of cohesive soils. The laboratory test results are summarized on the boring logs, Plates A-2-ilu-ough_A-12 The key to terms and symbols used on_the logs are presented on Plate A-13-13 ASTM 1"'v test designations are listed on Plate A-14 6.0 SUBSURFACE CONDITIONS 6.1 Faults A review of published literature and available in-house documents did not reveal the presence of known faults in the project area. However, the project is located between the Mykawa, Manvel and Hastings salt domes. In the Houston area, faults are common in the vicinity of salt domes. 6.2 Hazardous Materials We did not detect any evidence of hazardous materials in the soil samples recovered from the borings 6.3 Soil Stratigraphv Based on the results of the borings drilled along the alignment (including the borings for the Magnolia Road Overpass by GEI)the natural stratigraphy consisted predominantly of an upper strata of firm to very stiff clay (CH) and sandy/silty clay (CL) extending to a depth of about 38 to 47 feet, a middle stratum of dense to very dense silty sand (SM), extending to a depth of about 53 to 58 feet, and a bottom strata of AV LES ENGINEERING CORP. very stifLto hard clay_(CH) and sandy/silty clay (CL) that extend to the termination depths of the deep borings In some bormgs, thin layers(less than 10 feet)of loose to medium dense silt exist between depths of about 15 to 35 feet. In the borings for the Veterans Drive Sewer Line and Lift Station, the clays and sandy clays extend to the 50-foot termination depth of one of the two borings that were drilled. The "CH" clays have high plasticity (plasticity Index, PI greater than 30) and shiny planes of weakness denoted as "slickensides" Such clays have a tendency to slough or cave in when they are not laterally confined, such as in unsupported excavations. Fill soils, consisting of firm to stiff clays, were encountered in some borings and ranged in thickness from about one to eight. About 6 inches of crushed limestone was encountered at the ground surface in Borings B-5, B-6 and B-8 Details of the soils encountered are presented on the boring logs. A subsurface profile of the alignment is presented on Plate A-15. 6.4 Groundwater -- Groundwater levels observed during drilling and in the piezometers are presented in Table 1 and indicate it is pressurized in some areas. The depth to groundwater will fluctuate seasonally with the frequency and magnitude of rainfall and the time of year when construction is in progress. TABLE I. MEASURED GROUNDWATER DEPTHS Boring Groundwater Depth During Drilling(feet) Piezometeric Groundwater Depth B-1 - B-2 (PZ-1) 15 feet(water rose to 4 ft within about lk hour) 3 4 feet(on 10/2/02) B-3 13 feet B-4 - B-5 - B-6 perched water @ 1 foot B-7 - B-8 - B-9 - B-10(PZ-2) - 10.2 feet(on 10/2/02) B-11 23 0 (0 min.), 5.3 (5 min.), 4.3 (10 min.), 3 75 (15 min.) 7.0 SUBSURFACE VARIATIONS The information contained in this report summarizes the conditions encountered on the dates the borings were drilled. Due to past construction along the alignment and in the area, variation in the soil characteristics should be anticipated The groundwater depths and subsurface soil moisture contents will A A LES ENGINEERING CORP. _vary with_seasonal and environmental variations, such as frequency and magnitude of rainfall and the time of year when construction is in progress. 8.0 RECOMMENDATIONS 8.1 Utility Lines Installed by Open-Cut Methods 8.1 1 Geotechnica] Parameters Recommended geotechnical parameters for the natural clays at the site to be used for the design and installation of the utility lines, at a depth of 25 feet or less, are presented in Table 2 below -FABLE Z.-RECOMMENDED--GEOTECHNICAL__DESI.GN_.PARAMETERS __Depth t)_, .So li�s._ csiption 'Total Unit We ht(pct) Undrained Shear Strength(pst) ; diction Angle.(') 0-5 Firm Clay 110 600 0 5 - 10 Stiff Clay 120 1,000 0 10- 15 Stiff Clay 120 1,000 0 15-20 Stiff Clay 125 1,500 0 20-25 Very stiff Clay 125 2,500 0 8.1.2 Pipe Design The loads imposed on underground conduits will depend on the weight of the backfill above the pipe, roadway traffic and any structures above the pipe Rigid Pipes For rigid pipes in trenches, the vertical soil load, W, can be calculated from the equation. • W = Cd y B2 (1) Where W = trench fill load, in pounds per linear foot; Cd = trench load coefficient obtained from Plate 2, y effective unit weight of soil over the culvert, in pounds per cubic foot (pcf), and B = width of trench at top of pipe, in feet AVILES r ENGINEERING CORP. The lateral soil pressure, P,, can be calculated from the equation. P, = 0.5(yH+Ps ... . (2) Where: H = depth below top of soil cover (ft) y = effective unit weight of soil over the culvert (pcf) PS = surcharge load (psf) Impact loads due to roadway and railroad traffic may be obtamed from Plates 3 and 4, respectively Flexible Pipes Deflection is the controlling factor in the design of buried flexible pipes, such as those used for water lines. Flexible pipes deflect under soil and surcharge loads, the amount of deflection is a function of the load on the pipe and the combined stiffness (modulus) of the pipe and surrounding soil. The deflection can be calculated using the Modified Iowa Formula (see Equation (3) below) and the effective stiffness, E'of the surrounding soil. The EE is a combination of-the stiffness of the pipe bedding material, E'N and the stiffness of the native soil, E'N. Long-term deflection values are typically used for flexible pipe design, these values may be obtained by applying an appropriate deflection lag factor, DL, to the short-term deflection values used in the Modified Iowa Formula. Recommended short-term E'N values for the native soils that could be encountered within the bedding zone for flexible pipe design, are presented in Table 3, these values may be applied to the equation below, to obtain the combined stiffness, E', of the bedding material and native soil. DLKW - - .(3) AX El + 0 061E I R3 where. ax = horizontal deflection of the pipe (inches) DL = deflection lag factor K = bedding constant W = load on pipe per unit length (pounds per linear inch) EI = pipe wall stiffness per inch length (inch-pounds) R = pipe radius (inches) = effective modulus of soil reaction (pounds per square inch) A LES ENGINEERING CORP. The effective modulus of soil reaction, E', may be obtained from the equation presented below- = zeta * E'B .. (4) zeta = 1.44 .. .... : (5) f + (1 44-f) * E'B/E'N where: f = B/d-1 . . . (6) 1 154 + 0.444(B/d-1) and, B = width of the trench at the top of the pipe, d = outside diameter of the pipe TABLE 3. SHORT-TERM SOIL STIFFNESS VALUES. E'N Approz..Invert Depth (ft) Soi,.Descciption Soil.St (Psi) 5-15 Firm Clay 450 5-10 Stiff Clay 600 - -------- ---- --Stiff-C—lay— __-.._. __. .-15-20 Stiff Clay 900 20 - 25 Very stiff Clay 1500 8.1.3 Bedding and Backfill Based on assumed pipe invert depths of 6 to 25 feet, soil properties obtained and groundwater levels along the project alignment, standard bedding and backfill of the City of Pearland Specifications may be used for the waterlines and sanitary sewers if the recommendations discussed below are implemented. We anticipate that mostly firm to stiff cohesive soils will be encountered at the bedding depths. However, if cohesive soils with a shear strength of 500 psf or less (due to variability in soil deposits) are encountered, standard beddmg may be used if the weak soils are excavated to a depth of at least 3 feet and replaced with properly compacted select fill. If water-bearing granular soils are encountered, standard bedding may be used if the groundwater is lowered to a depth of at least 3 feet below the invert depth. Fill soils were encountered to depths varying from 1 to 6 feet. It should be noted that the thickness, soil type and consistency may vary between borings L , It should be noted that Borings B-1, B-4, and B-5 from the GEI report indicate the presence of loose silt at a depth of about 15 feet. Silt is a difficult material to work with, it is "pumps"easily, is difficult to dewater, and loses its strength easily when disturbed. Where silt is encountered within the invert depth, A LES _ r ENGINEERING CORP. we recommend that after dewatering, the silt be carefully excavated to a minimum depth of one foot and replaced with cement-stabilized sand, replacement with select fill is not recommended since it may be difficult to achieve adequate compaction because the silt will pump. Granular soils other than silt, and cohesive soils with a LL less than 45 and a PI between 8 and 20 can also be used as backfill_material.. If cohesive soils with PI greater than 20 are to be used as backfill, they should be stabilized with lime prior to use Backfill should be placed in loose lifts not exceeding 6 inches and compacted to a minimum dry density of 95 percent of the ASTM D 698 maximum dry density at a moisture content between optimum and 2 percentage points above optimum. The lift thickness should be reduced to no more than 4 inches if the backfill is compacted using portable or light equipment. 8.1.4 Trench Stability Clay soils in the Houston area and vicinity typically exhibit secondary features such as slickensides/fissures and contain sand/silt seams/layers/pockets. The information in AEC's boring logs is based on a 3-inch diameter soil samples obtained at 2-ft intervals in the top 10 ft. and at 5-ft. intervals thereafter. A detailed description of the soil secondary features may not have been obtained due to the small sample size and sampling interval. Therefore, while some AEC's logs show soil secondary features, it should not be assumed that slickensides and sand seams/layers/pockets are absent where not indicated on the logs. To reduce the potential for unstable excavations and associated construction problems, the Contractor may wish to confirm the subsurface conditions at the project site by performing his own investigation. The Contractor should be responsible for designing, constructing and maintaining safe excavations. The excavations should not cause any distress to existing structures The Contractor should be made aware that the cohesive soils encountered at the site may have planes of weakness as discussed earlier and have a tendency to cave in when not laterally confined. Trenches Deeper than 20 Feet OSHA requires that shoring or bracing for trenches deeper than 20 feet be designed by a licensed professional engineer Trenches 20 Feet Deep or Less Trench excavations that are 20 feet deep or shallower may be shored, sheeted and braced, laid back to a stable slope, or other appropriate means may be used for the safety of workers, public and adjacent structures The excavation and trenching should be in accordance with Occupational Safety and Health Administration (OSHA), Safety and Health Regulations, 29 CFR, Part R A LES lam _ MI ENGINEERING CORP. 1926._OSHA Soil Types use in the design of are presented in Appendix C Critical Height is defined as the height a slope will stand unsupported for a short time, in cohesive soils, it is used to estimate the maximum depth of open-cuts at given side slopes. Critical Height may be calculated based on the soil cohesion. Values for various slopes and cohesion are shown on Plate D-1 in Appendix D Cautions listed below should be exercised in use of Critical Height applications: 1 No more than 50 percent of the Critical Height computed should be used for vertical slopes. Unsupported vertical slopes are not recommended where granular soils or soils that will slough when not laterally supported are encountered within the excavation depth. 2. If the soil at the surface is dry to the point where tension cracks occur, any water in the crack will increase the lateral pressure considerably In addition,if tension cracks occur,no cohesion should be assumed for the soils within the depth of the-crack. -The depth of the first waler should not exceed the depth of the potential tension crack. Struts should be installed before lateral displacement occurs. 