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Home My WebLink AboutR2005-0099 06-13-05 RESOLUTION NO. R2005-99 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS, AWARDING A BID FOR CONSTRUCTION SERVICES ASSOCIATED WITH THE HICKORY CREEK WATER AND 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 Hickory Creek Water and 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 $1,498,434.50. Section 3. The City Manager or his designee is hereby authorized to execute a contract for construction services associated with the Hickory Creek Water and Sewer Project. PASSED, APPROVED and ADOPTED this the 13th day of June A.D., 2005. d~ Uk.O TOM REID MAYOR ATTEST: APPROVED AS TO FORM: (J~ Ll1L-- DARRIN M. COKER CITY ATTORNEY r:;~ ~e~ OTHON OTHON, INC. 11111 Wilcrest Green, Suite 128 Houston, Texas 77042 CONSULTING ENGINEERS Civil, Transportation, Environmental, Construction Management 7139758555 TEL 7139759068 FAX othoncorp@othon.com E-MAIL www.othon.com WE8SITE May 10, 2005 Mr. Joe Wertz Projects Director City of Pearland 3519 Liberty Drive Pearland, Texas 77581 RE: Bid Tabulation and Recommendation for the Hickory Creek Subdivision Water and Sanitary Sewer Project Bid No. RFB2005-042 Dear Mr. Wertz: Othon, Inc. has completed the review of bids received by the City of Pearland on May 5, 2004 for the above referenced project. A total of seven (7) bids were received. We were also provided the Bid Bond for the apparent low bidder, Reddico Construction Co., for verification. Enclosed is a copy of the Bid Tabulation for your information and files. Based on our evaluation of the information provided to us, it is our recommendation that the Hickory Creek Subdivision Water and Sanitary Sewer Project be awarded to Reddico Construction Co. of Texas in the amount of $1,498,434.50. We remain available to answer any questions related recommendation. o~' ~~ /1~. /O{ v ,/ J ,t- ~ Sincerely, to this tabulation and IR{IE <<: IE ~ \VI IEIDJ MAY 1 0 2005 (." " ur- r'cAH&.ANO PROJECTS DEPARMNT APPROVED ~{L- Richard P. Davis, Project Manager RPD:st Enclosure cc: Gordon Island, Purchasing Agent, City of Pearland w/enclosure E- U '-l .., o c:: ll. c:: ~ '-l '" ~ E- ~ '" Q ~ c:: '-l ~ ~ z o ... 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Ii -. ~iJilSN3^3.LS ~m I! .;, If! Iii IUJ , '" 1# II! ~I!I Ii ' :J ' " _. ;ellll ~. '. .. ... ....l. II I!-'E---'. II .. II!-.,Lrs- II ..--.-:-. Ill) i II -E~ .. !fiT i.___" :. 1l!-~IIf-. Ill:E--ID--cIl .~~~ .-~-i II _!.- II!-...... ,.-f' ..! ! T:2: 1\' E' II . .~ I!il ----'-- ~ ~ ~ .. ~ _ Il, II I Il! II iii II. I j i i ~ ' ' IlIllIL_I!'-*- III . ., ,1IL1lIL. -12__&_ III 'J&\-clli.u. __~~ Illi. ~"I!il '.... c - tJ) ~ Q) Q) ... u ~ ... o ~ o ~ ----'z ~ - 0 UJ C> :0 -n:: (9 ---ill (9 ><:( -' -' 5> Nl 3^O~~ 1fIlCU:! , i i, 'i ! i ii":,, ,.;', ! . i., l.~ --' L r- !II r-- N30tlV8 2 UJ o ~ '" (9 C/J G >- ~ CD "0 .~ ~ cUJ> Q) 0> III R Q) ....J III Ii ,2 -' i2 ':J 'ell ::J :0' ----,----Dtl 1'Bill:l'V8 R2005-99 City of Pearland, Texas ISSUED FOR ES OTHON, L VI\f-) 093 jDf- • 3J1V PROJECT MANUAL FOR HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER COP Bid No.: RFB200S-042 April 2005 r LI OTHON Calk S r r * • , RICHA RD P. DAVIS tt 87684 ; a° .. C Sip S�pNALv „tit tc"ati 11 OTHON, INC. Consulting Engineers Civil, Transportation, Environmental, CM 11111 Wilcrest Green, Suite 128 Houston, Texas 77042 (713) 975-8555 CITY OF PEARLAND TABLE OF CONTENTS CITY OF PEARLAND BRAZORIA COUNTY, TEXAS HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER PROJECT Section Section Title BIDDING DOCUMENTS 00020 Invitation to Bidders 00310 Bid Proposal 5 00315 Rid Bond (for information only form provided by contractor) 1 COP BID No.: RFB2005-042 TABLE OF CONTENTS No. of Pages 7 CONTRACT DOCUMENTS 00510 Agieement Between Owner and Contractor (for information only) 00610 Performance Bond (for information only form provided by contractor) 00611 Statutory Payment Bond (for information only form provided by contractor) 00612 One -Year Maintenance Bond (for information only form provided by contractor)...2 6 3 7 GENERAL 00700 General Conditions 28 00700-A Attachment No. 1 to General Conditions 3 00700-B Attachment No. 2 to General Conditions 6 SPECIAL 00800 Special Conditions 00811 Wage Scale for Engineering Construction 1 Geotechnical Investigation with Boring Logs 12 TECHNICAL SPECIFICATIONS DIVISION 1 - GENERAL REQUIREMENTS 73 01100 Summary of Work 2 01140 Contractor's Use of Premises 3 01200 Measurement and Payment 3 04/2002 TOC-1 CITY OF PPARLAND TABLE OF CONTENTS DIVISION 1 - GENERAL REQUIREMENTS (cont.) 01290 01310 01350 01380 01420 01430 01440 01450 01500 01505 01550 01555 01560 01562 01563 01564 01565 01566 01570 01580 01600 01630 01720 01730 01750 01760 01770 Change Order Procedures 4 Coordination and Meetings 3 Submittals 6 Construction Photographs 3 Reference Standards 4 7 1 7 Temporary Facilities and Controls 9 Mobilization 1 Stabilized Construction Exit 4 Traffic Control and Regulation 4 Filter Fabric Fence 4 7 Tree and Plant Protection 4 Control of Ground Water and Surface Water 7 TPDES Requirements 50 Source Controls for Erosion and Sedimentation 4 Trench Safety System 3 Project Identification Signs 8 Material and Equipment 3 Product Options and Substitutions 3 7 Cutting and Patching 3 Staiting Systems 7 Contractor's Quality Control Inspection Services Testing Laboratoiy Services Waste Material Disposal Field Surveying Project Record Documents Contract Closeout DIVISION 2 - SITE WORK 2 7 02200 Site Prepaiation 3 02220 Site Demolition 5 02252 Cement Stabilized Sand 3 02318 Excavation and fackfill for Utilities 21 02335 Subgrade 7 02370 Geotextile 7 02415 Pipe and Casing Augering 9 02430 Tunnel Grout 5 02510 Water Mains 11 02511 Water Meters 1 02512 Polyeth} lene Wrap 4 02514 Fire Hydrant Assembly 6 02515 Water Tap and Service Line Installation 5 02520 Valve Boxes, Meter Boxes and Meter Vaults 4 04/2002 TOC-2 CITY OF PEARLAND TABLE OF CONTENTS DIVISION 2 - SITE WORK (cont.) 02530 Gravity Sanitary Sewers 91 02531 Sanitary Sewer Service Stubs or Reconnections 6 02532 High Density Polyethylene (HDPE) Solid Wall Pipe 3 02534 PVC Pipe 5 02540 Tapping Sleeves and Valves 7 02541 Water and Wastewater Line Valves 8 02542 Concrete Manholes and Accessories 9 02603 Frames, Grates, Rings, and Covers 7 02633 Adjusting Manholes, Inlets, and Valve Boxes to Grade 3 02634 Ductile -iron Pipe and Fittings 4 02635 Steel Pipe and Fittings 9 02636 Polyurethane Coatings on Steel or Ductile Iron Pipe 6 02710 Base Course for Pavement 10 02741 Asphaltic Concrete Pavement 6 02742 Prime Coat 4 02743 Tack Coat 3 02910 Topsoil ? 