3 Shoring should be provided for excavations where limited space precludes adequate side slopes, e g , where granular soils will not stand on stable slopes and/or for deep open cuts. 4 All excavation, trenching and shoring should be designed and constructed by qualified professionals in accordance with OSHA requirements. Plate D-2 in Appendix D presents the maximum (steepest) allowable slopes for OSHA Soil Types for excavations less than 20 feet. If limited space is available for the required open trench side slopes, the space required for the slope can be reduced by using a combination of bracing and open cut as illustrated in Plate D-3 in Appendix D A discussion of the calculation of bracing pressure is presented in subsequent paragraphs Guidelines for bracing and calculating bracing stress are presented below Computation of Bracing Pressures A logarithmic spiral method is used for calculating earth pressure against bracing for open-cuts This concept is illustrated on Plate D-4 in Appendix D For practical l application the pressure is obtained by the following relationship- ise Pa = 1 1 PA (7) AVILES 11111111111111=1M1 ENGINEERING CORP. where, Pa = Maximum Pressure (psf) 1 1 = Dimensionless Coefficient PA = Active Pressure (psf) = Ka y D where, Ka = Coefficient of Active Earth Pressure = Soil Density (pcf) - - D-- = -Soil Depth under consideration (ft) The design load (L) for struts in open-cut in sand can be obtained by the following relationship: L = 0.8 Pa cos S . . (8) Where L = Design Load (psf) tan 8 = 2/3 tan (angle of soil friction, 4) example. if 4) = 41°, 8 = 30° (dense to very dense) example: if 4) = 30°, 8 = 21° (loose to medium dense) The-above-parameters_are _generally_used__for _calculating bracing pressure within zones of clay as previously described. Pressure distribution for the design of struts in open-cuts for clay and sand are illustrated on Plates D-5 through D-8 in Appendix D If there is water behind the bracing, hydrostatic pressure should be included in the design. If applicable, sloped soils and traffic loads should also be considered in the bracing design, in addition to the above loads. Bottom Stability In open-cuts, the possibility of the bottom failing by heaving, due to the removal of the weight of excavated soil, must be considered. In clays and sandy lean clays, heave normally does not occur unless the ratio of Critical Height to Depth of Cut approaches one In silty clays, heave does not typically occur unless an artificially large head of water is created through the use of impervious sheeting in bracing the cut. This can be mitigated if a well point system is used to dewater the area. Guidelines for evaluating bottom stability are presented on Plate D-9 in Appendix D Hydrostatic Uplift Resistance Any underground structures should be designed to resist uplift based on the buoyant weight of the structures Where open-cut construction is used, additional uplift resistance can be provided by extending the foundation sufficiently beyond the outer face of the vertical walls to provide the required weight of overburden soil and soil to resist uplift. The minimum recommended factors of safety against uplift should be 1 1 for concrete weight, 1.5 for soil weight and 3 0 soil friction. Design criteria for uplift resistance is shown on Plate D-10 AVILES ENGINEERING CORP. Soil design parameters for use in computing uplift resistance as shown on Plate D-10 are presented below: Unit weight of water = 62 4 pcf Wet unit weight of soil = 120 pcf _ Submerged unit weight of backfill or natural soil = 60 pcf Submerged unit weight of concrete = 90 pcf Coefficient of earth pressure = 1 0 81.5 Manholes Manholes will be constructed at depths of about 25 feet or less, below existing grade. Presented below are geotechnical recommendations to guide design of manholes. Allowable Bearing Capacity Manholes constructed in natural soils between a depth of 5 to 10 feet may be designed using an allowable net bearing pressure of 1,500 psf; manholes constructed between a depth of 10 to 15 feet may be designed using an allowable net bearing pressure of 2,000 psf; manholes constructed at a depth of about 15 to 20 feet may be designed using an allowable net bearing pressure of 2,500 psf; manholes constructed at a depth of 20 to 25 feet may be designed using an allowable net bearing pressure of 3,000 psf These values include a factor of safety of at least 3 The net bearing pressure may be determined by. 1 Summing the weight of the load applied to the foundation, the weight of the foundation and the weight of soil backfill placed above the foundation. 2 Subtracting the weight of soil excavated from the foundation. 3 Dividing the result of items 1 and 2 by the base area of the foundation. Lateral Earth Pressure Lateral earth pressures which a soil exerts on the walls of underground structures depend on the type of backfill, method of placement, surcharge behind the wall, etc. Lateral pressures for designing the manhole walls may calculated using the equivalent fluid densities presented in Table 4 A LES ENGINEERING CORP. TABLE 4. At-rest Design Soil Parameters for Manhole Walls (no movement) SOIL TYPE Yen (pcf) Y'ea (pcf) Ko Tan 6 C. (psi) Silty Sand/Sand 60 30 0.50 0.36 0 Cement-Stabilized Sand 43 20 0.36 0.50 0 Select Fill 79 40 0.61 0.27 0 Notes: (1)y = Unit weight for equivalent fluid pressure above water level,y'.q=unit weight for equivalent fluid pressure below water level,for level backfill. (2)Ko = Coefficient of at-rest earth pressure. (3)Tan 5 = Friction factor between soil and concrete. (4)C. = Ultimate adhesion between soil and concrete (5)On-site fat clay should not be used as backfill Lateral pressure resulting from construction equipment or other surcharge should be taken into account by adding the equivalent uniformly distributed surcharge to the design lateral pressure. Hydrostatic pressure, if any, should also be considered. The lateral earth pressure at depth z can be determined by: Ph = Yht + Y' h2 + Ywh2+ Kogs . (9) where, Ph = lateral pressure, psf ( Ye,, Y'e, = as in Table 4, hi = depth from ground surface to groundwater table, h2 = z-hi, depth from groundwater table to considering point, z = depth below ground surface, yw = unit weight of water, 62.4 pcf, Ko = coefficient of at-rest earth pressure q, = uniform surcharge pressure, psf. Where wall movement is allowed, such as for temporary bracing of excavations,the walls may be designed using the parameters presented in Table 5 below TABLE 5. Design Soil Parameters for Temporary Bracing SOIL TYPE y (pci y' C' Ca 4' Tan S lc, Ka Kpa Silty Sand/Sand 120 60 0 0 30 0.36 0.50 0.33 3.0 Cement-Stabilized Sand 130 70 0 0 35 0.43 0 43 0.27 3 7 Select Fill 130 70 0 0 23 0.27 0.61 0.44 2.3 Notes: (1)y = Unit weight of soil above water level, y' = buoyant unit weight of soil!. (2)C' = Ultimate cohesion of soil for long-term condition; C,= adhesion between soil and concrete (3)4)' = Friction angle of soil for long-term condition; S =0.67 4' (4)Ko = Coefficient of at-rest earth pressure; K, = Coefficient of active earth pressure; Kp = Coefficient of active earth pressure; (5)Tan5 = Friction factor between soil and concrete. (6)On-site fat clay should not be used as backfill. A LES • .1) ENGINEERING CORR Hydrostatic Uplift Hydrostatic uplift considerations are discussed in Section 8 1 4 of this report. We recommend that the manholes be designed to resist uplift based on the buoyant weight of the structures. 8 1 6 Thrust Force Design Recommendations Thrust forces are generated in pressure pipes as a result of changes in pipe diameter, pipe direction or at the termination point of the pipes. The pipes could disengage at the joints if the forces are not balanced and if the pipe restraint is not adequate. Various methods of thrust restraint are used including thrust blocks, restrained joints, encasement and tie-rods. Thrust restraint design procedures based on the American Water Works Association Manual M9 (1979) Concrete Pressure Pipes are discussed herein. Plate D-11 shows the force diagram generated by flow in a bend in a pipe and also gives the equation for computing the thrust force. An example computation of a thrust force for a given surge pressure and a bend angle is presented on Plate D-12. Frictional Resistance The unbalanced force due to changes in grade and alignment can also be resisted by frictional force FR,between the pipe and the surrounding soil. The resisting frictional is computed as: FR = f(2We + WW + Wp) . . . . (10) Where, f = Coefficient of friction between pipe and soil We = Weight of soil over pipe (lb/ft) W,„ = Weight of contained water (lb/ft) Wp = Weight of pipe (lb/ft) The value of the frictional resistance depends on the material in contact with the backfill and the soil used in the backfill. For a concrete pipe with crushed stone or compacted sand backfill,an allowable coefficient of friction of 0.3 can be used. To account for submerged conditions, a soil unit weight of 60 pcf should be used to compute the weight of compacted backfill on the pipe 8.2 Sewer Line Installed by Augering Methods 8.21 General Most of the utility lines will be installed using open-cut methods, however, augering methods will be used A LES 11111111111=1=1 ENGINEERING CORP. at street crossings Augering _should be performed by contractor personnel who are qualified and experienced in planning, designing, implementing and monitoring the activity The soil borings for this project indicate firm to very stiff clay at the proposed augering depths. 8.2.2 Anticipated Ground Behavior A Stability Factor Nt = (PZ- Pa)/Cu may be used to evaluate the stability of an unsupported bore face in cohesive soils, where PZ is the overburden pressure to the bore centerline; Pa is the equivalent uniform interior pressure applied to the face, and Cu is the soil undrained shear strength. For augering operations, no interior pressure is applied. Generally, a Stability Factor(SF)of 4 or less is desirable as it represents a practical limit below which augering may be accomplished without significant difficulty Higher SF values usually lead to large deformations of the soil around the bore, with problems associated with increased subsidence. It should be noted that the exposure time of the face is most important; with time, creep of the soil will occur, resulting in a reduction of shear strength. The SF values will therefore -1) increase when construction is slow An SF value of 2 or less was estimated for the natural, cohesive soils encountered within the invert depth of about 6 to 25 We note that some of the cohesive soils have planes of weakness and slickensides which can cause the bore face to become unstable. If granular soils are encountered, casing or the use of slurry to stabilize the auger holes may be necessary The Contractor should make provisions for stabilizing the auger holes if such soils are encountered within the holes. Augering Pits Augering pits will be required to start and end the boring operation. It is the Contractor's responsibility to design, construct and maintain these pits with proper shoring Lateral earth pressures for design of temporary jacking pit bracing may be computed from the parameters presented in Section 8.1.5. Bottom Stability Bottom stability is as discussed for open-cut methods in Section 8 1 4 of this report. 9.0 CONSTRUCTION CONSIDERATIONS 9 1 Groundwater Control AEC recommends that the Contractor verify the groundwater conditions before starting excavation to 1 A A LES r ENGINEERING CORP. -determine if dewatering is required and where groundwater is under pressure The Contractor should be responsible for designing, installmg and maintaining a dewatering system for groundwater control and taking precautions to avoid distress to existing structures, as a result of dewatering The following discussion is intended to guide the Contractor during design and construction of the dewatering system. In cohesive soils, groundwater is generally managed by collection in trench bottom sumps for pumped disposal. If cohesive soils contain lenses or layers of water-bearing cohesionless soils, they may have to be dewatered using techniques for cohesionless soils. In saturated deposits of granular soils(cohesionless soils), groundwater is typically controlled by the installation of vacuum well points. Close wellpoint spacing is typically required if the granular soils are fine-grained. This spacing is typically on the order of 10 to 20 feet. The practical maximum depth for the use of vacuum well points is considered to be around-15-feet.When•groundwater control is required below 15 feet,deep wells with submersible pumps -have-gener-ally_proved successful_ -----.