02921 Hydiomulch Seeding 3 02922 Sodding 4 02980 Pavement Repair and Resurfacing 3 DIVISION 3 - CONCRETE 03300 Cast -in -Place Concrete 34 03320 Joints in Concrete Stiuctures 9 03600 Structural Grout 4 DIVISION 4 to 16 NOT USED 04/2002 TO C - 3 CITY OF PEARLAND INVITATION TO BIDDERS INVITATION TO BIDDERS CITY OF PEARLAND, TEXAS COP Bid No. RFB2005 042 Sealed bids will be received, in duplicate, referencing the following project in the office of the City Secietary, the City of Pearland, City Hall located at 3519 Liberty Drive, Pearland, Texas 77581 until 3:00 p.m., May 4, 2005 at which time they will be publicly opened and read aloud for the construction of: HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER PROJECT City of Pearland, Texas A non -mandatory pre -bid conference will be held at the City of Pearland City Hall located at 3519 Liberty Drive, Pearland, Texas 77581 at 3:00 p.m. on April 25, 2005. The project will entail construction of approximately 17,600 feet of 6", 8 ', 10", 12" and 15"sanitary sewer and 9,680 feet of 4", 6", and 8" water line by open cut and trenchless construction methods with all required appurtenances as shown on the constuction drawings b5 Othon, Inc. The project site is located along Garden Road, Marsha Lane Kelly Drive, Steven Drive, Butler Drive, Michael Lane Carrol Diive with associated easement, Melanie Lane, Olin Drive, O'Day Road and Dublin Street (Key Map 614-K & L) 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, City Hall (281) 652-1600 3519 Liberty Ds ive Pearland, Texas 77581 The Associated General Contractors of America, Inc. (713) 843-3700 3825 Dacoma Houston, TX 77092 Associated Builders & Contractors of Greater Houston (713) 523-6222 3910 Kirby, Suite 320 Houston, TX 77098 Dodge Reports (713) 529-4895 4101 Greenbi iar, Suite 320 Houston, TX 77098 Biddeis may obtain a complete set of the Contract Documents, Technical Specifications and Plans from the office of the Engineer, Othon, Inc. 11111 Wilcrest Green, 74128, Houston, Texas 77042, (713) 975-8555 upon request and payment in the amount of seventy-five dollars ($75.00) per set. 10/2003 00020-1 CITYOFPEARLAND INVITATION TO BIDDERS The amount of the deposit will NOT be refunded. Bidders may also review a copy of the geotechnical investigation at the office of the Engineer. No bid may be withdrawn or terminated for a period of ninety (90) days subsequent to the bid opening date without the consent of the City of Pearland Bonds: The bid security required foi the project shall be in the form of a Bidder's Bond, a Cashier's Check or a Certified Check payable to the City of Pearland in the amount of 5% of the total base bid price must accompany each proposal. Bid security will not be returned for sixty days following the bid opening. The successful bidders must furnish Performance and Payment 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 price, such bonds to be executed by a corporate surety duly authorized to do business in the State of Texas, and named in the current list of "Treasury Department Circular No. 570", payable to the City of Pearland, Texas Additionally, a one-year Maintenance Bond will be required upon final acceptance of the following construction. Equal Opportunity in Employment: All qualified applicants will receive consideration for employment without regard to race, color, religion, sex, or national origin. The City of Pearland reserves the right to reject any or all bids, or to accept any bid deemed advantageous to the City of Pearland. Gordon Island, Purchasing Office 10/2003 00020-2 CITY OF PEARLAND BID PROPOSAL Section 00310 BID PROPOSAL Date: May 4, 2005 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: HICKORY CREEK SUBDIVISION; WATER AND SANITARY SkWER PROJECT City of Pearland, Texas COP Bid No: RFB2005-042 (Submit in Duplicate) To: The Honorable Mayor and City Council of Pearland City of Pearland 3519 Liberty Diive Pearland, TX 77581 Pursuant to the published invitation to Bid, the undersigned bidder hereby proposed 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 HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER PROJECT as shown on the plans with all related appurtenances, complete tested and operational, in accordance with the plans, and specifications prepared by the Hngineer, Othon, Inc., Houston, Texas, under the City of Pearland's inspection for the unit prices set foith 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 pi ices for the parts of the work so changed. The ljt de binds 1 1 Jel upon acceptance f 1,' + a �. r- d r 1 i 1 pon of his proposal to execute a contract -In illtl!_Sil ii 'itii7i inr r r 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 tell (10) days after the date of a written notice to commence work. It is understood that the work is to be substantially complete within three hundred foity (340) calendar days and completed and ready for final payment v, ithin tluee hundred seventy (370) calendar days: Time for completion shall begin on the date established by the notice to commence work. 10/2003 00310-1 VVI %.* I LVVV Iff Vl\ VU • UU 111A 11V VIU UVUU LEI) V V V HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER PROJECT BID NO. RFB200S-042 802 58.90 47,237.80 208 110.20 22,921.60 2,381 31.10. 74,049.1c 459 32.60 14,963.40 781 49.70 38,815.70 573 64. 501 36, 958. 50 2 I 01555 Traffic Control and Regulation LS I 5,600.001 5, 600.00 V v J J J :J V O O O O O II O II O S N O O •1/41t O N- O • I II , O Oti O 0 O N VO O Ul co 1D ul O O ul ul CO 1D co co %t 1-1 00 • N I 01 1D N M a1 1-4 1-1 M r1 I. n h I I • • IN a N N 4) ON 0 OT VD ul M r-1 ON o\ N .--1 N 1n M M '-+ 410.001 510 >00 22.60 27.60 0 O 0 co 0 0 0 M M O O • N` , N , O , , O O O M CO CO O N 1n N M I-1 7,298 1,299 982 -44 0 rn CA .- 0 rn — 0 vl 29,1. ._I 0 00 T`• N I%1 rn 4— -- LF LF LF w CI-1 LF c=.. Ni. sl-, 13. Ni. L:_. 1ld ›"I Q Q - a ✓-1 a � cn w w -1 —I .3 —1 _) ccavations Hydromulch Seeding, Complete in Place Mete in Place 6" Sanitary Sewer Service Stubs, within 5' of main, Complete in Place lain, with stack, Complete in Place 6" Sanitary Sewer Service Stubs, 0'-8' Deep, Open Cut, Complete in Place 6" Sanitary Sewer Service Stubs, All Depths, Augered in Steel Casing, Complete in Place 8" Sanitary Sewer, 0'-8' Deep, Open Cut, Complete in Place 8" Sanitary Sewer, 8'-10' Deep, Open Cut, Complete in Place 8" Sanitary Sewer, 10'-I2' Deep, Open Cut, Complete in Place_ 8" Sanitary Sewer, All Depths, Augered, Complete in Place 8" Sanitary Sewer, All Depths, Angered in Steel Casing, Complete in Place l0" Sanitary Sewer, 0'-8' Deep, Open Cut, Complete in Place 10" Sanitary Sewer, 8'-10' Deep, Open Cut, Complete in Place 10" Sanitary Sewer, 8'-10' Deep, Open Cut, with Wet Sand Bedding, Complete in Place I0" Sanitary Sewer, All Depths, Augered, Complete in Place 6" Sanitary Sewer Service Stubs, All Depths, Angered, Co "Cr 02921 02922 02530 02530 0£SZO 02415 0 02530 i 0 vl In 02530 02530 02530 v-, v1 .-4 rn —+ en N 0 N O r1 0 N 0 N O N - O O 00 i V. CO 22 rrn �t V) tom- ON CDram! 1/40 [."" 00 ON 0 N a on ADDENDUM NO. UO/UL/LUVU MVJY UO:at VAA /10 CIO Z/V00 l� UVU HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER PROJECT BID NO. RFB2005-042 0 0 0 O 0 O--"S BASE BID O 0 G 0 0 0 0 CS 7,000.0( 2,784.0t 8,456.4( 0 145,840.5( O O o o N o 0 0 0 0 0 143 in N O CO • • • M • • in a-7' • • • • I • CO M O In O o o 1O u1 N N O i111 •`7 M CT o o M M ir1 In M i11 -s N • N N. CO • in •ftto N. M r-i .t M CO 104 CO in in O Ng • O n C11 • CO M aN • N (fl V0 O r I OO N • ON It N / • irl • • • It CO it 0 CC in ••••t r-i 11; 1--1 O1 9 -1 N M N CO 4' r-i N r-1 ..-i 192.201 0 N • kt 47.301 19.50 0 0 0 590.00 4,460.00 0 0 0 O 0 0 0 0 0 0 0 0 N • 0 OO 0 1O O 0 0 in O 0 O 1r1 Ltl • r-i . C11 • • • • • • • . • • • • Ill t-. 0 N in k.O O) N O in ••••1' M *4r-1 O O in 10 .7' 1-1 en N • N • N "eO p m M M N. Nami M CT r-i 1r1 i 0il n Pawl QUANT. [ 702 Oats 58 642 LF LF LF a4 LF Q w w LF LF a, i=. LF EA d W <C w <L PI ¢ W Q W >4 In Ns. a W> a .-a .-a ITEM DESCRIPTION swer, All Depths, Augered in Steel Casing, Complete in Place 112" Sanitary Sewer, 0'-8' Deep, Open Cut, Complete in Place 12" Sanitary Sewer, All Depths, Augered in Steel Casing, Complete in Place Sanitary Manholes, Normal Depth, Complete tp Place_ Extra Depth on Sanitary Sewer Manhole, Complete in Place 4" Water Line, Complete in Place Complete in Place '6" Water Line, Complete in Place 6" Water Line, Augered, Complete in Place 8" Water Line, Complete in Place 8" Water Line, Augered, Complete in Place Fire Hydrant Assembly, Complete in Place 12"x8" Tapping Sleeve and Gate Valve with Box 16"x8" Tapping Sleeve and Gate Valve with Box 2" Blow -off Valve Assmebly ?lace 12" Water Main Pipe Offset for Installation of Sanitary Service Leads Asphaltic Concrete Pavement Repair 4) U ro a R. C 15" Sanitary Sewer, All Depths, Augered in Steel Casino, v a/ a) -EL n- E 0 U U U U aI n y O A- O a Q) fil 0 q to cV - 0 o 00 a) 3 4." to C) to rn to cn T i re 1) cls in N u rn O O v-I 02530 02415 N CDO 02510 02417 02510 02417 02540 02540 02541 02541 O (Ti O �t rn VN' rn N O in N O P. n1 O vni rt •n N 0 in N O v, N O d- n1 0 0-1 Z N N r‘l N O O O O 24 27 00 cm CN N 0 cc) ., rn N rn CO rn N rn 38 0-N rn 40 I N en LLI H O Z rn N in N v N "Ct rn to rn \D m May 4, 2005 0 P rn a) BID NO. RFI32005-042 TOTAL BASE BID (from above) TOTAL EXTRA PAY ITEMS (from above) ssi 1,498,434.50 TOTAL BID (A+B) 75 0 93 CO oq (n tn QJ t 4-, 0 Trr on ADDENDUM NO. 2 CITY OFPFARLANID BID PROPOSAL It is agreed that the contract price may be increased or decreased to cover work added or deleted by order o f the H ngineer, 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 n inety (90) days following date of bid opening. It is understood that in the event the successful bidder fails to enter into the Contract within fifteen (1 5) days of the notice of Award and fails to furnish a Performance Boncl and Payment Bond in the amount o f 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 bicl 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 Pid pace. Addendum No. one Addendum No. Addendum No. Firm Dated: 5/2/05 Addendum No. Two Dated: 5/2/05 Dated: Addendum No. Dated: Dated: Addendum No. Dated: Nacre: Reddico Construction Company, Inc. Contact: Address: Phone No: FAX o.: ATTFST: Michael A. Gruy 936 441-9500 936-760-3846 Ken Walker, Vice - President lTh t 0• L all.. May 4 Signature: IJVJ Printed Name: Michael A. Gruy Title: Executive Vice -President END OF RID FORM (Seal, if 1-bidder is a Corporation) • 10/2003 00310-5 THE IIARTFORD• FIDELITY . BONDING Bid Bond Surety Department Bond No ' Bill KNOW ALL MEN BY THESE PRESENTS, That we, Reddico Construction Company, Inc. as Principal, hereinafter called the Principal and the Hartford Fire Insurance Company , a corporation created and existing under the laws of the State of Connecticut , whose principal office is in Hartford , as Surety, hereinafter called the Surety, are held and thinly bound unto CITY OF PEARLAND as Obligee, hereinafter called the Obligee, in the sum of Five Percent Greatest Amount Bid Dollars ( $ 5% GAB ), for the payment of which sum, well and truly to be made, the said Principal and the said Surety bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. Whereas, the Principal has submitted a bid for Construction of Water and Sanitary Sewer to serve Hickory Creek Subdivision NOW, THEREFORE, if the Obligee shall accept the bid of the Principal and the Principal shall enter into a contract with the Obligee in accordance with the terms of such bid, and give such bond or bonds as may be specified in the biddings or contract documents with good and sufficient surety for the faithful performance of such contract and for the prompt payment of labor and materials furnished in the prosecution thereof, or in the event of the failure of the Principal to enter such contract and give such bond or bonds, if the Principal shall pay to the Obligee the difference not to exceed the penalty hereof between the amount specified in said bid and such larger amount for which the Obligee may in good faith contract with another party to perform the work covered by said bid, then this obligation shall be null and void, otherwise to remain in full force and effect. Signed and sealed this 4th day of May A.D. 20 05 Witness (If Ind vidual) Attest (If Corporation) Ken WMker, Vice Pres'dent Attest Nancy (Approved by the American Institute of Architects, A.I.A. Document No. A-310 1970 Edition) By By Reddico Construction Company, Inc. (Pincip ichael A. Gruy, Executive Vice Pre Hartfor e Insurance Company Steve Berry, Attorney- n-Fact (Title) (SEAL) (SEAL) (SEAL) (SEAL) (SEAL) POWER OF ATTORNHY .r4OW ALL PERSONS BY THESE PRESENTS THAT: X X X Direct Inquiries/Claims to: THE HARTFORD BOND, T-4 690 ASYLUM AVENUE HARTFORD, CONNECTICUT 06115 call. 888-266-3488 or fax 860-757-5835 Agency Code: 61-614081 Hartford Fire Insurance Company, a corporation duly organized under the laws of the State of Connecticut Hartford Casualty Insurance Company, a corporation duly organized under the laws of the State of Indiana 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. Paul A. Bergenholtz, Assistant Secretary STATE OF CONNECTICUT ss. 