- -- - - -- Iry As discussed in Section 4.3, the groundwater is pressurized in some areas and its level varies along the project alignment. The depth to groundwater will fluctuate depending on seasonal rainfall and other climatic events. 10.0 SITE PREPARATION To mitigate site problems, which may develop if attempts are made to work the surface materials following prolonged wet weather, proper drainage should be provided to maintain a relatively dry and firm surface site prior to starting any work at the site The drainage should be maintained throughout construction. 11.0 DESIGN REVIEW AEC should be retained to review the design and construction plans and specifications prior to release to check that the geotechnical recommendations and design criteria presented herein are properly interpreted. 12.0 CONSTRUCTION MONITORING Imre Site preparation, all earthwork operations, sewer bedding and backfill and augering should be monitored and tested by qualified geotechnical professionals on a full-time basis to check for compliance with project A LES Wr 0 0 ENGINEERING CORP documents and changed conditions, if encountered. 13.0 GENERAL The information contained in this report summarizes conditions found on the dates the borings were drilled. The attached boring logs are true representations of the soils encountered at the specific boring locations on the dates of drilling Reasonable variations from the subsurface mformation presented in this report should be anticipated. If conditions encountered during construction are significantly different from those presented in this report; AEC should be notified immediately 14.0 LIMITATIONS This investigation was performed using the standard level of care and diligence normally practiced by recognized geotechnical engineering firms in this area,presently performing similar services under similar ► circumstances. This report is intended to be used in its entirety The report has been prepared exclusively for the project and location described in this report. If pertinent project details change or otherwise differ from those described herein,AEC should be notified immediately and retained to evaluate the effect of the changes on the recommendations presented in this report, and revise the recommendations if necessary The recommendations presented in this report should not be used for other structures located along this alignment or similar structures located elsewhere, without additional evaluation and/or investigation. A LES jilimir r ENGINEERING CORP. 15.0 CLOSING REMARKS AEC appreciates the opportunity to be of service on this project and looks forward to our continuing association during the construction phase of this project and on future projects. AVILES ENGINEERING CORPORATION P. r ' „' Ae,iti...h IeL4eicu...4-), 0*. fr1 •4' 0 A. Chris Onuekwusi, M.S.C.E, P.E. 0' �Proj :a D1 � . ect Manager � 99� 6481 �o,r oi Abe* -- --- ,..---it Albert A. Joseph, M.E.(Civil), P.E. Senior Engineer hoe — January 20, 2004 E Copies Submitted: 3 S &B Infrastructure Ltd. 1 File Z:\Engineering\reports\2002\G229.02F wpd L If A LES Mom I r ENGINEERING CORP. s ATTACHMENTS A LES ENGINEERING CORP. PLATES Plate 1 Vicinity Map Plate 2 Load Coefficient for Trench Installation Plate 3 Live Loads on Pipe Crossing Under Roadway Plate 4 Live Loads on Pipe Crossing Under Railroad Tracks I 1 u .W I -L— w J_ .11' JWlardvil Rd `', L�__ _ I mm— rto_EiL_ .1"7 atitne_do,GenL- A6 Rd A C— n a awa It: _ r crap S adows ��: HOIUStOII' I�__ �� a e 60 tit — J - g f Schurmer Rd „ - I itT1T1i. Sit R 5 _ t SS �+. n^ Telluay F Beltway �� , — _$ m_Houston T I W 1 o titi 11 _� F Brookside • 4 Ydlageo ?-4 _ bra .+' .. A "" o Ian ; jI- �9oksi�le fed �I J1 Lk 1I • R 'III` ! 1001 i1_- _1 5r 11 11 I �.li _ 0 11091 i, I 1 �3601 'It L ! 1i j -._.75 � 1883 '�- I __15551 tEn : `, : S< 1 18838} I II I.1 I E KIT -ow _=_-4403 r 't. L ! _ �a1 103 f f ' ___t___ sv , �� - I II r r I � ... � n � �[LGCQ�1BCeY 4� �_518:�=rli r --,, -7411S iN� -'. . i l --. t. ...di, L4111EE V Deugttery R 1 i -iiiiit--1108387 r- I, \. 74:7`I ti -nnial Park � �, tip, �'' ~ ..,::_)r48 -t---'I; I 104 143 I f T j I ` I- I' Magnolia St Magna- — 11 f al r-, .7 `\. 4r . Y 1 1 I� 1 Ii •1 i _ �II ,i � 1 II r-. — --r-eada1 Ir1 f ' , AVILES ENGINEERING CORPORATION ` VICINITY MAP UTILITY RELOCATION, MAGNOLIA RD. PEARLAND, TEXAS AEC PNO.ECY NO. DALE: G229-02 01-15-04 SCJ4E: DNAWN BY: RAM NO. N.T S. B.P.J. PLATE 1 in Values of B d J J ...a co I RI N W .A. al ea ES J 6 IF in cl IITIIMIIIIIIIIhIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ro • cl na animillmilmli . . �, N N �1'� C d for KP apd KP ■ 0.1924 minimum for granular materials without cob sion) � � � �Ili Ish.. 111101111111,1111om ._______ ..............migmummolm . �� C d for Kp and Ki 0 0.165 (maximum for sand and gravel) i C7 <' , _ur_ C , 1.r KA and Kp a 0.150 maximum for saturated lop soil) F m G4 III 1I I ak4r111111 C lim.d for Kp and KI u 0.130 (maximum for/ordinary1clay) I 5. 0N 1 EL. d tar Kp and K ■ 0.110 (moxfmum for saturated cloy) .v. 5 .p. i 7q 1111111111111111111111111111111111161111111 trt 111 3 h AV LES ENGINEERING CORP. VERTICAL STRESS. ksi 0.00 0.06 0.12 0.18 0.24 0.30 0.36 0 I 10 I �� I I i• i • • • 20- I y . y • • I W i J 0 30, • i f 1- I r r r 1 r ' r i Lai fl 40 ' 1 t I r. r r 50 i t • = 60. - legend_ -___ one poising truck - Two .passing trucks Four passing trucks Notes: 1. The vertical stress was estimated'us-mg PSI TO H2O or HS20 truck axle loadings on paved surfaces. 2. Impact factor was Included In the vertical sfreas. , LIVE LOADS ON PIPE CROSSING UNDER ROADWAY AVILES _ i� uE VERTICAL STRESS. ksf- 0.0 0.4 0.8 1.2 1.6 2-0 2_4 0 . r ' i Ii I i i 4. o i Y i / F. i / i / 0 12 / , . • H •i • •• .• / .0 .. / La :' / / 1216 • .•li• • / 7 / • • r • • It 24- - . Lagoad: -- Singii passim track Two passing track, _ --- Thr.s pas=tng tracks Notes:' 1. Ths vertical strews was ss• mated using a Coop.r E-80 loading. r 2. Impact factor was indudsd in the v.rbeol str.ss. 10 hi' LIVE LOADS ON PIPE CROSSING UNDER RAILROAD TRACKS AVILES tr ENGINEERING CORP. APPENDICES A LES ENGINEERING CORP. APPENDIX A Plate A-1 Boring Location Plan Plates A-2 through A-12 Borings Logs Plate A-13 Key to Symbols Plate A-14 ASTM Designation for Soil Laboratory Testing Plate A-15 Generalized Soil Profiles FND 5/8 - I.R. • -1 BL STA. 24+33.59 FND 1/2 " I.R BL OFFSET 36.00 LT BL STA. 11+53.50 X = 3,149,679.B317 BL OFFSET 37.61 LT Y = 13,765,452.3756 X = 3,148,400.9247 Y = 13,766,391.3646 ! I I , INTENTION 1 1 SCALE. 1"=50' CURVE DATA FOR C 1 11 — { h�. ' PI STATION = 28+67 11 k00 ~ �`> '• 2� � SIUIII DELTA = 21' 23' 00.87" (LT) �0 -55�'#-1 r _ _, �r TANGENT OF CURVE = 180.29'00.00" k0O SNEE .�- o 0 III j11'-6" ' '��- LENGTH = 356.39' SAP ZRO "T _ ;:� L.R'te-. MM: RADIUS = 954.93' 8� P e �� PAN C1 SCALE. �v^ ",_---/y �y o so I 2Do L- --_ r I I BL STA 19+00 TO 28+00 y SCALE: 1'-z00' BL BEGIN TO STA 19+00 ___ _._ 0PLAN & PROFILE SHEET #6 r^ PLAN & PROFILE SHEET #5 a! ` , .., STA 10+10, 52.52' LT � ���� • / 8' DEPTH BORING -1 STA 22+32, 26,82' LT j /� , /— �1 Jr _..:ii;00011111 BORING B-4 / 12k- �o ©T►•� CP r B-1 • ------- o B DEPTH _ rI ®����' � '��I I +p0 _-— - - 15 I130---- — { �_ � i-�C - a,. \ s 1^ B-2 B-3 I 5 STA 29+22 65.53' RT �`,r ti� STA 18+13, 33.85 RT MAGNOLIA STREET I BORING B-5 --`--- ^,' 92. STA 10+71, 47.59' RT BORING B-3 (Sr ! 16' DEPTH �- BORING 8-2 16' DEPTH ! II6 ? _�-• 20' DEPTH ` �r 1 O l 35 25 11 0)\--\0 1 0� \'E BL STA 37+25 TO 47+00 BL STA 47+00 TO END N P�NS�,c.� _-1, s VV PLAN & PROFILE SHEET #8 PLAN & PROFILE SHEET #9 II / 11 STA 50+76, 40.26' LT 1• 1 STA 35+11 121 13 LT BORING B-9 , `, BORING B-6 ` 8' DEPTH STA 53+07 54.50' RT ! -� 111 12' DEPTH BORING B-10 11 \ 12' DEPTH�11 /_ \ ^ FND 1/2 I.R. \ \\ .m ' , j BL STA. 51+96.07 1 j c� —� gl: •' ►. _ \)�\ I BL OFFSET 50.00' RT __ �_����.- �• '_ �fr—®1 / \ B-8 -�/''•',;\\\\ N X = 3,152,360.7532 \,1 1 fA�� ��` — `Ia!!• — _______ - a a i Y = 13,766,889.5823 �` • or = -- _��.1.,.r- -..x..r ': 1 0 N LIZER C L% 53 �1111, ' /�/\►fide• -�Aq!��.7� .7l�r�•r r_•-�— h•, �1iii: 11 Js--:--- i"� I'f. r �;�A���%ice jf� f - r- ' vr`.'.! i �� I I I I \ \'\„ - ± .,-_-=------- --- O Z� l� 1,�� ii MAGNOLIA STREET I ; `• Vie/ V fri ❑ STA 37+36, 185.67' RT I I y { `! • - ` I� ,6.� BORING B 7 STA 45+97 70.34 RT 1j t y I q t����� 14' DEPTH BORING B-B STA 53+04 54.50' RT I I SCALE_ 1"-50 ill 1\ •.;� 12'BORING DEPTH BORING 8-11 {I A 1I"1 / I B-7 ! 12' DEPTH --{ LA V 1i% i FND 1" I.R. QI" ' I FND 3 4 ' I.R. i •i4 / CURVE DATA FOR C2 BL STA. 36+37.82 -Ir �J BL STA. 41+39.60 I PI STATION = 39+17 18 BL OFFSET 176.33' RT O O �.• 1 BL OFFSET 49.27' LT I DELTA = 20' 46' 22.06" (RT) X = 3,150,919 72D6 T' ' I X = 3,151,300.4645 DEGREE OF CURVE = 6' 00' 00.00" Y = 13,766,593.0903 Y = 13,765,928.4196 TANGENLENGTHY = 345.21 AVILES ENGINEERING CORPORATION RADIUS = 954,93 i , \VJW -' I BORING LOCATION PLAN I !SCALE. 1"=5. UTILITY RELOCATION, MAGNOLIA ROAD o �1 � �►• - PEAR LAND, TEXAS I' �._ . NO. 1� 46'-8 PEA LAN , 1% 11 Ii/ • �'S!a'�i �_� AEC PROJECT NO. DATE SOURCE DWG.9Y. 50' ' ao� ,� G229-02 01-20-04 S&B INFRASTRUCTURE LTD. G -- - - -- - SCALE DRAWN BY- PLATE NO. 1"=200' B.P.J. PLATE A-1 MILE* I M .'r ENGINEERING CORP PROJECT Utility Relocation,Magnolia Road GEOTECHNICAL ENGINEERS BORING B-1 1 DATE 9/10/2002 TYPE 4"Auger LOCATION Offset 5' West SHEAR STRENGTH,TSF W O N2. U H z I` O c y a O Pocket Penetrometer ~ 2 DESCRIPTION } as o ;� Confined Compression Co U U a N E O° o a • Unconfined Compression g II F= H c co Elevation: a C Z, ❑ Torvane N v g N 0 0.5 1 1.5 2 a. a. o .:4 4 Fill: Stiff gray Clay(CH),w/shell •�•�•4 30 P•40•••�4 • ••�•�4 29 88 •• 10 34 66 ::;:; -shell fragments @ 4'-6' 5 ••••.� 31 :_ii__±. .:,) t••••4 7Finn tan and gray Clay(CH),w/ 92 32 60 / slickensides Total Depth of Boring=8' - 10 - 15 - 20 - - 25 - - 30 - • BORIC G DRILLED TO 8 FEbi-WITHOUT .R1LtING I-LUII5 WATER ENCOUNTERED AT FEET WHILE DRILLING s WATER LEVEL AT FEET AFTER HOURS DRILLED BY JH Drilling CHECKED BY CO LOGGED BY JH Drilling PROJECT NO. G229-02 PLATE A-2 A_ LES I r I ENGINEERING CORP io PROJECT Utility Relocation,Magnolia Road GEOTECHNICAL ENGINEERS BORING B-2 ti DATE 9/10/2002 TYPE 4"Auger LOCATION See Boring Location Plan SHEAR STRENGTH,TSF x Tow w J d U 1- Z " O = m a 0 Pocket Penetrometer e- _m g 0) DESCRIPTION o A Confined Compression ai z J U U I- 0) E m o as • Unconfined Compression '� o 1 P o Elevation:co a Li a. ❑ Torvane o v g g vi 0 0.5 1 1.5 2 'I' = a a ° 4.:4 Fill: Firm tan, gray and reddish-brown Clay :4 (CH), w/calcareous nodules 40 • i Firm to stiff tan and gray Clay(CH),w/ slickensides 43 77 • 96 34 62 5 37 1 • 37 • / Firm brown and light gray lean Clay(CL), 92 • • 46 20 26 w/numerous calcareous nodules and some to \silt -/ Stiff to very stiff light gray and tan Clay (CH),w/slickensides �/ -reddish-brown and light gray @ 13' 77 28 49 26 99 --ill-4- - 15 s Stiff brown Silty Clay(CL),w/calcareous nodules and silt seams 24 103 Total Depth of Boring=20' F 25 - ' - 30 - tiORING DRILLED TO 20 I-LE I WTI ROW- 1-LOTD WATER ENCOUNTERED AT 15 FEET WHILE DRILLING WATER LEVEL AT 4 FEET AFTER 1 HOURS -- DRILLED BY JH Drilling CHECKED BY CO LOGGED BY JH Drilling PRf_IECT ND_ G229-02 DI AT A_2 A LE, i 1 ENGINEERING CORP PROJECT Utility Relocation, Magnolia Road GEOTECHNICAL ENGINEERS BORING B-3 DATE 9/10/2002 TYPE 4"Auger LOCATION See Boring Location Plan --3`HEARSTRENGTH,TSF X Tow W J U H Z z m e 3 0 Pocket Penetrometer = I- 2 _ M w DESCRIPTION o A Confined Compression w 11 U U w coE co o o • Unconfined Compression 2 o N c coco o Elevation. a. q Z, 0 Torvane o p g g ---- ------- - - -- -- -- u0 m 0--- - N-0.5 1 1 5 2. 3 a a. ° 44.