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. Hartford David T. Akers, Assistant Vice President CERTIFICATE Scott E. Paseka Notary Public 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 May 4, 2005. Signed and sealed at the City of Hartford. Gary W. Stumper, Assistant Vice President TH E I:I 1R'IT ORD Inquiries Regarding Claims Hartford Fire Insurance Company Hartford Casualty Insurance Company Hartford Accident and Indemnity Company Hartford Underwriters Insurance Company Twin City Insurance Company Hartford Insurance Company of Illinois Hartford Insurance Company of the Midwest 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 : Fax - Claims : E-mail : Mailing Address : 888-266-3488 860-757-5835 or 860-547-8265 claims@lstepsurety.com The Hartford The Hartford Fidelity & Bonding (BOND) Hartford Plaza 690 Asylum Avenue Hartford, CT 06115 t h?sured's Name Reddico Construction Company, Inc. tnsured's flailing Address 10083 FM 1484 Conroe, TX 77303 Policy Number BID BOND 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 bondlpolicy.. However, the actual coverage provided by your bond/policy for acts of terrorism, as Is true for all overages, 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 thls bond/policy 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 sureties/insurers until such time as Insured Tosses under the program reach $100 billion. If that occurs Congress '„ill determine the procedures for, and the source of, any payments for Tosses In excess of $100 billion The premium charge that has been established for terrorism coverage under this bond/policy is either shown on this form or elsewhere in the bond/policy. If there is no premium sholaiin for terrorism on this form or elsewhere in the bond/policy, there Is no premium for the overage. Terrorism premium: 0 Farm B-3333-0 Page 1 of 1 e.,) 2002, The Hartford CITY OF PEARLAND AGREEMENT BETWEEN OWNER AND CONTRACTOR Section 00510 AGREEMENT BETWEEN OWNER AND CONTRACTOR THIS AGREEMENT is dated as of the day of Jun( 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 in the Contract Documents. The Work is generally described as follows: Article 2. ENGINEER. HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER COP Bid No: RFB2005-042 The Project has been designed by Othon, Inc. who is hereinafter called ENGINEER and who is to act as OWNER'S representative, assume all duties and responsibilities and have the rights and authority 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 340 calendar days from the date when the Contract Time commences to run as provided in the General Conditions, and completed and ready foi final payment in accordance with the General Conditions within 370 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 written 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 the delays, expense and difficulties involved in proving in a legal or arbitration proceeding the actual loss suffered by OWNER if the Work is not completed on time. Accordingly, instead of requiring any such proof, OWNER and CONTRACTOR agree that as 04/2003 00510-1 CITY OF PEARLAND AGREEMENT BETWEEN OWNER AND CONTRACTOR 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. 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. Article 4. CONTRACT PRICE. 4.1 OWNER shall pay CONTRACTOR for completion of the Work in accordance with the Contract Documents in current funds as follows: UNIT PRICE WORK ITEM SPEC UNIT BASE NO. NO. ITEM DESCRIPTION UNIT QUANT. PRICE BID BASE BID ITEMS: 1 1505 Mobilization ( Maximum 3% of Total Bid) LS 1 $ 44,500.00 $ 44,500.00 2 1555 Traffic Control and Regulation LS 1 $ 5,600.00 $ 5,600.00 3 1555 Flaggers Hours 2,000 $ 29.15 $ 58,300.00 4 1565 TPDES Requirements (SWPPP) LS 1 $ 2,530.00 $ 2,530.00 5 1570 Trench Safety System ( includes all depths) LF 23,466 $ 0.25 $ 5,866.50 6 1564 Control Excavations of Groundwater for Open Cut LF 3,859 $ 20.00 $ 77,180.00 7 2921 Hydromulch Seeding, Complete in Place SY 7,298 $ 0.30 $ 2,189.40 8 2922 Sodding, Complete in Place SY 29,194 $ 3.30 $ 96,340.20 9 2530 6" Sanitary Sewer Service Stubs, within 5' of EA 71 $ 410.00 $ 29,110.00 main, Complete in Place 10 2530 6" main, Sanitary with stack, Sewer Service Complete Stubs, in Place within 5' of EA 20 $ 510.00 $ 10,200.00 11 2530 6' Open Sanitary Sewer Cut, Complete Service in Place Stubs, 0'-8' Deep, LF 1,299 $ 22.60 $ 29,357.40 12 2415 6' Augered, Sanitary Sewer Complete Service in Place Stubs, All Depths, LF 982 $ 58.00 $ 56,956.00 13 2415 6" Sanitary Augered Sewer in Steel Service Stubs, Casing, Complete All in Depths, Place LF 145 $ 110.00 $ 15,950.00 14 2530 8" Sanitary Complete Sewer, in Place 0'-8' Deep, Open Cut, LF 5,930 $ 27.60 $ 163,668.00 04/2003 00510-2 CITY OF PEARLAND AGREEMENT BETWEEN OWNER AND CONTRACTOR ITEM NO. SPEC NO. ITEM DESCRIPTION UNIT UNIT BASE QUANT. PRICE BID 15 2530 8" Sanitary Complete Sewer, in Place 8'-10' Deep, Open Cut, LF 1,111 $ 28.70 $ 31 885.70 16 2530 8" Sanitary Complete Sewer, in Place 10'-12' Deep, Open Cut, LF 1,300 $ 30 20 $ 39,260.00 17 2415 8" Sanitary Complete Sewer, in Place All Depths, Augered, LF 802 $ 58.90 $ 47,237.80 18 2415 LF 208 $ 110 20 $ 22,921.60 8" Steel Sanitary Casing, Sewer, Complete All Depths, in Place Augered in 19 2530 10" Sanitary Complete in Sewer, Place 0'-8' Deep, Open Cut, LF 2,381 $ 31.10 $ 74,049.10 20 2530 10" Samtary Sewer, 8'-10' Deep, Open Cut, LF 459 $ 32.60 $ 14,963.40 Complete in Place 21 2530 10" with Sanitary Wet Sewer, Sand Bedding, 8'-10' Complete Deep, Open in Place Cut, LF 781 $ 49.70 $ 38,815.70 22 2415 10" Sanitary Complete in Sewer, Place All Depths, Augered, LF 573 $ 64.50 $ 36,958.50 23 2415 10" Steel Sanitary Casing, Sewer, Complete All in Depths, Place Augered in LF 115 $ 137.50 $ 15,812.50 24 2530 12" Sanitary Complete in Sewer, Place 0'-8' Deep, Open Cut, LF 702 $ 35.10 $ 24,640.20 25 2530 12" Sanitary Complete in Sewer, Place 10'-12' Deep, Open Cut, LF 50 $ 36.90 $ 1,845.00 26 2415 12" Sanitary Sewer, All Depths, Augered in LF 34 $ 192.20 $ 6,534.80 Steel Casing, Complete in Place 27 2530 15" Sanitary Sewer, 8'-10' Deep, Open Cut, LF 102 $ 79.00 $ 8,058.00 Complete in Place 28 2415 15" Steel Samtary Casing, Sewer, Complete All in Depths, Place Augered in LF 82 $ 172.60 $ 14,153 20 29 2542 Sanitary Manholes, Normal Depth, Complete EA 59 $ 1,370.00 $ 80,830.00 in Place 30 2542 Extra Depth on Sanitary Sewer Manhole, VF 69 $ 95.00 $ 6,555.00 Complete in Place 31 02510 4" Water Line, Complete in Place LF 500 $ 14.00 $ 7,000.00 32 02417 4" Water Line, Augered, Complete in Place LF 64 $ 43.50 $ 2,784.00 33 02510 6" Water Line, Complete in Place LF 522 $ 16 20 $ 8,456.40 34 02417 6" Water Line, Augered, Complete in Place LF 58 $ 47.30 $ 2,743.40 35 02510 8" Water Line, Complete in Place LF 7,479 $ 19.50 $ 145,840.50 36 02417 8" Water Line, Augered, Complete in Place LF 1,038 $ 44 20 $ 45,879.60 37 02514 Fire Hydrant Assembly, Complete in Place EA 17 $ 2,290.00 $ 38,930.00 38 2540 12"x8" Box Tapping Sleeve and Gate Valve with EA 1 $ 2,930.00 $ 2,930.00 39 2540 16"x8" Box Tapping Sleeve and Gate Valve with EA 3 $ 5,015.00 $ 15,045.00 04/2003 00510-3 CITY OF PEARLAND AGREEMENT BETWEEN OWNER AND CONTRACTOR ITEM SPEC UNIT BASE NO. NO. ITEM DESCRIPTION UNIT QUANT. PRICE BID 40 2541 2" Blow Valve Assembly EA 3 $ 590.00 $ 1,770.00 -off 41 2541 8" Gate Valves Box, Complete in Place EA 14 $ 645.00 $ 9,030.00 with 42 2510 12" of Water Sanitary Main Service Pipe Offset Leads for Installation EA 16 $ 4,460.00 $ 71,360.00 43 2980 Asphaltic Concrete Pavement Repair SY 642 $ 36.80 $ 23,625.60 TOTAL BASE BID ITEMS $1,437,662.50 EXTRA PAY ITEMS: 44 02515 Water Tap and Service Line (3/4" to 1") - EA 52 $280.00 $ 14,560.00 Short Side, Complete in Place 45 02515 Water Long Side, Tap and Complete Service in Line Place (3/4" to 1") - EA 52 $415.00 $ 21,580.00 46 02511 Water Meters in Meter Box (Meters EA 104 $33.00 $ 3,432.00 Furnished by Owner), Complete in Place 47 2318 Extra Structural Backfill (8<PI<20) CY 100 $20.00 $ 2,000.00 48 2318 Extra Hand Excavation CY 100 $12.00 $ 1,200.00 49 2318 Extra Obstructions Machine Excavation and/or Around CY 100 $10.00 $ 1,000.00 50 2318 Extra Replacement of Backfill Material CY 100 $20.00 $ 2,000.00 51 2318 Extra Replacement Wet Sand Material CY 200 $5.00 $ 1,000.00 52 2318 Extra Cement Stabilized Sand CY 500 $20.00 $ 10,000.00 53 2318 Extra Trench Crushed Concrete or Stone for Wet CY 100 $40.00 $ 4,000.00 TOTAL EXTRA PAY ITEMS $ 60,772.00 A. TOTAL BASE BID ITEMS (from above) $ 1,437,662.50 B. TOTAL EXTRA PAY ITEMS (from above) $ 60,772.00 TOTAL BID WITH ALTERNATE (A+B) $ 1,498,434.50 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 Woik based on the number of 04/2003 00510-4 CITY OF PEARLAND AGREEMENT BETWEEN OWNER AND CONTRACTOR 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. 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 furnishing of the Work at the Contract Price, within the Contract Time and in accordance with the other 04/2003 00510-5 CITY OFPEARLAND AGREEMENT BETWEEN OWNER AND CONTRACTOR 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 Underground Facilities are or will be required by CONTRACTOR in order to perfoin and furnish the Work at the Contract Price, within the Contract Time and in accordance with the other tends 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 8 , inclusive). 8.2. Exhibits to this Agreement (Section 00020 Invitation to Bidders and Section 00310 Bid Proposal). 8.3. Performance, Payment and other Bonds, 8.4. Certificate of Insurance, 8.5. Notice of Award. 8.6. Specifications and Drawings bearing the title Hickory Creek Subdivision Water and Sanitary Sewer 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 04/2003 00510-6 CITY OF PEARLAND AGREEMENT BETWEEN OWNER AND CONTRACTOR 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 in the General Conditions. 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. (SEE NEXT PAGE) 04/2003 00510-7 CITY OF PEARLAND AGREEMENT BETWEEN OWNER AND CONTRACTOR IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in triplicate. 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 OWNER City of Pearland, Texas BY to.....----'101m•••••••"sessese"-Ise DATE r "7 610 C City Manager [COP.ORATE SEAL] Attest OEu7 Cl1e1/4/ Sc.CaTar/ Address for gig notices e _ \43 , 2005. 3519 Liberty Drive Pearland, Texas 77588 CONTRACTOR Redd i co Construction Co., Inc. BY ,/“141M DATE Michael A. Gruy, Executive Vice -President [CORPORATE SEA Attest Ken Walker, Vice -President Address for giving notices 10083 FM 1484 Conroe, Texas 77303 Telephone 281-652-1600 License No. (If OWNER is a public body, attach evidence of authority to sign and resolution or other documents authorizing execution of Agreement.) 04/2003 Telephone No. (936) 441-9500 Agent for service of process: Stephen C. Redd, President (If CONTRACTOR is a corporation, attach evidence of authority to sign.) 00510-8 CITY OF PEARLAND STANDARD SPECIFICATION PERFORMANCE BOND THE STATE OF TEXAS THE COUNTY OF BRAZORIA Document 00610 PERFORMANCE BOND BOND NO. 61BCSDL1834 § KNOW ALL MEN BY THESE PRESENTS: § THAT WE, Reddico Construction Company, Inc. , as Principal, hereinafter called Contractor, and the other subscriber hereto, Hartford Fire Insurance Company , as Surety, do hereby acknowledge ourselves to be held and thinly bound to the City of Pearland, a municipal corporation, in the sum of One Million, Four Hundred Ninety-eight Thousand, Four* Dollars ($ 31* ) for the payment of which sum, well and truly to be made to the City of Pearland and its successors, the said Contractor and Surety do bind themselves, their heirs, executors, administrators, successors, and assigns, jointly and severally. *Hundred Thirty-four and 50/100- I($1,498,434.50) THE CONDITIONS OF THIS OBLIGATION ARE SUCH THAT: WHEREAS, the Contractor has on or about this day executed a Contract in writing with the City of Pearland for HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER COP Bid No. RFB2005-042 all of such work to be done as set out in full in said Contract Documents therein referred to and adopted by the City Council, all of which are made a part of this instrument as fully and completely as if set out in full herein NOW THEREFORE, if the said Contractor shall faithfully and strictly perform Contract in all its terms provisions, and stipulations in accordance with its true