� Fill. Firm gray Clay(CH),w/calcareous 76 28 48 •�•��• 29 84 • • nodules 7 Stiff gray Clay(CH),w/slickensides 31 • - 5 30 92 , • • -tan and light gray @ 6' 85 30 55 31 ‘ • -brown and light gray,w/calcareous nodules @ 8' 22 104---- • - 10 -/ - v _ ✓� Firm brown and light gray Clay(CH), w/silt- 25 96 •• 92 55 21 34 and sand seams - 1s Very stiff reddish-brown Silty Clay(CL), 38 18 20 w/siltstone pockets 28 101 • Total Depth of Boring=18' r r20 - - 25 - - 30 - tiORING DRILLED TO 18 FEET WITHOUT DRILLING-ELM— WATER ENCOUNTERED AT 13 FEET WHILE DRILLING WATER LEVEL AT FEET-AFTER HOURS z DRILLED BY JH Drilling CHECKED BY CO LOGGED BY JH Drilling PROJECT NO. G229-02 PLATE A-4 MILE* ar I ENGINEERING CORP p ImoPROJECT Utility Relocation, Magnolia Road GEOTECHNICAL ENGINEERS BORING B-4 DATE 9/10/2002 TYPE 4^Auger LOCATION See Boring Location Plan _ -- - - .._ .. -- - — --._ -- - --- ----SHE.AR'=STRENGTH TSF m x it!LIZ , a z z m c > 0 Pocket Penetrometer I i- 2 = g a) DESCRIPTION o b, Confined Compression I U U wo o • Unconfined Compression 2 G P y o to Elevation: o- v a, ❑ Torvane o p g g ai_ . 0 0.5 1 1.5 2 `II .-1 a a. o Fill:Stiff gray and tan Clay(CH) Firm to stiff gray and tan Clay(CH),w/ 36 slickensides _ -tan and gray light 2' 37 82 • 91 32 59 9 9 Y@ 5 33 30 92 • 81 29 52 _ Total Depth of Boring.=8'_ __ - - 10 - I - 15 - 20 - - 25 - - 30 - ter: BORING DRILLED TO 8 FEET WITHOUT DRILLING-FLUID WATER ENCOUNTERED AT FEET WHILE DRILLING --WATER_LEVEL AT FEET AFTER HOURS - DRILLED BY JH Drilling CHECKED BY CO LOGGED BY JH Drilling PROJECT NO. G229-02 PLATE A-5 Mar C, I rl ENGINEERING CORP PROJECT Utility Relocation, Magnolia Road GEOTECHNICAL ENGINEERS BORING B-5 DATE 9/10/2002 TYPE 4"Auger LOCATION See Boring Location Plan ---- -SHEAR"-STRENGTH;TSF - -.. . x W J U I- Z `L O c ( o_ 0 Pocket Penetrometer ~ 2 Z m — DESCRIPTION .73 g o u, L Confined Compression U U m o . • Unconfined Compression 2 0 i o coa Elevation: a ci . ❑ Torvane n o co co _ .vi M . .0 0.5 1 1.5__.. _-2 ._ _ `? 7, o- a o Fill: Crushed Limestone w/sand. b 17 / \Fill:Very stiff dark gray Sandy Clay(CL) Stiff to very stiff dark gray Clay(CH), w/ 79 29 50 slickensides 22 5 22 102 • ' 76 28 48 27 -tan-and light-gray, w/siltstone pockets and - --calcareous nodules @ 8' 12 112 • O - 10 - -// _ _ _ Very stiff Silty Clay(CL) 39 18 21 23 107 O M 15 Total Depth of Boring= 16' 20 - - 25 - 30 - - BORING DRILLED TO 16 FEET WITHOUT DRILLING FLUID WATER ENCOUNTERED AT FEET WHILE DRILLING -V- WATER LEVEL AT F-EET AFTER -HOURS '-- DRILLED BY JH Drilling CHECKED BY CO LOGGED BY JH Drilling PROJECT NO. G229-02 PLATE A-6 A LC, 1 MI 'ir ENGINEERING CORP Iv' PROJECT Utility Relocation, Magnolia Road GEOTECHNICAL ENGINEERS BORING B-6 DATE 9/10/2002 TYPE 4"Auger LOCATION Offset 50' South SHEAR STRENGTH,TSF x Tow w a-� Zi U t- z U. O c o_ 0 Pocket Penetrometer m COz a DESCRIPTION in a Confined Compression =w =I v v a � E o d • Unconfined Compression 2 0 F- o Elevation. o_ c) e. ❑ Torvane N o 5 5 -- - - - --- - ---.._-....---------......... _. . - - -- .. 2 0. -_0_5- 1.._.-1-.5- -2 - - a o- ° �� Fill:Crushed Limestone,w/sand • • •• Fill:Very stiff gray and brown Sandy Clay = 20 J�, ,6 r \(CL) 96 33 63 Firm to stiff gray Clay(CH),w/slickensides 32 , • - 5 34 87 • • -tan and light gray @ 6' 96 32 64 37 • 35 87 • ' - 1° - 22 104 • - 78 28 50 Total Depth of Boring= 12' �—" -Perched water @ 1' - 15 - - 2° - - 25 - - 30 - BORING DRILLE D TO 12 FEET WITHOUT DRILLING`FLlmS WATER ENCOUNTERED AT 1 FEET WHILE DRILLING WATER LEVEL AT FEET AFTER HOURS -- DRILLED BY JH Drilling CHECKED BY CO LOGGED BY JH Drilling PROJECT NO, G229-02 PLATE A-7 GENERALIZED SUBSURFACE SOIL PROFILE II STATIONS 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 1 i I I I i I I I I 1 -1 1 1 I I 1 I I i L I _I 1 _1 A _II 1 l 1 II 1 i I L I I 1 1 1 I I/ - B-2 B-5Fill: Crushed Limestone w/sand. B- Stiff dark ro Clo &11 0 Fill: Firm tan, gray and reddish-brown F $ g y y (CH), w/roots, shell Soft to very stiff dark groy Cloy (CH), - 111; Firm gray Cloy (CH), w/colcoreous nodules Fill: Very still dark gray Sandy Cloy (CL) ::; ..,Cloy (CH), w/colcoreous nodules Fragments and Bond seams 72 with slickensides and ferrous stains Firm to stiff tan and grayClay (CH). Stiff grayCloy (CH), w slickensides Stiff to very stiff dark gray Cloy (CH), w/ r Stiff to verystiff dark grayClay (CH), w -with organic material 0'-4' - o-% y ( ) / slickenaidee ,slickensides y ) -light gray and tan ® 2' - w/slickensides /— - - �-light gray and ton, w/colcoreous nodules ® 4 - -tan and light gray 0 6' -with colcoreous nodules 6'-8' / - Firm brown & light gray Leon Cloy (CO. brown and light gray, w/colcoreous nodules ® 8' -ton and light gray, w/siltstone pockets / .-10 A w/numerous colt. nod. & some silt and calcareous nodules 0 8' 10- ' Stiff to very stiff light gray and ton / Cloy (CH), w/slickensides /-reddish-brown and light gray 0 12' -reddish brown and light gray ® 12: / -reddish-brown and light gray ® 13' / -with crawfish holes 13-15 Firm brown and light gray Cloy (CH), w/silt and I sand seams Very stiff Silty Cloy (CL) Total Depth of Boring a 14 - I - / %Very stiff reddish-brown Silty Cloy (CL), Total Depth of Borings 16' w/siltstone pockets / - Stiff brown Silty Clay (CL), w/colc. Total Depth of Boring = 18' - -20 /nodules and silt seams / 2D- Total Depth of Boring = 20' - • / 1 / o w / r^ w - 13 4 - z -30 30- z w _� r^ Stiff brown and light gray Sandy Cloy (CL), with - - colcoreous nodules and ferrous stains -40 % 40- Very stiff brown and light gray Clay (CH), with - - calcareous nodules and ferrous stains Z , Total Depth of Boring = 44 feet. -50 50- -6D me-µ. Legend: AVILES ENGINEERING CORPORATION 1,.;.;4 Fill Q Depth of water ..,„ .:b:.: during drilling NOTES: GENERALIZED SOIL PROFILE fj Low plasticity Z Depth of water after cloy completion of drilling 1) SOIL STRATIGRAPHY AND SECONDARY SOIL STRUCTURE (SUCH AS SEAMS, LAYERS. OR UTILITY RELOCATION, MAGNOLIA RD POCKETS OF SANDS. SILTS. SLICKENSIDES. AND FISSURES) THAT ARE DIFFERENT FROM WHAT PEARLAND TEXAS F 3Z Plezometric level WERE IDENTIFIED IN THE ACTUAL BORINGS MAY EXIST AWAY FROM THESE BORINGS. ..-- High plasticity (10-02-02) -` y"� AK PPO.ER NO [Lis s MiINQ O.,by cloy 2) ASSUMPTION: SURFACE ELEVATION AT ALL BORINGS IS THE SAME. Av0.('tICjw!r111NO CORP G229-02 D1-15 04 _.k MORIZON1A1P.r, 1"kN 1, - KNTICN I.•11 1 - to i P P J PLATE A-15 AVILES 1 r .■i ENGINEERING CORP PROJECT Utility Relocation,Magnolia Road GEOTECHNICAL ENGINEERS BORING B-7 I DATE 9/10/2002 TYPE 4"Auger LOCATION Offset 10' East SHEAR STRENGTH,TSF x To 14. W w a2i U I- z LI-z co c 3 0. 0 Pocket Penetrometer ~ 2 z 00 0 DESCRIPTION = 2 _ y o L Confined Compression J U U a E co o o • Unconfined Compression E o P P o Elevation:co n- u. Z, ❑ Torvane Nag 5 — . � .. - -0.5 - 1 — , 5 --.2 .. a a ° +'4 Stiff dark gray Clay(CH),w/roots, shell .4:; fragments and sand seams 25 Stiff to very stiff dark gray Clay(CH), w 29 90 ` 81 29 52 slickensides -light gray and tan,w/calcareous nodules - 5 @4' 34 • 84 30 93 • • 31 53 27 • - 10 - reddistr4rown-and light gray @ 12' 62 25 37 28 96 • Total Depth of Boring=14' • 15 - ✓ 2 - • . 25 - 30 - BORING DRILLED TO 14 FEET WITHOUT DRILLING FLUId WATER ENCOUNTERED AT FEET WHILE DRILLING ---WATER LEVEL AT FEET AFTER HOURS - DRILLED BY JH Drilling CHECKED BY CO LOGGED BY JH Drilling PROJECT NO. G229-02 PLATE A-8 A LES I r Nem ENGINEERING CORP bp PROJECT Utility Relocation, Magnolia Road GEOTECHNICAL ENGINEERS BORING B-8 9/10/2002 TYPE 4"Auger LOCATION See Boring Location Plan, — - -- __-_ -' - SHEAR STRENGTH,TSF x fD id idid --IN U 1-- Z 0 -E. a DESCRIPTION C Pocket Penetrometer F- 2 N o 0 Confined Compression N V rJ I-- E 0° o • Unconfined Compression 2 0 E= H a Elevation: a~ ci z ❑ Torvane C/3 CO N o 5 5 Cl,co 2 0 0.5 1 1.5 2 a a o . Fill: Crushed Limestone w/sand I1 .❖0 Very stiff dark gray Clay(CH),w/ 28 •r \calcareous nodules 80 28 52 Stiff dark gray Clay(CH),w/slickensides 30 -tan and light gray @ 4' - s 33 88 • 95 33 62 35 -reddish-brown and light gray @ 8' 29 97- • 10 65 25 40 29 --Total De ith of Boring=12' -- • -- - IP - 15 - - 20 - - 25 - - 30 - BORING DRILLED TO 12 FEET WITHOUT DRILLING FLUID WATER ENCOUNTERED AT FEET WHILE DRILLING WATER LEVEL AT FEET AFTER HOURS -— DRILLED BY JH Drilling CHECKED BY CO LOGGED BY JH Drilling PROJECT NO. G229-02 PLATE A-9 A LE, 1 ` Moriamil ENGINEERING CORP PROJECT Utility Relocation,Magnolia Road GEOTECHNICAL ENGINEERS BORING B-9 I DATE 9/10/2002 TYPE 4"Auger LOCATION See Boring Location Plan SHEAR--S-i-KENGTFl TSF_...._ ._ .._-. wJ U H Z u. O c i , 0 Pocket Penetrometer ~ 2 z 0° — DESCRIPTION } a m e L Confined Compression W U U I-w co E i o o • Unconfined Compression 2 0 i o Elevation:Cn o- u. z, ❑ Torvane N o g g .... co 2 _ O_ 0.5.._.._ 1 _ ___1.5 2 a. a. ° 444 Stiff dark gray Clay(CH),w/shell and sand 6 36 :•Ao seams Firm gray and tan Clay(CH),w/ 10 slickensides 40 80 - ♦ \:::\ -tan and light gray @ 4' - 5 - 39 94 3361 40 80 , • , Total Depth of Boring=8' - 10 - ' - 15 - ' • 20 - 25 - - 30 - - BORING DRILLED TO 8 FEET WITHOUT DRILCING`FLU115 WATER ENCOUNTERED AT FEET WHILE DRILLING WATER LEVEL AT ----FEET AFTER HOURS DRILLED BY JH Drilling CHECKED BY CO LOGGED BY JH Drilling PROJECT NO. G229-02 PLATE A-10 A LE, ENGINEERING CORP ip PROJECT Utility Relocation, Magnolia Road GEOTECHNICAL ENGINEERS BORING B-10 DATE 9/10/2002 TYPE 4"Auger LOCATION Offset 20' East _ SHEAR STRENGTH,TSF x N LL tit --I d U I- Z O c m a 0 Pocket Penetrometer I- 2 z m — DESCRIPTION _ W n = Confined Compression w C) U I-- r j E 0° o d • Unconfined Compression P P o Elevation: a r; z, ❑ Torvane o o g CO _____ ui. -2 a , - -- -0.5 -1 - --1.5 2 N - - ° -•-•- Fill: Stiff dark gray Clay(CH) Firm to very stiff gray and tan Clay(CH), wl 35 0 slickensides 37 81 • 11 35 66 - 5 37 -light gray and tan @ 6' 92 32 60 33 87 • -reddish-brown and light gray @ 8' - 10 29 95 • 75 28 47 1111.- ota-De h ofBonng= 12' - is - - 20 - - 25 - - 30 - IP° BOR �( G DRILLED TO 12 }-tt I WITHOUT DRILLING-FLl1Z WATER ENCOUNTERED AT FEET WHILE DRILLING s -WATER LEVEL AT --FEET AFTER HOURS IF---- DRILLED BY JH Drilling CHECKED BY CO LOGGED BY JH Drilling Don IFf T NA G229-02 P1 ATF A_11 MILE* I I ran ENGINEERING CORP PROJECT Utility Relocation, Magnolia Road GEOTECHNICAL ENGINEERS BORING B-11 DATE 01-09-04 TYPE 4"Auger/Wet Rotary LOCATION See Boring Location Plan SHEAR STRENGTH,TSF x Tow Li --IL,_N U F- Z co c a z co = 0 Pocket Penetrometer H 2 2 w DESCRIPTION om 4 , Confined Compression x 2 J U U P- I-- co Ti m o d • Unconfined Compression 2 a f= /- o Elevation: a ci z, ❑ Torvane rn `" co v S co. 2. ..4_ ._-. 0.5 -d---'�5--2----- `1' r -a .a ° 7 Soft to very stiff dark gray Clay(CH),with slickensides and ferrous stains 40 • -with organic material 0'-4' hIlt -light gray and tan @ 2' 45 73 103 34 69 - 5 43 • -with calcareous nodules 6'-8' IIIIh• 40 34 84 111111111 85 29 56 - 10 -reddish brown and light gray @ 12' 11 -with crawfish holes 13'-15' 99 82 28 54 40 74 IIIIiI - 15 31 90 llllllllllllh. 20 - IIIIIIIIIIIIIHuIIIIIIIII 32 10111111111111 82 28 54 1 - 23 99 • . 30 78 27 51 26 11111 IlIlOIlIlOhlIOhE -- -8O- `G DRILLED TO 25 FEET WITHOUT DRILLING FL p WATER ENCOUNTERED AT 23 FEET WHILE DRILLING -WATER LEVEL AT 3.75 -FEET AFTER 0.25 HOURS -'--- DRILLED BY V&S CHECKED BY A.C.O. LOGGED BY V&S PROJECT NO. G229-02 PLATE A-12 MILE* I ` rim ENGINEERING CORP I PROJECT Utility Relocation, Magnolia Road GEOTECHNICAL ENGINEERS BORING B-11 DATE 01-09-04 TYPE 4"Auger I Wet Rotary LOCATION See Boring Location Plan --SHEAR STRENGTH,TSFTo K w Ill 0 a�,i o.. I- z z 0D DESCRIPTION °' >; 0 Pocket Penetrometer 2 o w LS Confined Compression x U) E "J = a� o N U U a E CO o c • Unconfined Compression 2 H P o co Elevation: n. ci e. ❑ Torvane o a co g -- to : - -o - -0.5-----.1---1.5-----2— -- .- `11 -_, a a 35 '/ Stiff brown and light graySandyClayCL 9 ( ), with calcareous nodules and ferrous stains 25 99 411 / Very stiff brown and light gray Clay(CH), ✓� with calcareous nodules and ferrous stains 56 22 34 25 - P` Total Depth of Boring=44 feet. as - Isr . 