meaning and effect, and in accordance with the Contract Documents referred to therein and shall comply strictly with each and every provision of Contract and with this bond, then this obligation shall become null and void and shall have no further force and effect; otherwise the same is to remain in full force and effect. It is further understood and agreed that the Surety does hereby relieve the City of Pearland or its representatives from the exercise of any diligence whatever in securing compliance on the part of the Contractor with the teims of the Contract, and the Surety hereby waives any notice to it of any default, or delay by the Contractor in the performance of his Contract and agrees that it, the Surety, shall be bound to take notice of and shall be held to have knowledge of all acts or omissions of the Contractor in all matters pertaining to the Contract. The Surety understands and agrees that the provision in the Contract that the City of Pearland shall retain certain amounts due the Contractor until the expiration of thirty days from the acceptance of the Work is intended for the City's benefit, and the City of Pearland shall 00610-1 04/03/98 CITY OF PEARLAND STANDARD SPECIFICATION PERFORMANCE BOND have the right to pay or withhold such retained amounts or any other amount owing under the Contract without changing or affecting the liability of the Surety hereon in any degree. It is further expressly agreed by Surety that the City of Pearland or its representatives are at liberty at any time, without notice to the Surety, to make any change in the Contract Documents and in the Work to be done thereunder, as provided in the Contract, and in the terms and conditions thereof, or to make any change in, addition to, or deduction from the work to be done thereunder; and that such changes, if made, shall not in any way vitiate the obligation in this bond and undertaking or release the Surety therefrom. It is further expressly agreed and understood that the Contractor and Surety will fully indemnify and save haiuiless the City of Pearland from any liability loss, cost, expense, or damage arising out of or in connection with the work done by the Contractor under the Contract. If the Contract Price is greater than $1.2 million and in the event that the City of Pearland shall bring any suit or other proceeding at law on the Contract or this bond or both, the Contractor and Surety agree to pay to the City the sum of 10 percent of whatever amount may be recovered by the City in suit or legal proceeding, which sum of 10 percent is agreed by all parties to be indemnity to the City for the expense o f or time consumed by its City Attorney, his assistants, and office force, and other cost and damage o ccasioned to the City.. This amount of 10 percent is fixed and liquidated by the parties, it being agreed by them that the exact damage to the City would be difficult to ascertain. This bond and all obligations created hereunder shall be performable in Brazoria County, Texas This bond is given in compliance with the provisions of Article 5160, revised Civil Statutes of Texas, as amended, which is incorporated herein by this reference. However, all of the express provisions hereof shall be applicable whether or not within the scope of said statute. 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 o ffice 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. 00610-2 04/03/98 CITY OF PRARLAND STANDARD SPECIFICATION PERFORMANCE BOND IN WITNESS THEREOF, the said Contractor and Surety have signed and sealed this instrument on the respective dates written below their signatures and have attached current Power of Attorney. ATTEST, SEAL: (if a corporation) Reddico Construction Company, Inc. WITNESS' 'f not a cor ation) [Name of Contractor] By: it• Name: Ken Walker Title: Secretary / Vice President ATTEST/SURETY WI'1'NESS: (SEAL) By: Name: Nand T. erry Title: S Date: rety Secretary By: Name: Michael A. Gruy Title: Date: Executive Vice President Hartford Fire Insurance Company [Full Name of Surety] 690 Asylum Avenue [Address of Surety for Notice] Name: S eve Berry Title: Attorney -in -Fact Date: END OF DOCUMENT 006 I 0-3 04/03/98 P WER OF ATT RNI4Y IttrUW ALL PERSONS BY THESE PRESENTS THAT: X X X Direct Inquiries/Claims to: THE HARTFORD BOND, T-4 690 ASYLUM AVENUE HARTFORD, CONNECTICUT 06115 call. 888-266-3488 or fax• 860-757-5835 Agency Code: 61-614081 Hartford Fire Insurance Company a corporation duly organized under the laws of the State of Connecticut Hartford Casualty Insurance Company, a corporation duly organized under the laws of the State of Indiana 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 Z, 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. Paul A. Bergenholtz, Assistant Secretary STATE OF CONNECTICUT ss. 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. Hartford David T. Akers, Assistant Vice President CERTIFICATE My I, the undersigned, Assistant Vice President of the Companies DO HEREBY CERTIFY that the copy of the Power of Attorney executed by said Companies, which is still in full force effective as of Signed and sealed at the City of Hartford. Scott E. Paseka Notary Public Commission Expires October 31, 2007 above and foregoing is a true and correct , 2005. POA 2004 Ga W. Stamper, Assistant Vice President CITY OF PEARLAND STANDARD SPECIFICATION STATUTORY PAYMENT BOND Document 00611 STATUTORY PAYMENT BOND THE STATE OF TEXAS § THE COUNTY OF BARZORIA § BOND NO. 61BCSDL1834 KNOW ALL MEN BY THESE PRESENTS: THAT WE, Reddico Construction Company, Inc. , as Principal, hereinafter called Contractor and the other subscriber hereto Hartford Fire Insurance Company as Surety, do hereby acknowledge ourselves to be held and firmly bound unto the City of Pearland, a municipal corporation, in the sum of One Million, Four Hundred Ninety-eight Thousand, Four* Dollars ($ ) for the payment of which sum, well and truly to be made to the City of Pearland, and its successors, the said Contractor and Surety do bind themselves, their heirs, executors, administrators, successors, and assigns, jointly and severally. *Hundred Thirty-four and 50/100- **($1,498;434.50),. THE CONDITIONS OF THIS OBLIGATION ARE SUCH THAT: WHEREAS, the Contractor has on or about this day executed a contract in writing with the City of Pearland for HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER COP Bid No. RFB2005-042 all of such work to be done as set out in full in said Contract Documents therein referred to and adopted by the City Council, all of which are made a part of this instrument as fully and completely as if set out in full herein; NOW, THEREFORE if the said Contractor shall pay all claimants supplying labor and materials to him or a subcontractor in the prosecution of the Work provided for in the Contract, then, this obligation shall be void; otherwise the same is to remain in full force and effect, PROVIDED HOWEVER, that this bond is executed pursuant to the provisions of Article 5160 of the Revised Civil Statutes of Texas, as amended, and all liabilities on this bond shall be determined in accordance with the provisions of said Article to the same extent as if it were copied at length herein. 