50 . - 55 - - 60 - - 65 - BORING DRILLED TO 25 FEET WITHOUT DRILLING FLUID — WATER ENCOUNTERED AT 23 FEET WHILE DRILLING -WATER LEVEL AT 3.7T5=-FEET AFTER 0.25 -HOURS T. DRILLED BY V&S CHECKED BY A.C.O. LOGGED BY V&S KEY TO SYMBOLS f Symbol Description Strata symbols '•♦•♦• Fill ♦♦♦♦♦•4 High plasticity clay %/ Low plasticity clay Soil Samplers Shelby Tube sampler PLATE A-13 6 AV L ES • ENGINEERING CORP. ASTM & TXDOT DESIGNATION FOR SOIL LABORATORY TESTS NAME OF TEST TXDOT TEST DESIGNATION Moisture Content Tex-103-E Specific Gravity Tex-108-E Sieve Analysis Tex-110-E (Part 1) Hydrometer Analysis Tex-110-E (Part 2) Minus No. 200 Sieve Tex-111-E Liquid Limit Tex-104-E Plastic Limit Tex-105-E Shrinkage Limit Tex-107-E Standard Proctor Compaction Tex-114-E Modified Proctor Compaction Tex-113-E Permeability (constant head) - Consolidation - Direct Shear - Unconfined Compression - Unconsolidated-Undrained Tex-118-E Triaxial Consolidated-Undrained Triaxial Tex-131-E California Bearing Ratio - Unified Soil Classification System Tex-142-E A LES Immorda ..r • ENGINEERING CORP. L APPENDIX B Plates B-1 and B-2 Piezometer Installation Details 1' TOP OF RISER GROUND SURFACE —I � , , ,_,�� 1] ; I 11=1 I �I I ,i 11 I I 11 I I I- " -11 ] i ]�I 4-7/8"DIA BOREHOLE cr ] ] 3 ] C Cr 34, 2"SCHEDULE 40 PVC CASING 10' ] ] a A ryes BENTONITE PELLETS 20' 1 ` - f�,l - =' FILTER SAND ter: -z c ,- 0.010"SLOT SCREEN . <.- 2" DIA SCHEDULE 40 PVC CASING �=a Rr= — t ;A �• v THREADED PVC CAP AVILES ENGINEERING CORP. PIEZOMETER INSTALLATION DETAILS MAGNOLIA ROAD- PEARLAND, TEXAS PIEZOMETER BORING NUMBER. B-2 AEC Project No. G229-02 Source�'"e By AVILES ENGINEERING Date 10-01-02 JDi wn By B.P.J. I pte NO- PLATE_B-1 ) 1 �r , 2' - L j--s- TOP OF RISER GROUND SURFACE 1I1„9 Atr r11 lli ill=11' 3r= II 1I1=1I1 1I I I1 1II III a I I BENTONITE PELLETS $ ire 4-7/8"DIA BOREHOLE • �? + 2"SCHEDULE 40 PVC CASING .' 7. �. FILTER SAND 12' 10' ".4 . - 0.010"SLOT SCREEN -� -=•+ 2"DIA SCHEDULE 40 PVC CASING 5' ''_ � Y... .y M1 t; :k -iri o THREADED PVC CAP AVILES ENGINEERING CORP. L PIEZOMETER INSTALLATION DETAIL' MAGNOLIA ROAD - PEARLAND,TEXAS PIEZOMETER BORING NUMBER. B-10 AEC Project No. G229-02 Source Dwg.By AVILES ENGINEERING bate• 10-01-02 Drawney. B.P.J. Plate No.: PLATE_B-2 AVILES IMMO r ENGINEERING CORP. APPENDIX C Plates C-1 OSHA Soil Classification for Excavation, Trenching and Shoring AV LES ENGINEERING CORP. OSHA SOIL CLASSIFICATION FOR EXCAVATING, TRENCHING AND SHORING {��;��^ ..�,...::�:.....�. ....�cr:._�•:�.�:,'ei:;..?se".c•..;�zr..r�P:.wvror+:r.^'.ix..:l;rx:�.i:.3;�il:ivas-...a. B-1 C B-2 C B-3 C B-4 • C B-5 C B-6. C B-7 C B-8 C-- i B-9 • C B-10 C B-11 • C Soil Types A (q„ = 1:5 tsf or greater) B (q„ = 0.5 tsf or greater) C (Less than 0.5 tsf or granular soils) 'Note = Unconfined Compression Test PLATE C-1 A LES . 1111111111111E111"&"" ENGINEERING CORP. APPENDIX D Plate D-1 Critical Heights Plate D-2 Maximum Allowable Slopes Plate D-3 A Combination of Bracing and Open Cut Plate D-4 Logarithmic Spiral Method For Calculating Earth Pressure Against Bracing Plate D-5 Lateral Pressure Diagrams - For Open Cuts in Cohesive Soils - Long Term Conditions Plate D-6 Lateral Pressure Diagrams - For Open Cuts in Cohesive Soils - Short Term Conditions Plate D-7 Lateral Pressure Diagrams - For Open Cuts in Sand - Long Term Conditions Plate D-8 Lateral Pressure Diagrams - For Open Cuts in Sand - Short Term Conditions Plate D-9 Bottom Stability for Braced Excavation Plate D-10 Buoyant Uplift Resistance Plate D-11 Thrust Force on a Bend Plate D-12 Thrust Force Example Calculation A„opinimirdra LE ardi ENGINEERING CORP. 70 60 i 50 0 c` do c • ro h ,..-., 40 — t kW' 4a2 a0 for ae r 0 '` \o W GO` 1 30 — bY a Q U `Gi\ H �e CC U 20 10 Z50 500 750 1000 1250 1500 1750 COHESION (psf) Critical Heights of Cut Slopes in Stiff to Very Stiff Clays AV LES iirima a . r ENGINEERING CORP. Q La 0 ry 0 - m •ems / L. y; ti U .W oe Short Term Long Term MAXIMUM ALLOWABLE SLOPES A short term maximum allowable slope of 0.5(H)1(V) is allowed in excavations that are twelve feet or less in depth. Short term ' maximum allowable slopes for excavations greater than twelve feet in depth shall be 0.75(H):1(V) A LES 00 �..E r ENGINERING CORP. 40' Example: A Open Cut to 15' D=Depth with 1:1 Side Slope Bottom Width 10' 20' • Example: 1 Open Cut to 15' 1 with 10' Braced D=Depth Bottom Width 10' V A COMBINATION OF BRACING AND OPEN CUT A LES .1111111111111:1 r ENGINEERING CORP. O 1, a d Ni., W, a III I Pa I b F i Where, O=Center of spiral wedge abd, W, =Weight of wedge abd, P,=Maximum pressure, F=Reaction of surface of sliding passing through center 0, 1,=Moment arm for P„ 1.,=Moment arm for W,. a=Angle between resultant stress on plane and nomal to plane, tji=Angle of internal friction of soil. LOGRITHMIC SPIRAL METHOD FOR CALCULATING EARTH PRESSURE ,,iii AGAINST BRACING A LES ,V. r ENGINEERING CORP. • LATERAL PRESSURE DIAGRAMS FOR OPEN CUTS IN COHESIVE SOILS-LONG TERM CONDITIONS q Ground Steam i .1 i '�111-� -..J T Kb.�7IIJ L�IL AIL .... relkil co -we in H 1 -SZ .� 43 OPir . mi 1 ... I— pi ----I F-- P2 ------1 i [--- P3 --LI I— N --I (a)Soft to Medium Clay (b)Still Y (c)Water Pressure (d)Surcharge III Pressure Empirical Pressure Distributions where: . H=Total excavation depth,feet D=Depth to water table,feet P1 =Lateral earth pressure=yH-4C,psf P2=Lateral earth pressure=0.4yH,psf P3=Water pressure=y,(H-D),psf P4=Lateral earth pressure caused by surcharge=qK,, psf y= Effective unit weight of soil,pcf y„= Unit weight of water,pcf C= Drained shear strength or cohesion,psf Ka=Coefficient of active earth pressure Notes: 1.All pressure are additive. 2. No safety factors are included. 3. For use only during long term construction. 4. If yH/C s 4, use section(b), If 4 <yH/C <6, use larger of sections(a)or(b), If yH/C>4, use section (a). Reference: Peck, R.B. (1969), 'Deep Excavation and Tunneling in Soft Ground', 7th ICSMFE, State of art volume, pp.225-290. • AS LE t-r ENGINEERING CORP. . • LATERAL PRESSURE DIAGRAMS FOR OPEN CUTS IN COHESIVE SOILS-SHORT TERM CONDITIONS q Grand surface 1 i �1L�1L"mJ T hi...1:7.mmJ l.m!lI�IL"'•IL JL �,u �� �25H �r�'t(1 UM 1- Illa t D ....---- a y O.iH 1 hos\--NZ_ 0 0.T5}r LL -1- Priiiiii°1—1:25H (a)Soft to Medium (b)Se Clay (c)Water Pressure (d)Surdiarge Pressure Empirical Pressure.Distributions where: H=Total excavation depth,feet D=Depth to water table,feet P1 = Lateral earth pressure=yH-4S„,psf P2=Lateral earth pressure=0.2yH,psf P3=Water pressure=y,,,(H-D),psf P4 =Lateral earth pressure caused by surcharge=A,psf y= Effective unit weight of soil,pcf y„=Unit weight of water,pcf S,=Undrained shear strength=qJ2,psf q„=Unconfined compressive strength, psf Ka=Coefficient of active earth pressure Notes: 1.All pressure are additive. 2. No safety factors are included. 3. For use only during short term construction. 4. If yH/S„ s 4, use section (b), ,„i, 1f 4 <yH/S„<6, use larger of sections (a)or(b), If yH/S,,>4, use section (a). Reference: Peck, R.B. (1969),'Deep Excavation and Tunneling in Soft Ground",7th ICSMFE, State of art volume, pp.225-290. A LL ES ENGINEERING CORP. LATERAL PRESSURE DIAGRAMS FOR OPEN CUTS IN SAND-LONG TERM CONDITIONS 9 Gard Surface a f • 111-41 • a 1 •r ... I -r co 1 H H SL y 1 (a)Sand (b)Water Pressure (c)Surcharge Pressure Empirical Pressure Distributions where: H=Total excavation depth,feet D=Depth to water table,feet P1 = Lateral earth pressure=0.65*yHK., psf P2=Water pressure=y,,,(H-D),psf P3=Lateral earth pressure caused by surcharge=qKK,psf y=Effective unit weight of soil,pcf yw=Unit weight of water,pcf Ka=Coefficient of active earth pressure=(1-sincp)/(1+sing) cp=Drained friction angle Notes: 1.AU pressure are additive. 2. No safety factors are included. 3. For use only during long term construction. Reference: Peck, R.B. (1969), 'Deep Excavation and Tunneling in Soft .Ground', 7t' ICSMFE, State of art volume, pp.225-290. AVILES ENGINEERING CORP. LATERAL PRESSURE DIAGRAMS - FOR OPEN CUTS IN SAND-SHORT TERM CONDITIONS 4 Ground Surface _IL o H H -� I— PI —I I— P2 __ 1--P3 --I (a)Sand (b)water Pressure (c)Surcharge ressure Empirical Pressure Distributions where: H=Total excavation depth,feet - D=Depth to water table,feet P1 =Lateral earth pressure=0.65*yHKa, psf P2=Water pressure=yw(H-D),psf P3=Lateral earth pressure caused by surcharge=qKo, psf y=Effective unit weight of soil,pcf Yw=Unit weight of water, pcf =Coefficient of active earth pressure=(1-sincp)/(1+sing)) =Undrained friction angle Notes: 1 All pressure are additive. 2. No safety factors are included. 3. For use only during short term construction. Reference: Peck, R.B. (1969), 'Deep Excavation and Tunneling in Soft Ground", 7'ICSMFE, State of art volume, pp.225-290. AVILES ENGINEERING CG RR • r`%'-'I B ,r""'I r_ ► a b�c a' Fa r1 D M ClLI_IN fc D .. .. 04Sisb.MI c, d, DI 4 Factor of Safety against bottom heave, F.S= Nc.0 (y.D+F) where, Nc= Coefficient depending on the dimension of the excavation(see Figure at the bottom), have C= Undrained shear strength of soil in zone immediately around the bottom.of the excavation, y= Unit weight of soil, D= Depth of excavation, P= Surface surcharge. If F.S.<1.5,sheeting should be extended further down to achieve stability _ C D+P)-Nc 5(y. . DepthofBusiedLength,(Dr)=1. ,Dt25fi. 1� (CAB)-0.5y Pressure on buried Iength,Ph; For D,<0.47B ; Ph= 1.5 D,(y.D- 1.4 C.DB-3 14C) For D,>0.47B , Pb=0.7(y.D.B-1 4 C.D-3.14C.B) where, B=width of excavation Gnaw arwar!!84.•to 9 a 7 6 ort2InfinitelyInfinitelylong 82.0 _- - - 61 S 4 NB 0 I 2 3 4 s e = BOTTOIV STABILITY FOR N,rectangular=(0.84+0.16B/L)NN square BRACED EXCAVATION AVILES 0=11111=1=iii - EnntEiRin+G CORP. (b)Weight ofBackfill Above Base (c)Soil-Wall Friction Plus (a)Dead Weight of Structure Extension Phis Dead Weight of Structure Dead Weight of Structure ✓ v _ ��q i 4 I °Qi O O I0Q i0E v —A v v ► i ` WI, 0 0 w b F i��i F H .e_ - - ��� ��� r i� r •9, We _ - IQ0 We Del W ,Ii SoilLayer="n" 00 vIoO0 vOOvOOv efa�9e_s 0 VI a r Pw Iii111� Pw A A 'f 4 �w+ti F. F. F. P.=BY. P.=Hy. P.=Hy. F,=Abp. F■=Abp. F■=Abp. We=StF. _ We+Wb=S1F, We+F,=SEF, • For Cohesive Soils,Fr=a calk. For Cohesionless Soils,Fr=p,Ktan3,A, Where: Ab = area of base,sq.ft. Am = cylindrical surface area of layer'n',sq.it. c = undrained cohesion of layer an',psf F. = hydrostatic uplift resistance,lbs Fr = friction resistance,lbs H = height of buried structure,ft K = coefficient of lateral pressure=0.5 pw = average overburden pressure for layer"n',psf Pw = hydrostatic uplift pressure,psf Sf = factor of safety Wb = Weight of backfill above base extension, lbs We = dead weight of concrete structure,lbs a = adhesion factor=0.5 6, = friction angle between soil layer"n°and concrete wall,degrees=0.754), Y. = unit weight of water=62.4 pcf UPLIFT PRESSURE AND RESISTANCE AVILES ENGINEERING CORP. THRUST FORCE CALCULATION 0 P*A. V .— T. -- --X A T T . r T=2*P*A*SIN(0/2) Tx=P*A*(1-COSO) Ty=P*A*SINO A=(90-0/2) Where: T = resultant thrust force T== thrust force component along the X axis T,= thrust force component along the Y axis P = maximum sustained pressure A= cross-sectional area of pipe=(II/4)*(D)2 D= inside diameter of conduit 0 = angle of bend A = angle between X axis and T V= fluid velocity AVILES ENGINEERING CORP. Thrust Force Example Calculation, T = 2*P*A*SIN(0/2) Tx = P*A*(1-COSO) Ty = P*A*SING Where: T = resultant thrust force TX = thrust force component along the X axis Ty = thrust force component along the Y axis P = maximum sustained pressure A = cross-sectional area of pipe=(II/4)*(D)2 D = inside diameter of conduit 0 = angle of bend Given: D =24",P=200 psi, O=60° Find: T, T.and Ty - A = (II/4)*(24)2=452.39 in2 T = 2*200*452.39*SIN(60/2)=90,478 lb Tx = 200*452.39*(1-COS60) =45,239 lb Ty = 200*452.39*S1N60 =78,356 lb A LES ENGINEERING CORP.---- - - ------ ---- ATTACHMENTS l 1 Boring data from Geotest Engineering, Inc. Report No. 1140124201, dated February 7, 2003 Plan of Borings Subsurface Profiles Boring Logs B-1 through B-10 2. Boring data from AEC Report No. G126-03, dated June 10, 2003. Plan of Borings Boring Logs B-1 and B-2 Subsurface Profile A �S • ENGINEERING CORP. 1 Boring data from Geotest Engineering, Inc. Report No. 1140124201, dated February 7, 2003 Plan of Borings Subsurface Profiles Boring Logs B-1 through B-10 /L/..... / ii ! 1 • I 1 I' I BORE HOLE tB-1) s7a 20�00.0o ; ; el -STA 29.13. 95 BEGIN PROJECT 20.52' L7 0912-31-096 — -- — _. ri •_•,_ ._..• BASELINE WOOL) - il• l I •AE . �4 MAGNOLIA ROAD t11GCl) � •.�.�`���• •� •�.•i�i• 1 `� =�r�p •axe.. s 1 - -- --'--. � - '_ \ • • � -i-- —9.—.. L—� z--.va_M T _4- - — — — — — � � ^ _- - - _ ��-� I �o`— d--._�.-__.__:=�_ = • r O h d ••� C 1 ! �'' i ! ! Trl i s doaarcnt i;Ire; I eosed by •%. �•'��• o. I Jatln R. Sveed 67761 on '•+•;••� _ 'r.•�.•�-i r' I 1 p psr 15. 200 or Interim ~We Is 1••�•..,.. - ,i .r-' 1 y i I tauter. �'�" • -•�( j I 1 ' li Is not intended to De used f� � 1 �f;; I i rAnstruct{tx� D{d01tp. pera►Ittlnp id t; I I�I or for any Other DurI7 • �i 1 r. { { €'' • I 1 I e 1 1 1 DANNENSAUM ENGINEERING CORPORATION 1I S 1 3I00 W.AI/M1M Hamm ix 7709e 713.59C1570 I Hpy1ON p t p•UAS fIRI WOR01 R OGRNCE`MI T I ARS 'm loot ,T®xss D�PeAm�nt or TransPertetion 0 Is YAGNOtIA ROA il PLAN OF BORINGS 0R S FIGURE 2. ,1 SNEET I Of 5 _= 0099t20011. ..n ®®© .vr..o. ! un1 oe•"1/Ma • • OUTFALL CHANNEL MATCHLINE STA 20+00 (SHT 4 OF 5) " ` 1 3 in, ; :i1 'I 1 1 'III . hi ' •1, w.• 1 } III . ` �,I „,/ I I Nd i 1 1 '�� = ° li 1 •r I I .lIIi � 1i ; BORE HOLE (B-7) . . I 1+ q __ OUTFACE CHANNEL � I I}}} i r `-- 52A739•5O_ BASE I N 1 I III Ii ` • I �- ill 1 -___, :: 1 � iI + j• _,. 1 1 ;III ; 1 1 , / :I : 4 . II / of i 7illI 1 ! `, BORE HOLE (B-5) / .,� I ' j t �.4Jf : '. IIiit. : — BASELINE IMGCI) 27 1 BORE HOLE l8-33 / i. :4; � _',.. 1; i> ! i ' I 1 STA 34.18.91 �% ••• :• III / ;j 50.01 ' LT r', ‘1' R j' I c �! l l / BASELINE (MGCL)+ ` .• �' ,;�I t I I ! _ _ _ i i (`; 1 t '.� / Iil ��'��.� I 4 MAGNOLIA ROAD 7tMGCL '•''�,- �`` ► i I _ - -r -� "WC 0SCALE • 1 lOo^� ,� ~• ii I 1 I r •Otl -+�-�i. it -wt./ • 11 iir ill I "' lid 1 i ,.. 4./ow 4111 .... NE,A=Ine .., illiP 1 1-4V11111111111111 -,17.14:::::?N." 8 4. aft,..... 41111 - -4-_::•••••:.Z;'• 41 CV ��� u i _ _ TT..I1�"aa�"'`��`�� 1 �� -r- ThlaJan R: tl. PE e67T61 on I— _-"'-— amiiimi ��= hk ��` ! 1 —�c QQ - ��—_ - iiiiiiiiil : - Th 1 a C• Iree 1 s re l 1161 by ' � �t j► 1 .� i p I N� i • 1 r 15. oD f In Z — rr_ '� I 1 ,' I i I' I � " - � '{� �' Q review. 2 2 or Interim 1'i ___ . -— —-—-'-- ,� f; i 1 __-I ;1 •+�I• e • ,� 1 P �� _ �� _ _ \�; I t I s rot-Intended to be used 1 _��ti ff ! •l .,�; !I. �.. -�,_ U1 construct Ion. D1001np, permit!! —I - B► / / ,` 1 •• Ij .�tI t t 1• �►. O 1 or for any other purpose. `v___ •ram !. ( i / /. i Nr � I , 1 I f! y• \ .,.dA. �� ma •11/I �`-4� / j ; 411 1 2 SI. '\ • '. .o is . PA .. - , • r 1' ! 1 I II!I 1 !/ : I. . ., • ..,.1 . Q n _> � ifitill ! 1 I_ , j, 1 ; 'r ; • i � DANNENSApM ENGINEERING CORPOR i o�-..�� ���_i- _ \� _ !' I •;itt r ��/ �1�f almw.uAvuA Haataiunove n3.saav oI.-Pi 1/1 `-• '-� � - - —�` f,'�•I' II !''_ '�• •� j t. //' BORE HOLE (B-I) Names N�lI auw5 roalwar►M aocw.w • ,`'_' _ ----- ---- 1; ,•1• !I -",.;.-/ r �'�� i�/j 58A21 ' RTC / aep ro�renrorm.n�orJ ..... _;.�_; -�ipl ` ? BASELINE cMGCL) MAGNOLIA ROAD � � NI - "' ``� �� PLAN OF BORING' A ;! -' --.-�' ,- FIGURE 2. 2 NN BORE HOLE lB-2) -- ' � ! ,I I ( / No STA 32. 12. 83 0. - + CCC I. : i ..N 27. 99' RT I I 'r�_ l f % SHEET 2 o- N- BASELINE IMGCL) oo• '( - -_ 2'a WM ^b+=�1,.,�• • M• 1 ~v �f/ o/ 10d � i _ 6 ExAS Cu99l�o0f I \ BORE HOLE (B-6) II STA 42•13. 86 I •• ,\• 52.21' LT , i� -/�-' J-�� ••�..._ �\ \ STA 52.36.59 BASELINE (MGCL) ��:� �� •• '., P , ; END PROJECT { { I j \ 0912-31-096 ‘.\ • + .. •1. .ffrniP.V.A.. ,r ....A.-- ! "\\\ , : .., \ \\\ \ :\ ..-----"\ ) I— 6IA6NOIztA ROAD_mec— '— — -- '4s� / s 3 "_�-- ---- - 'i---�r - • — ---..enu ie.o y' --' --- ---- — — --- --- ---M S6'-43• In- F:-Vie% / ae LIMA mew Z -- -�-------�-- -----``- _—_---------� ------------ _ -P��— ----� r.- - -_...—, tea. _—_1s•.+�i-r.«.-�.��...wok ...a�. -.1.�•• .�� v--r e-�� ---i-- i- a ,,�__ r �..�.�.j:-..- I f i 1• _-V---- --_ s L } (I.-- -= j ` i I swnauP SERVICE 1 ��..�••'T f:�:�. In 1 \ I--.- I .1"''... ••••••_"...1••- • i\ :\\1/4 . \ ‘ .1/4 1_—.--- ! \ \\:::\\\ .\ I -- i SCALE ■ I• • t 00' i1 I 1 `` �� !`\ { 1 ' `�� { Thl s document Is re I eased by John R. Speed. PE •67761 on Decenter IS. 2002 for Interim review. ___ _.__._..__-_- -- it 1s not Intended to be used for construction. bidding, permitting or for ony other purpose. DANNENBAUM ENGINEERING CORPORATION 31m W.NM■2M M0167011,IX 77096 713.520.9570 MYRO( N M DIVAS Ma WOgM WO GRAKIE VALLEY 41 2c■2 Air Tares Department of Transportation MAGNOLIA ROAD PLAN OF BORINGS FIGURE 2. 3 SHEET 3 OF 5 :IVO SPITE PROJECT ORME■ a• 6 ELAS 0499(200) ea „.„ =mai I coal5ECr.I JOB Y • I A 1 /\ . . . in I I l O If i I I m N I I I r. I. i i i En I I i c--) • T I I I a r_ ----.... .. .- -0 . I •/ --- _._-__..-._— --�. - --_ + i i FORE 1 OL-E -tB-8) _ j m o OUTFALL CHANNEL r • N R OUTFACE CHANNEL i i STA 25+51. 36 I Q • i 57.23' RT BASELINE # r n 11) / / i• c-) J — — — — --- — —_-- I-_� � —= LIB —••—••—•• —•. ••—.•—••—••— —•.—•.— •• • •• •• — — •-•. '{— — • • ••-••-•.-•••••••--• •-••-.•-..--.•-•.-•.-..-- •• •-••-• hoc• ern s-.•-i r Z •...m . - f m;Fr-_ • h .-------- ;I I I i _• • 1 _ Q -•—••—'--•---'—••—••—•--••—••— ••—.Z•. J r -ease -- - �J AV, --------•-----•-_ a W �Gt - - _ - - _ + Z -- - \ . -- — O Z 0 SCALE E 1' • 100' < -- _ . .- �._. .--.—a _ • - • - - - - Cuoi "Co J i/ —1 _J t Q ' U1 IJ O This document 1s released by John R. Speed. PE 1167761 on i� -I, reviler 15. 2002 for Interim O It Is not intended to be used ' LPconstruction. bidding. permltt or for my other purpose. DANNENBAUM ENGINEERING CORPOR 71031Y.MAMA 1i71Z1014 7X 7777E 71152C.1 C p Housio/ AWN 6WA5 FORT MO EN RIO GUANO f ea Sass Dopartrnalt of Trsnspor WGNOLIA ROAD Plo PLAN OF BORINGS Pa de PI FIGURE2. 4 O of SHEET 4 %N No.N. LI 0- 6 TEXAS CM9912001 7N. .••a i—o na. town I wra sccr. �oe j u• / ul `® Li O ! v E- N BORE HOLE (8-10) OUTFALL CHANNEL STA 37+ 15. 34 0 - 40.52 RT BASELINE .O . - + _ . .- _ BORE HOLE (B-9) - - M OUTFALL CHANNEL 4 OUTFALL CHANNEL STA 31 +49. 54 FQ- 51 . 42' RT BASELINE .; If T Z • Z - __ _ - _ _ = r _ -- Q :—_ i I _�_ + SCALE . 1- • 100• 2 U + i r1 I �� J • r -J t • Q Li This dot Is released by H John R. Speed. PE 867761 on 0 December 15. 2002 for Interim review. It Is rot Intended to be used fa construction. bidding. permlttln or for or/ other purpose. DANNENSAUM ENGINEERING CORPORAT MCI W.&M MMs HOtz o.L U 777G! 713.5=957: Hasson MERN MIAS FORI WO RN WO GRAN7EV m2CW TfIMIS Department of Transportaa `) MAGNOLIA ROAD . PLAN OF BORINGS FIGURE 2. 5 SHEET 5 0 a la Inv a N10.I[CT R.![. s • 6 TEXAS CU9912001 w rM i C.INTR COIL SECT.I d0. Nwr 1 n• MAGN 1 50 B-1 8-2 8-3 8-4 B-5 B F 50 st - = st-v/st st-v - s st Q / szs s CH /CH CH -: CH / CH CH Q / V/St V/St // v st / /� Lo I l ML St-V/St CL St e CL M/De f 2. Lo I I ML V/St So ✓✓/r CL- - 30 30 - 1 1 V/St CL ^/ / V/St CL-ML /CL ML •V/St-Hd V/St-Hd V/St-Hd V/De ; •- ML V/St-Hd St-V/St ppo CL /CHCH ; •^``. V/St-Hd CL CH CH CH CH V/St-Hd / / ML 5t De ;. �, ML V/St CH V/St V/St V/St CL CL 10 - V/St-Hd le V/St-Hd CL :i CL lid , V/St CL / De-V/Deb Y� / /CL Hd.:'_ •CL - 10 / CL De_V/pe ;.. De-V/De • xis ML / ,11. .,`ti• De-V/De -,• •; De 4, ^SM .:. '�l• •: ::: . .� .I • .1•,.•1' V/St-Hd %/'. V/st-Nd j'F -10 -to rh'V/st_Hd ' v/st-Hd r/CH z / / id CH CH ✓CH Z 0 Hd Ad. J - - -30/.r -. / / // // 0lal La -30 w -50- - -50 -70- - -70 --90 -90- BORING LOG PROFILE GENERAL NOTES. 1 See Figures 2 1 thru 2.3 for approximate location of borings. BRIDGE OVERPASS 2. Data concerning subsurface conditions have been obtained at boring locations only Actual conditions between borings may differ from the profile shown here. 3. See logs of boring for detailed description of soils encountered in each borehole. 0 100 200 300 400 4 See Figure 4 for symbols and abbreviations used on this profile. - 5. Ground surface elevation at each boring location was based on survey data provided MIIIIIIIM to us by Dannenbaum Engineering Corporation. - HORIZONTAL SCALE IN FEET Job No. 114 a Geotest Eragi7zeerang, Inc 013 201 FIGURE 3 1 I 50 50 8-7 B—S 8-9 se — 8-10 / V St—v t Q 40 - CHSZ , CH // _ CH - 40 V/St CH St-V/St / Q M/De..1'.• M/De .1. • y/gt 1 30 - //// .1"`SM :P .SM /,CL - 30 «. St CL • .,` V/St -- ----- --- -' - -—•- -------_ •-'- -' - -•'_ ---- _-- --•-- /CH - ----- Y0 - - 20 Ui w w L.L. W V_ Z Z_ z 0 0 Q P W-j 10 — .._ .- ------ .1 O W -- '----' 0 - - 0 -10- - -10 -20- --20 BORING LOG PROFILE GENERAL NOTES. 1 See Figures 2.2 thru 2.5 for approximate location of borings. DRAINAGE EASEMENT 2. Data concerning subsurface conditions hove been obtained at boring locations only Actual conditions between borings may differ from the profile shown here. 3. See logs of boring for detailed description of soils encountered in each borehole. 4 See Figure 4 for symbols and abbreviations used on this profile. 0 100 200 300 400 5. Ground surface elevation at each boring location was based on survey data provided to us by Dannenboum Engineering Corporation. HORIZONTAL SCALE IN FEET Job No. 1140124201 Geotest Engineering, Inc. FIGURE 3.2 mot,- DRILLING LOG 1of1 County Brazoria Hole B-1 District Houston Highway Magnolia Road Overpass Structure Bridge Date 8-30-02 ;ion 2.03 Control Station 29+13.95 Grnd.Elev 46.59 ft Offset 20.52 ft LT of BL GW Elev 43.69 ft Triaxial Test Properties L Texas Cone Lateral Deviator' Wet Elev 0 Strata Description Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (Psi) (Psi) (roof) CLAY,stiff,dark gray(CH) 32 w/grass roots 0'-2' dark gray&gray 2'-4' 0 12 26 65 40 116 30 66 41 gray&yellow 4'-10' slickensided 4'44' 5 5(6)7(6) w/ferrous&calcareous nodules 27 &ferrous stains 5'-15' 0 8 ,.._28 63 39 115 10 10(6)9(6) very stiff,reddish brown& gray 10'-15' 27 - --- - • — --• ---- --- - 15 30 i8 50 4 124 --• .6 15 . 7(6)9(6) . SILT,loose,brown,wlsand(ML) 23 %passing#200 sieve- 31% 1.6 /° CLAY,silty,very stiff, brown 20 11 23 34 16 119 w/clay&silt seams 18'-20' 14(6)17(6) rr-r1 i.6 20 CLAY,very stiff to hard,reddish brown,slickensided,w/ferrous 26 _ stains(CH) 25 33 _26 65 40 120 , 5 10(6)14(6) 4.1 , SILT,reddish brawn(ML) 20 %passing#200 sieve=86% 6.6 30 38(J 44(6) SILT,sandy,dense,gray&brown (ML) 21 %passing#200 sieve=53% 1.6 35 16(6)20(6) _ slickensided,wlsilt seams CLAY,silty,very stiff to hard, 35'-38' / reddish brown,gray&yellowish 38 33 18_ 48 31 125 wlsand seams,ferrous& brown(CL) calcareous nodules&ferrous / 19 _stains 35'-06.5' aiii 22(6)29(6) 1 42 24 19 37 22 128 21 I. 45 27(6)38(6) 1 10 1 50 . I 55 I •IO - - Remarks:1)Dry auger to 15.0 ft.,wet rotary from 15.0 ft.to 46.5 ft.2)Free water 1st encountered at 15.0 ft.during drilling;after 15.0 I ) min.at 2.9 ft.3)Hole open to 45.0 ft.at end of drilling. I Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location twhere'this information was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,andfor construction activity 1 f. DRILLING LOG ' of County Brazoria Hole B-2 District Houston kilit e Highway Magnolia Road Overpass Structure Bridge Date 8-27-02 Tion 2.03 Control Station 32+12.83 Grnd.Elev. 47.34 ft Offset 27.99 ft RT of BL GW Elev. 44.34 ft --' Triaxial Test Properties L Texas Cone Lateral Deviator Wet Elev O Strata Description Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (psi) (psi) (pcf)1. _ CLAY,stiff to very stiff,dark 18 wlgrass roots 0'-1' gray(CH) wlgravel 0'3' _✓ 28 slickensided 2'-15' 0 21 24 72 45 116 wlferrous nodules 8 ferrous 5 5(6)5(6) stains 3'-15' 30 -, w/calcareous nodules 8'-15' 0 20 28_ 62 38 118 10 -, 7(6)8(6) "., 27 56 34 =.0 _-_. .---- --- --- - --•-- ---------- --•-reddish-brown4-gray,-w/silt--. 15 16 28 118 seams 13'-15' 2.3 15 9(6)9(6) CLAY,silty,stiff to very stiff, . brownish gray(CL) t9 whiff&sand seams 18'-20' 29 12 19 28 11 125 �.3 20 15(6)21 (6) CLAY,very stiff to hard,reddish 1/ brown&gray,slickensided, 76 wlblodry structure a ferrous stains(CH) 25 33 23 50 _29 120 25 14(6)17(6) 1 26 CLAY,silty,stiff,brown,wlsilt 30 10 20 23 5 125 30 -� 12(6)15(6) seams(CL) 5.8 � wiferrous&calcareous nodules CLAY.very stiff,gray a yellowish 21 &ferrous stains 315-35' brown,slickensided(CH) 35 49 19 51 31 125 -✓ 20(6)27(6) wlferrous a calcareous nodules 2.3 35 CLAY,sandy,very stiff,grayish 3538' yellow,wlsand seams(CL) 38 30 18 26 6 126 '3 SAND,silty,fine,dense to 16 %passing#200 sieve=20% •. 50(5)50(3.5) very dense,gray a brown(SM) 1 40 • 4. 18 45 J.;.., 48(6)50(5) 1: `- -tl," 26 %passing 0200 sieve=25% ~•:. 50(2.5)50(1.75) 1 50 1' -I _ 19 55 • `. 50(2)50(1.5) - • -~ • 1 CLAY,very stiff to hard,yellowish 60 33 21 122 �60 p 15(6)20(6) brown 8 gray,slickensided(CH) _ w/ferrous•nodules&ferro, 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 15.0 l' min.at 10.2 ft.3)Water depth at 3.0 ft.,hole open to 72.6 ft.at on 8-28-02. 