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. 00611-1 04/03/98 CITY OF PEARLAND STANDARD SPECIFICATION STATUTORY PAYMENT BOND IN WITNESS THEREOF, the said Contractor and Surety have signed and sealed this instrument on the respective dates written below their signatures and have attached current Power of Attorney. ATTEST, SEAL: (if a corporation) WITNESS: (ji4iot a 9orpoy31t/gn) [Name of Contra c Reddico Construction Company, Inc. By: Name: Ken Walker Title: Secretary / Vice President ATTEST/SURETY WITNESS: (SEAL) By: \t,_ �C. Name: Nancy T. •erry Title: Surety - . Qtary Date: By: Name: Michael A. Gruy Title: Date: Executive Vice President Hartford Fire Insurance Company [Full Name of Surety] 690 Asylum Avenue [Address of Surety for Notice] Hartford, G nnecticut 06115 888 8 [Te ileof re T Name: Steve Berry Title: Attorney -in -Fact Date: END OF DOCUMENT 00611-2 04/03/98 POWER OF ATTORNEY h..JW ALL PERSONS BY THESE PRESENTS THAT: X X X Direct Inquiries/Claims to: THE HARTFORD BOND, T-4 690 ASYLUM AVENUE HARTFORD, CONNECTICUT 06115 call. 888-266-3488 or fax* 860-757-5835 Agency Code: 61-614081 Hartford Fire Insurance Company a corporation duly organized under the laws of the State of Connecticut Hartford Casualty Insurance Company, a corporation duly organized under the laws of the State of Indiana 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. Ct Paul A. Bergenholtz, Assistant Secretary 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. David T. Akers, Assistant Vice President CERTIFICATE L Scott E. Paseka Notary Public 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. 11 Gary W. Stumper, Assistant Vice President POA 2004 CITY OF PEARLAND STANDARD SPECIFICATION ONE-YEAR MAINTENANCE BOND Document 00612 BOND NO.: 61BCSDL1834 ONE-YEAR MAINTENANCE BOND THE STATE OF TEXAS § KNOW ALL MEN BY THESE PRESENTS: THE COUNTY OF BRAZORIA Reddico Construction Company,In, as Principal, hereinafter called Contractor,and THAT WE, the other subscriber hereto, Hartford Fire Insurance Company , as Surety, do hereby acknowledge ourselves to be held and firmly bound to the City of Pearland, in the sum of One Minion, Farr Hundred Ninety-eight Thousand, Fan' Huualwl Ninety-four & 50Alars ($1,4989494.50), for the payment of which sum well and truly to be made to the City of Pearland and its successors, the said Contractor and Surety do bind themselves, their heirs, executors, administrators, successors and assigns jointly and severally. THE CONDITIONS OF THIS OBLIGATION ARE SUCH THAT: WHEREAS, the Contractor has on or about this day executed a Contract in writing with the City of Pearland for HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER COP Bid No. RFB2005-042 all of such work to be done as set out in full in said Contract Documents therein referred to and adopted by the City Council, all of which are made a part of this instrument as fully and completely as if set out in full herein. NOW THEREFORE, if the said Contractor shall comply with the provisions of Subparagraph 6.11 of the General Conditions, and correct Work not in accordance with the Contract Documents discovered within the established one-year period, 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. 00612-1 04/03/98 CITY OF PEARLAND STANDARD SPECIFICATION ONE-YEAR MAINTENANCE BOND IN WITNESS THEREOF, the said Contractor and Surety have signed and sealed this instrument on the respective dates written below their signatures and have attached current Power of Attorney. ATTEST, SEAL: (if a corporation) WITNESS: (if!not a Corp By: r Name: Ken Walker Title: Secretary / Vice President ATTEST/SURETY WI _N ES S : CSHAL) Reddico Construction Company, Inc. [Name of Contrac#pr] By: Name: Michael A. Gruy Title: Date: Executive Vice President Hartford Fire Insurance Company [Full Name of Surety] 690 Asylum Avenue [Address of Surety for Notice] Hartford_ Connecticut 06115 888- . f(3488 [Te = • one Number of Surety] Name: N. : erry - Name: Steve Berry Title: urety Sec et,ary Title: Attorney -in -Fact Date: ``s Date: END OF DOCUMENT • 00612-2 04/03/98 POWhR OF ATTORNEY h..JW ALL PERSONS BY THESE PRESENTS THAT: X X X Direct Inquiries/Claims to: THE HARTFORD BOND, T-4 690 ASYLUM AVENUE HARTFORD, CONNECTICUT 06115 call. 888-266-3488 or fax* 860-757-5835 Agenc Code: 61-614081 Hartford Fire Insurance Company a corporation duly organized under the laws of the State of Connecticut Hartford Casualty Insurance Company, a corporation duly organized under the laws of the State of Indiana 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 ►i 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. Paul A. Bergenholtz, Assistant Secretary STATE OF CONNECTICUT ss. 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. Hartford w David T. Akers, Assistant Vice President CERTIFICATE Scott E. Paseka Notary Public 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. Ga POA 2004 W. Stumper, Assistant Vice President SHE Fr�LXI'I'.FO in Inquiries Regarding Claims Hartford Fire Insurance Company Hartford Casualty Insurance Company Hartford Accident and Indemnity Company Hartford Underwriters Insurance Company Twin City Insurance Company Hartford Insurance Company of Illinois Hartford Insurance Company of the Midwest 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 : Fax - Claims • E-mail • Mailing Address 888-266-3488 860-757-5835 or 860-547-8265 claims@ l step surety. com The Hartford The Hartford Fidelity & Bonding (BOND) Hartford Plaza 690 Asylum Avenue Hartford, CT 06115 Insured's Name Reddico Construction Company, Inc. tnsured's MOLT Address 10083 FM 1484 Conroe, TX 77303 Policy Number 61BCSDL1834 IMPORTANT NOTICE TO OBLIGEESIPOLICYHOLDERS 