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,and/or construction activity. r,.:::,...r,n.....cnv r-enrar, Loaner John Gentry Organization:Geotest Enaineerina.Inc. DRILLING LOG 2of2 County Brazoria Hole B-2 District Houston Highway Magnolia Road Overpass Structure Bridge Date 8-27-02 'ion 2.03 Control Station 32+12.83 Grnd.Elev 47.34 ft i Offset 27.99 ft RT of BL GW Elev 44.34 ft Triaxial Test Properties L Texas Cone Elev. O Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (psi) (psi) (pcf) CLAY,very stiff to hard,yellowish stains 60'-68' brown&gray,slickensided(CH) -26 "/ 65 42 20 125 28(6)36(6) 18 wlcalcareous nodules 66.5'-70' 70 56 16 125 '.7 70: 26(6)38(6) w/ferrous&calcareous nodules CLAY,silty,hard,yellowish &ferrous stains 70'75' brown&gray(CL) 17 75 55 16 130 75 24(6)31 (6) )2 80 — 90— -- 95 — • - .-. -. _ �. 100- _.- 105 110- 115- 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 15.0 min.at 10.2 ft.3)Water-depth at.3.0 ft.,hole open to 72.6 ft.at on 8-28-02. Any ground water information-provided-on-this-boring-log-is representative of co nditions: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 Arnnninnfinn•Panted C..... • b.� ,E- DRILLING LOG 1 of 2 County Brazoria Hole B-3 District Houston itire Highway Magnolia Road Overpass Structure Bridge Date 8-28-02 ion 2.03 Control Station 34+78.91 Grnd.Elev. 47.52 ft Offset 50.01 ft LT of BL GW Elev. 40.72 ft L Triaxial Test Properties Texas Cone Lateral Deviator Wet (ft) G Penetrometer Strata Description press. Stress MC LL PI pen. Additional Remarks (ftl lost) (Psi) , (pcfl _ i FILL limestone,gravel&sand 19 *grass roots 0'-2' CLAY,stiff to very stiff,dark gray S gray,slickensided(CH) 0 11 36 98 64 107 brown&gray W-11' 5 lfe 4(6)5(6) yellowish nodules&ferrous 36 stains 5'-15' 0 7 35 91 59 111 _ 10 5(6)5(6) wlcalcareous nodules 10'-15' _✓ brown&gray,w/silt 25 seams 1,1'-15' ---•_-____ ----pl�--- - - --- - ------.. - -- 15 16 29 68 43 115 .5 15 �'J 9(6)11 (6) -� CLAY,silty,stiff,brown 8 w/slltstone 16'20' gray,wlsilt seams(CL) 18 20 14 • 20 30 11 125 20 10(6)9(6) 26 w/blot:ky structure 21.5'�0' CLAY,very stiff to hard,reddish wflerrous stains 23'43' brown,slickensided(CH) J 25 35 26 70 39 121 1602 5 " 14(6)19(6) - - - /-• 25 11 30 36 28 71 45 116 17(6)20(6) reddish brown&gray,w/ ferrous nodules 30'-33' 20 - / -. very stiff,gray 3 yellowish 35 43 16 58 37 128 brown 33'-36.5' 35_� 13(6)17(6) I' j CLAY,sandy.very stiff to hard, 16 brown&gray,wlsand seams& 40 16 15 23 7 132 5 40 33(6)39.16) calcareous nodules(CL) . _ SAND.silty,fine,dense to ` very dense,gray S brown(SIN) 19 4• -••: : 50(3)50(2) 21 %passing 1200 sieve=22% - 50(3)50(1.75) -,• 18 '` 50(2.5)50(1.5) 55 . •> ._ 19 %passing 8200 sieve=11% ••, fine sand,wlsilt at 57' � CLAY,very stiff to hard.gray 60 42 20 52 31 126 wHen ous stains 58'-75' 1 14(6)20(6) S brown,slickensided(CH) "60 -_� } 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 ft.3)Hole open to 75.0 ft.at end of drilling. Any-ground-water.elevationinformationprovided-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•fuctuate due to time,climatic conditions,and/or construction activity Driller Dempsey Gearen Logger.John Gentry Organization:Geotest Engineering.Inc. DRILLING LOG 2of2 County Brazoria Hole B-3 District Houston .Highway Magnolia Road Overpass Structure Bridge Date 8-28-02 n 2.03 Control Station 34+78.91 Grnd.Elev. 47.52 ft Offset 50.01 ft LT of BL GW Elev 40.72 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet v. O Strata Description Additional Remarks G Penetrometer Press. Stress MC LL PI Den. (psi) Ipsi) (pcfl CLAY,very stiff to hard,gray & brown,slickensided(CH) 24 w/ferrous nodules 63'-68' 65 64 19 62 38 128 65 16(6)19(6) 22 70 63 17 48 29 128 70 19(6)27(6) w/silty clay layer at 70' 18 reddish brown&gray.w/ calcareous nodules& 75 74 18 57 33 126 w/ seams 7S 25(6)32(6) 80 • 90 95 100 105 110 • • 115 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 ft.3)Hole open to 75.0 ft.at end of drilling. Any ground water elevation information pr6videtl ion 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,and/or construction activity. 1,. DRILLING LOG 1 of Iry County Brazoria Hole B-4 District Houston re Highway Magnolia Road Overpass Structure Bridge Date 9-04-02 1 n 2.03 Control Station 37+86.02 Grnd.Elev. 45.96 ft Offset 58.21 ft RT of BL GW Elev. 42.06 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet v O Penetrometer Strata Description Press. Stress MC LL PI Den. Additional Remarks 1 G (psi) (psi) 1pcfi CLAY,stiff to very stiff,dark 28 wlgrass roots 0'2' gray&gray(CH) medium stiff 2'-0' 32 4(6)5(6) 0 7 34 76 48 106 5 w/ferrous&calcareous 35 nodules 6'-10' reddish brown&gray, 0 9 30 62 38 119 slickensided,w/ferrous 10 11 (6)11 (6) stains 6'-15' / 28 15 25 28 70 44 122 wlsilt seams 14S 15' 15 / 17(6)21 (6) SILT,sandy,medium dense,brown (ML) 25 %passing#1200 sieve=50% 20 .50(4.5)50(3.75) very dense 20?-22' 20 30(6)33 U CLAY,very stiff to hard;reddish 28 , brown 8 gray,slickensided, 28 40 26 124 wHerrous 8 calcareous nodules 21 (6)27(6) &ferrous stains(CH) 25 67 42 30 j CLAY,silty,very stiff.gray 20 w/ferrous stains 31.5'-35' 8 yellowish brown,w/sand pockets, 35 28 18 40 24 131 25(6)34(6) ferrous nodules (CL) wlcalcareous nodules 35*-3,35 CLAY,sandy,gray 8 brown(CL) 18 26 7 SAND,silty,fine,dense to 25 • %passing 1200 sleve=55% 47(6)50(5) very dense,gray 8 brown(SM) • wlsandy slit 8 4047: sandstone at 39' 23 •�i 50(1.75)50(1) 23 %passing 1200 sieve=21% L 50 • : 50(3)50(1.75) 20 • slickensided 53'-55' CLAY,very stiff to hard,reddish 55 22 29 79 51 118 55 24(6)34(6) brown,gray 8 yellowish brown / (CH) 19 60 45 19 53 37 126 25(6)29(6) wferrous stains 60'-75' 60 ' emarks: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 15.0 I min.at 3.9 fL 3)Hole open to 75.0 fL at end of drilling. ny ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location 'here this information was collected. The actual'groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity. ........-. �.,ti..�........ n...m.ivftti.,...r_e.ses.e.......ee-.__ • _ DRILLING LOG 2of2 ► County Brazoria Hole B-4 District Houston Highway Magnolia Road Overpass Structure Bridge Date 9-04-02 an 2.03 Control Station 37+86.02 Grnd,Elev 45.96 ft Offset 58.21 ft RT of BL GW Elev. 42.06 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet ev. O penetrometer Strata Description Press. Stress MC LL PI Den. Additional Remarks t) G (psi) (psi) (pcff CLAY,very stiff to hard,reddish brown,gray&yellowish brown 22 (CH) slickensided 63'-75' 65 26 24 71 47 121 65 19(6)23(6) nodules 65'-68'�reous 3/ 19 • 70 58 . 19 51 34 128 70 35(6)41 (6) 18 w/calcareous nodules 73'75' 1_ 75 54 19 46 27127— 36(6)39(6) 75 y w/silty clay layer at 75' 5 __4 80— 90 — • 95— 100- 105- 110- 115- - 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 15.0 1 min.at 3.9 ft.3)Hole open to 75.0 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,and/or construction activity 1 of 2 O DRILLING LOG I. County Brazoria Hole B-5 District Houston ,ore Highway Magnolia Road Overpass Structure Bridge Date 8-29-02 ion 2.03 Control Station 40+10.01 Grnd.Elev. 45.88 ft I Offset 54.32 ft LT of BL GW Elev 42.08 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet Elev. O Strata Description Additional Remarks [ft) G Penetrometer Press. Stress MC LL PI Den. (Psi). (psi) (Pcf) _ 1 CLAY,medium stiff to stiff, 24 w/grass roots 0'-2' dark gray&gray,w/ferrous stains(CH) 28 gray&yellowish brown 3'-5' O 12 30 73 46 115•5 _ 4(6)5(6) gray&wife ous yellow nodules 5%13' . 31 . w/calcareous nodules 8'-15' O 9 30 74 47 115 10 7(6)9(6) very stiff,reddish brown a gray,slickensided 10'-15' 29 15 26 24 56 34 121 -- 9 15 6(6)7(6) SILT,loose,reddish brown(ML) 22 %passing#1200 sieve437% '9 CLAY,silty,very stiff,reddish 20 9. 24 25 4 120 _ .9 20 12(6)22(6) _ r hrnwn r_r sis 1 — w�7tsll se-a-mas blocky _ CLAY,very stiff to hard,reddish structure 20'-30' brown&gray,slickensided(CH) 26 25 39 26 59 36 122 hig/25 _ 14 • 21 • it _ 24 gray& fferrous I 30 36 24 68 42 122 nodules 25�w 30 — 22(6)26(6) 21 w/silt seams&calcareous 35 41 21 58 35 126 nodules 33'-35' 09 35 18(6)24(6) w/feous stains 35-38' CLAY,silty,hard,brown&gray, w/ferrous&calcareous nodules 38 28 16 30 12 130 rty. w/4ay a sand seams 38'-40' _ SILT,sandy,gray&brown(ML) 17 %passing 5200 sieve=55% .9 40 •• 30(6)34(6) ,__ • SAND,silty,Tars,dense to — very dense,gray&brown(SPA)41.f 22 %passing#200 sieve=41% �. ` 36 6)43(6) 45— . 1 r: • 20 %passing 1200 sieve'/. 1's•:: 50(2)50(1.25) fine sand,wlsilt at 49' 71 CLAY,very stiff to hard,reddish 55 43 27 66 41 122 55 — 19 6)23(6) brown a gray,slickensided, w/ferrous stains(CH) _ 18 I k46050 23 65 40 126 60 — 18 6)23(6) yellowish brown a gray 61 Remarks:1)Dry auger to 15.0 fL,wet rotary from 15.0 ft.to 76.5 fL 2)Free water 1st encountered at 15.0 ft.during drilling;after 20.0 ) min.at 3.8 fL 3)Hole open to 76.0 ft.at end of drilling. Any ground-water-elevation-information_provided_nr_tbis boring log is-representative of anditions-existing on the day and for the specific location Iwhere this information was collected. The actual groundwater elevation may fluctuatedue m to tie,lunatic bbndifions and/orconstruction activity rum... ne...ncav Gearen Loaner John Gentry Organization:Geotest Enaineerinn_inr• DRILLING LOG 2of2 County Brazoria Hole B-5 District Houston Highway Magnolia Road Overpass Structure Bridge Date 8-29-02 ►n 2.03 Control Station 40+10.01 Gmd.Elev. 45.88 ft Offset 54.32 ft LT of BL GW Elev 42.08 ft Triaxial Test Properties ay. O Texas Cone Strata Description Lateral Deviator Wet Additional Remarks G Penetrometer Press. Stress MC LL PI Den. (psi) (i si) , (ocfl CLAY,very stiff to hard,reddish brown 8 gray,slickensided, 26 -/ w/ferrous stains(CH) / 65 21 23 70 44 125 65 —'/ 20(6)26(6) wlcalcareous nodules 66'-68' 17 70 60 17 52 31 129 70 22(6)29(6) -,/ 17 w/ferrous nodules 71.5'73' -1� wlsand pockets 73-75' 75 83 17 46 28 121 75 —/ 28(6)36(6) wlsilty clay layer at 75' 6 80— _ — 90— 95— 100- 105- 110- 115- --- 10:---- Remarks:1)Dry auger to 15.0 ' during drilling;after 20.0 min.at 3.8 ft.3)Hole ' ft.at end of drilling. Any ground water elevation info • __ _ • • • _ and for the specific' motion • and/or construction activity this information was collected. DRILLING LOG 1 of lir County Brazoria Hole B-6 District Houston ore Highway Magnolia Road Overpass Structure Bridge Date 8-30-02 )n 2.03 Control Station 42+13.86 Grnd.Elev 47.55 ft Offset 52.21 ft LT of BL GW Elev. 43.75 ft. Triaxial Test Properties L Texas Cone Strata Description Lateral Deviator Wet Additional Remarks ev. O Penetrometer Press. Stress MC LL PI Den. t) G (Psi) Iasi) (pcf) • ph-t:,g iff graysandy clay 27 wlgrass roots 0'-2' -� CLAY,stiff,dark gray&gray 29 (CH)_ 0 10 33 75 47 110 4(6)5(6) gray&yellow 5'-10' 5 , slickensided,w/ferrous 31 nodules&ferrous stains 5-15 0 9 31 72 45 114 wlcalcareous nodules 8'-15' 6(6)7(6) very stiff,reddish brown& 10-�/ -gray 10'-15' 28 ried 15 19" 28 67 42 119 • i 15 -� 14(6)19(6) CLAY,silty,very stiff,brown (CL) 18 13 20 31 16 124 . i CLAY,-silty,soft;-brown(CL-ML)' - -- 20 27 5 _ 20 6(6)6(6) wlsiR seams 21'..23' t CLAY.silty,stiff to very stiff, 23 11 21 33 11 123 -...& hrnwn A r y(Cr) CLAY,very stiff to hard,reddish 25 61111VV -10/ 10(6)17(6) brown,slickensided,w/ferrous _./' stains(CH) 28 37 26 71 45 120 J/ 27 gray&yellowish brown 28'-35' 30 -/ 19(6)19(6) r nodules calcareous -1 I33 51 20 62 38 125 I 20 .6 35 17(6)22(6) nodules 35*-38'�reous CLAY,silty,very stiff,brown a gray,w/sand seams(CL) 538 22 18 30 10 118 i CLAY,sandy,hard,gray&yellow. 19 "t 27(6)33(6) .- ..—wlferrous&calcareous nodules • 40 _ A ferrous stains(CL) 20 y passing 1200 sieve=26% f SAND,silty,fine,dense,gray - (SM) ' 39(6)50(5)• 45 J. 1 -..--. 50- 55 - L - - y 60 - Remarks:1)Dry auger to 18.0 fL,wet rotary from 18.0 ft.to 46.5 ft.2)Free water 1st cncountered-at 18M.-during drilling;after 15.0 j min.at 3.8 it.3)Hole open to 45.0 ft.at end of drilling. Any ground water elevation-inTorit-tiorrpruvided-on=this'boring log-is-representative of-eonditions 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,and7or construction activity ....�.... I..�...t ..,... Arnnni, finn•GnnInm•C....i..m...... 1.... DRILLING LOG 1 of 1 County Brazoria Hole B-7 District Houston re Highway Magnolia Road Overpass Structure Drainage Easement Date 9-03-02 2.03 Control Station 19+50.67 Grnd.Elev 46.17 ft Offset 52.73 ft RT of BL GW Elev. 41.77 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet v O Penetrometer Strata Description Press. Stress. MC LL PI Den. Additional Remarks G (psi) (psi) (pcf) _� CLAY,medium stiff,dark gray 27 w/grass roots 0'-2' a Bray(CH) : 31 gray&yellowish brown 4'-8' 0 6 29 75 48 111 slickensided 4'-16' 5 - w/ferous&calcareous 33 nodules&ferrous stains 0 13 25 67 42 122 very stiff,reddish brown& 10 - gray 8'-18' - - 25 15 wlsilt seams 16'-18' w/calcareous nodules 18'zr CLAY,silty,medium stiff.reddish 20 7 21 27 8 125 20_! hrnrrn(C.L) wlsllt at 20' - 30- 35- • 40- 45- 50- 55 - —SO- • - Remarks:1)Dry auger to 17.0 ft.,wet rotary from 17.0 ft.to 20.0 fL 2)Free water 1st encountered at 17.0 ft.during drilling;after 15.0 } min.at 4A ft.3)Hole open to 17.8 fL at end of drilling. Any ground water elevation information provided on this boring representative=of=conditions existing.-.onlhe day and for the speafic location where this information was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity CountyCie DRILLING LOG Brazoria Hole B-8 District Houston 1 of ore Highway Magnolia Road Overpass Structure Drainage Easement Date 9-03-02 on 2.03 Control Station 25+51.36 Grnd.Elev 45.98 ft Offset 57.23 ft RT of BL GW Elev. 39.88 ft • Triaxial Test Properties L Texas Cone Lateral Deviator Wet ley. O Strata Description Additional Remarks ft) Penetrometer Press. Stress MC LL PI Den. _ ,(Ps] Insll (Pcfl CLAY,stiff,dark gray(CH) 26 gray&yellowish brown 2'-8' 26 _-w/ferrous-nodules&ferrous 0 9 28 65 40 114 stains'4'-8' 5 w/calcareous nodules 5'-8' 26 stiff to very stiff,gray& 0 16 21 57 35 123 yellowish brown,w/ferrous& calcareous nodules& 10 ferrous stains 8'-13' —^- - SAND,silty,fine,loose to 25 %passing 12011 sieve=48'h is medium dense,gray&brown(SM) Ji 25 20 -y= 25- • • 30- 35- • 40- 45 50- 55- hoe 60- - Remarks:1)Dry auger to 13.0 fL,wet rotary from 13.0 ft.to 20 ft.2)Free water 1st encountered at 13.0 ft.during drilling;after 15.0 min.at 6.1 ft.3)Hole open to 18.4 fL at end of drilling. Any ground water elevation information provided on this boringTogi8 representative of conditions-existing.on_the_day.and for-the-spedfic location where this information was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity DRILLING LOG ' °f' 411011. County Brazoria Hole B-9 District Houston ire Highway Magnolia Road Overpass Structure Drainage Easement Date 9-03-02 rn 2.03 Control Station 31+49.54 Grnd.Elev. 46.47 ft Offset 51.42 ft RT of BL GW Elev. 38.77 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet ay. O Penetrometer Strata Description Press. Stress MC LL PI Den. Additional Remarks t) G loss) (psi) (pcfl 1„,„ CLAY,stiff to very stiff,dark 21 w/grass roots 0'-2' gray(CH) wiconcrete pieces at 1' 23 gray&yellowish brown,wl 1 29 67 42 111 ferrous stales2'nodules-13' &ferrous 5 0 9 wlcrawfish hole 4'5 J 27 w/calcareous nodules 6'-13' / 0 15 22 71 45 125 10 _'': • SAND,silty,fine,loose to 23 %passing f1200 sieve=46% 15 — ? medium dense,gray&brown(SM) -E: J;. 24 5 20 — w/sandstone at 20' - 30— 35— 40— 45 — 50 — 55 — 60 — Remarks;1)Dry auger to 13.0 fL,wet rotary from 13.0 ft.to 20.0 ft.2)Free water 1st encountered at 13.0 ft.during drilling;after 15.0 1 min.at 7.7 ft.3)Hole open to 18.8 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,and/or construction activity DRILLING LOG 1 of 1 County Brazoria Hole B-10 District Houston .ore Highway Magnolia Road Overpass Structure Drainage Easement Date 9-03-02 ion 2.03 Control Station 37+15.34 Gmd.Elev 45.26 ft Offset 40.52 ft RT of BL GW Elev 37.06 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet O Penetrometer Strata Description • Press. Stress MC LL PI Den. Additional Remarks 'ft)fl) ra loss) (psi) loci) .CLAY,stiff to very stiff,dark 35 w/grass roots 0'-2' gray&gray,w/ferrous nodules gray&yellow 2'-6' &ferrous stains (CH) 38 5 • 0 8 34 82 53 110 -- gray&yellowish brown,wl 33 calcareous nodules 6'-13' 0 9 32 57 34 115 _ 10 3 CLAY,silty,very stiff,reddish 15 18 20 31 2T 126 • 15 brown&gray.w/sand seams& _✓ calcareous nodules(CL) y �7 3 CLAY,very stiff,reddish brown 20 23 - 24 50 29 119 3 20 ..1.. &Gray,clie_koncidi ri pm) 6145 — ) 30— 35— 40— 45— • 50- 55 — kl1111°60 - - - 1 Remarks:1)Dry auger to 20.0 ft.2)Free water 1st encountered at 17.5 ft.during drilling;after 15.0 min.at 8.2 ft.3)Hole open to 20.0 ft.at end of drilling. Any ground water elevation information..provided.on.this_b.oring_log is representative of.conditions existing on_the day and for the spedfic location where this information was collected. The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity. '-- SYMBOLS AND TERMS USED ON BORING LOGS SOIL TYPES SAMPLER TYPES (SHOWN IN SYMBOL COLUMN) (SHOWN IN SAMPLES COLUMN) • CI o:.4. Ill I ■ 1[1 181 ill 1st lil a Fill or Gravel Sand Silt Clay Clay Muck TxDOT Undisturbed Split-- - No Auger ,o) Debris (C.) (CH) Organics TCP Sample Banal Recovay TERMS DESCRIBING CONSISTENCY OR CONDITION (Section 35,TEX 142-E,January 2001) COARSE GRAINED SOILS(Major portion retained on No.200 Sieve):includes (1)dean gravels and sands, and (2)silty or clayey gravels and 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 4 to 10 8 to 20 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 silts and. days, (2)gravelly, sandy, or silty clays, and (3)clayey silts. Consistency is rated according to shearing strength, as indicated by penetrometer readings or by unconfined compression tests. ) UC Kg/cm2(ts° Consistency Less than 025 Very soft 025to0.5 Soft 0.5 to 1.0 Medium stiff 1.0 to 2.0 Stiff 2.0to4.0 Very stiff Greater than 4.0 Hard Note:Sickensided and fissured days may have lower tmconfned compressive strengths than shown above,because d planes d weakness or cracks in the sal.The consistency ratings of such soils are based on penetrometer readings. TERMS CHARACTERIZING SOIL STRUCTURE Parting:-paper thin in size Seam:-1/8'to 3'thick Layer:-greater than 3' Slickensided -having inclined planes of weakness that are slick and glossy in appearance Fissured -containing shrinkage cracks,frequently filled with fine sand or silt; usually more less vertical. Laminated -composed of thin layers varying color and texture. Interbedded -composed of alternate layers of different soil types. Calcareous -containing appreciable quantities of calcium carbonate. Well graded -having wide range in grain sizes and substantial 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 soils that exhibit a loose knit or fiakey structure. Ceotest Engineering, Inc. - - - -- FIGURE A-11 A LES ENGINEERING EAI 2 Boring data from AEC Report No. G126-03, dated June 10, 2003. Plan of Borings Boring Logs B-1 and B-2 Subsurface Profile N 3 D 0 MAGNOLIA PINES DR. < D m r z N MAGNOLIA OAKS N o v MAGNOLIA ELMS DR. S. MAGNOLIA ST. -1 PROPOSED MAGNOLIA LIFT STATION SITE PINE MILL CT. CORNERSTONE ST. 0 m c z FOX RUN ST. r'1 73 v rn 3 O r rn v v STONEBRIDGE DR. -2 CEDAR TRAIL CT. E. II AVILES ENGINEERING CORPORATION TEAL GLEN ST. BORING LOCATION PLAN MAGNOLIA LIFT STATION&SEWER PEARLAND, TEXAS AFC PRO.ECT No. CATE SOURCE DYVB.BY: G126-03 06-09-03 S.&B.INFRASTRUCTURE SCALE CRAM In: PLATE No. N.T.S. B.P.J. PLATE A 1 A LI ES ENGINEERING CORP PROJECT Magnolia Lift Station & Sewer GEOTECHNICAL ENGINEERS BORING B-1 DATE 05-29-03 TYPE Auger/Wet Rotary LOCATION See Boring Location Plan SHEAR STRENGTH.TSF o J U F- Z zm 3 - 0 Pocket Penetrometer = i- 2 = g w DESCRIPTION 0 A Confined Compression m 2 v v wE ~ o o • Unconfined Compression 2 o F N o o Elevation: a_ ci ❑ Torvane o a ° 444 Fill: dark gray clay with roots and wood ;44 fragments 29 ♦•4 Firm to stiff tan and gray Clay(CH),with 33 83 ---•--'J 85 31 55 slickensides, and calcareous nodules - 5 39 N- 35 33 87 • 72 28 44 (r - 1° -reddish brown and light gray 10'-32' s \-. 27 94 ---• - 15 -stiff 18'-20' =, 27 98 •• V 74 28 46 - 20 - -very stiff 23'-32' 22 102 - , • -C Ii ' • v 70 25 45 Jo 27 96 Very stiff light gray and tan Sandy Clay (CL), with calcareous nodules 77 49 21 28 19 108 I C A• 'IN DRILLED TO 20 P E E T W ItHOUT ORILLING`FLUiI5 WATER ENCOUNTERED AT 18 FEET WHILE DRILLING WATER LEVEL AT 12.2 FEET AFTER 0.25 HOURS DRILLED BY Van &Sons CHECKED BY A.C.O. LOGGED BY Victor - A L ES `. l.r I ENGINEERING CORP PROJECT Magnolia Lift Station & Sewer GEOTECHNICAL ENGINEERS BORING B-1 DATE 05-29-03 TYPE Auger I Wet Rotary LOCATION See Boring Location Plan _ SHEAR STRENGTH,TSF To W 'J N V H Z `. 0 c H aO Pocket Penetrometer ~ 2 DESCRIPTION x M co a c A Confined Compression Co - v v j 0° o w • Unconfined Compression P F- o Elevation: i-co 0 t. ❑ Torvane o a g w m o . 2.5 • 1.§ 2 . `1I J a o. 35 ✓ j r Very stiff to hard reddish brown and light gray Clay(CH),with slickensides, and calcareous nodules 21 104 54 21 33 // 23 103 ` ,� 59 23 36 I / 21 102 , I r , 1 C - so Total Depth of Boring=50 feet. - 55 - - so - - 65 - BORING DRILLED TO 20 FEET WITHOUT bRILLING'FLU 6 L WATER ENCOUNTERED AT 18 FEET WHILE DRILLING WATER LEVEL AT 12.2 FEET AFTER 0.25 HOURS 7=-7- DRILLED BY Van 8 Sons CHECKED BY A.C.O. LOGGED BY Victor A LES ENGINEERING CORP PROJECT Magnolia Lift Station & Sewer GEOTECHNICAL ENGINEERS BORING B-2 DATE D5-29-03 TYPE_.A.u_ger.lWetRotary LOCATION. Se_e_Boring Location Plan SHEAR STRENGTH,TSF X 6 w -1 N U H Z `L O c i > 0 Pocket Penetrometer H g a) DESCRIPTION o N 0 Confined Compression cs 2 v U a a) E m o aai • Unconfined Compression 2 0 +_ F= o Elevation:co n- ci Z. ❑ Torvane o a g g vi g o 9. 1 1 L:.........•„.., `" a s o ••••0 Fill: dark gray clay with sandy clay seams, :•:4 roots, and wood fragments 23 ••4 • ,r � 79 29 50 ►•••••i 30 ••4 •••••4 5 ►•Si� 33 84 ►••••4 ••4 • •••4 • 77 28 49 ►•••••� 36 83 • [1o I• Stiff light gray and tan Clay(CH), with i slickensides 33 ,_—___‘,/ . 36 89 • 64 24 40 15 -4111 Stiff brown and light gray Sandy Clay(CL), with silt seams 23 103 • — . Zp / 21 103 . ,• , C.'. 38 18 20 - 25 A _ Medium dense brown Silt(ML),with clay 20 24 95 21 13 8 30 ,,X Total Depth of Boring=30 feet. GORING DRILLED TO 20 FEET WITHOUT DRILLING'LUIb ---WAT-ER--ENCOUNTERED AT — FEET WHILE DRILLING WATER LEVEL AT 8.3 FEET AFTER 0.25 HOURS s DRILLED BY Van 8 Sons CHECKED BY A.C.O. LOGGED BY Victor AV LES. ----ENGINEERING CORP. ASTM & TXDOT DESIGNATION FOR SOIL LABORATORY TESTS NAME OF TEST ASTM TEST TXDOT TEST DESIGNATION DESIGNATION Moisture Content D 2216 Tex-103-E Specific Gravity D 854 Tex-108-E Sieve Analysis D 421 Tex-110-E D 422 (Part 1) Hydrometer Analysis D 422 Tex-110-E _= -- --(Part-2)- -- of Minus No. 200 Sieve D 1140 Tex-111-E Liquid Limit D 4318 Tex-104-E Plastic Limit D 4318 Tex-105-E Shrinkage Limit D 427 Tex-107-E Standard Proctor Compaction D 698 Tex-114-E Modified Proctor Compaction D 1557 Tex-113-E •Permeability (constant head) D 2434 - Consolidation D 2435 Direct Shear D 3080 Unconfined Compression D 2166 Unconsolidated-Undrained Triaxial D 2850 Tex-118-E Consolidated-Undrained Triaxial D 4767 Tex-131-E California Bearing Ratio D 1883 - Unified Soil Classification System D 2487 _ Tex-142-E 0 B-1 B-2 0_ •�•�• Fill dark gray clay with roots and wood ••••• Fill dark gray clay with.sandy clay seams, fragments ❖•• roots, and wood fragments Firm to stiff tan and gray Clay(CH), with •••••• - slickensides, and calcareous nodules • • ;•:• - •.•�• �• __ Stiff light gray and tan Clay(CH),with -reddish brown and light gray i0'-32' / slickensides - —is / / is — Stiff brown and light gray Sandy Clay(a), with / -stiff 18.-201 silt seams -very stiff 23-32 _ Medium dense brown Silt(ML), with day —30 30— Verystiff light grayand tan SandyCla - CL Total Depth of Boring =30 feet. v 9 Y( ). z, with calcareous nodules v - - LL Very stiff to hard reddish brown and light gray 9' c Clay (CH), with slickensides,and calcareous m - nodules m a 0 as ----- as — I// — Total Depth of Boring = 50 feet. —60 60 — —75 75 -- Strata symbols AVILES ENGINEERING CORPORATION ►•�•�� Fll g Low plasticity GENERALIZED SOIL PROFILE •►••••4 clay ►•46•' MAGNOLIA LIFT STATION&SEWER 0 High plasticity Silt PEARLAND, TEXAS clay EC PRO EcrNO. o. DWG.BY: ' G126-03 QVC-1Q-Q3 AVILES ENGNEERINGCORP • VERTICAL SCALP DRANK BY: PLATE No. 1"=10' B.P.J. PLATE A-6