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 bondlpollcy,. However, the actual coverage provided by your bond/policy for acts of tenorism, as Is true for all coverages, is Limited by the terms, conditions, exclusions limits, other provisions of your bondlpollcy, any endorsements to the bond/policy and generally applicable rules of law. Any terrorism coverage provided by this bond/policy 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 suretiestlnsurers 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 bond/policy is either shown on this for m or elsewhere In the bond/policy. if there Is no premiumshown for terrorism on this form or elsewhere In the bondlpollcy, there Is no premium for the coverage. Terrorism premium: $0 Fonn B-3333-0 Page 1 of 1 2002, The Hartford ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID VP REDD-C2 DATE (MM/DD/YYYY) 06/30/05 PRODUCER Guaranty Insurance Services P. 0. Box 4745 F 1ton TX 77210-4745 1-„Jne:713-939-9898 Fax:866-652-9382 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE NAIC # INSURED Reddico Construction Co., Inc. 10083 FM 1484 Conroe TX 77303 INSURER A: American Cas.Co. of Reading PA 20427 INSURER B: Continental Casualty Company 20443 INSURER C: Texas Mutual Ins . Co 22945 INSURER D: Hanover Insurance Company 22292 INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR AMYL INSRD TYPE OF INSURANCE POLICY NUMBER POLICY DATE (MM/DD/YY) EFFECTIVE POLICY DATE EXPIRATION (MM/DD/YY) LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 A X COMMERCIAL GENERAL LIABILITY TCP2079710203 10/01/04 10/01/05 PREMISES(Eaoccurence) $ 100,000 CLAIMS MADE X OCCUR MED EXP (Any one person) $ 5 , 000 X CONTRACTUAL PERSONAL &ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2, 000, 000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 2 , 000 , 000 POLICY X JECT LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT A X ANY AUTO BUA2079710217 10/01/04 10/01/05 (Ea accident) $ 1 , OOO , OOO 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 , 000 , 000 B X OCCUR CLAIMS MADE CUP2079911731 10/01/04 10/01/05 AGGREGATE $3,000,000 $ DEDUCTIBLE $ RETENTION $ $ WORKERS COMPENSATION AND X OR LIMITS TORY LIMITS ER- ER C EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE TSF0001109878-20041001 10/01/04 10/01/05 E.L. EACH ACCIDENT $ 1, 0 0 0 , 0 0 0 OFFICER/MEMBER EXCLUDED? E.L. DISEASE - EA EMPLOYEE $ 11,0001000 If yes, describe under SPECIAL PROVISIONS below E.L. DISEASE - POLICY LIMIT $ 1,000 , 000 D OTHER Equipment IHD7601576 10/01/04 10/01/05 Rent/Leas $250,000/ Occurrnce $500,000 DESCRIPTION RE• Hickory OF OPERATIONS / Creek LOCATIONS Subdivision / VEHICLES / EXCLUSIONS ADDED Water and BY ENDORSEMENT / SPECIAL PROVISIONS Sanitary Sewer Project, Job #02-187-300 ** Page 1 of 2 - SEE ATTACHMENT ** CERTIFICATE HOLDER CANCELLATION City c/o Consulting 11111 Houston Othon of Wilcrest Pearland , Inc. Engineers TX 77042 Green Dr #128 CIT-PEA SHOULD ANY DATE THEREOF, NOTICE TO THE IMPOSE NO OBLIGATION REPRESENTATIVES. OF THE CERTIFICATE THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION ISSUING INSURER WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR A( HQRJZtDnepTATIVE ACORD 25 (2001/08) ACORD CORPORATION 1988 NOTEPAD' HOLDER CODE CIT-PEA REDD-C2 INSURED'S NAME Reddico Construction Co.,;Inc. OPID VP Additional Insured in favor of Owner: City of Pearland and Engr: Othon, Inc and their respective agents and employees as respects to general liability, auto liability and umbrella liability where required by written tract. Waiver of Subrogation in favor of Owner: City of Pearland and jr: Othon, Inc. and their respective agents and employees as respects to general liability, auto liability, umbrella liability and workers compensation where required by written contract. PAGE 2 DATE 06/30/05 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT TABLE OF CONTENTS GENERAL CONDITIONS OF AGREEMENT Page No. 1.0 DEFINITIONS AND INTERPRETATIONS 1 1.01 Owner, Contractor and Engineer 1 1.02 Contract Documents 1 1.03 Subcontractor 1 1.04 Wiitten Notice 1 1.05 Work 1 1.06 Extra Work 2 1.07 Working Day 2 1.08 Calendar Day 2 1.09 Substantially Completed 2 1.10 Interpretation of Words and Phrases 2 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 3 2.03 Ownership of Drawings 3 2.04 Changes and Alterations 3 2.05 Damages 4 3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 4 3.01 Owner -Engineer Relationship 4 3.02 Keeping of Plans and Specifications Accessible 4 3.03 Preliminary Approval 4 3.04 Inspection by Engineer 5 3.05 Determination of Questions and Disputes 5 3.06 Objections 6 3.07 Recommendation of Payment 6 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 6 4.01 Independent Contractor 6 4.02 Contractor's Understanding 7 4.03 Laws and Ordinances 7 4.04 Assignment and Subletting 7 4.05 Performance and Payment Bonds 7 4.06 Insurance 8 4.07 Certificate of Insurance 9 04/2002 00700-i CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.08 Permits and Fees 10 4.09 Texas State Sales Tax 10 4.10 Contractor's Duty and Superintendence 10 4.11 Character of Workers 10 4.12 Labor, Equipment, Materials, Construction Plant and Buildings 11 4.13 Sanitation 11 4.14 Cleaning and Maintenance 11 4.15 Performance of Work 11 4.16 Right of Owner to Modify Methods and Equipment 12 4.17 Layout of Work 12 4.18 Shop Drawings 12 4.19 Engineer -Contractor Relationship; Observations 13 4.20 Observation and Testing 13 4.21 Defects and Their Remedies 14 4.22 Liability for Proper Performance 14 4.23 Protection Against Accident To Employees and the Public 15 4.24 Protection of Adjoining Property 15 4.25 Protection against Claims of Subcontractors, Laborers, Materialmen and Furnishers of Machinery and Supplies 15 4.26 Protection Against Royalties or Patented Invention 16 4.27 Indemnification 16 4.28 Losses From Natural Causes 17 4.29 Guarantee 17 5.0 PROSECUTION AND PROGRESS 18 5.01 Time and Order of Completion 18 5.02 Extension of Time 18 5.03 Hindrances and Delays 18 5.04 Liquidated Damages for Delay 19 6.0 MEASUREMENT AND PAYMENT 19 6.01 Discrepancies and Omissions 19 6.02 Quantities and Measurements 19 6.03 Estimated Quantities 20 6.04 Price of Work 20 6.05 Payments 20 6.06 Partial Payments 20 6.07 Use of Completed Portions 21 6.08 Final Completion and Acceptance 72 6.09 Final Payment 22 6.10 Correction of Work Before Final Payment 22 6.11 Correction of Work After Final Payment 23 6.12 Payments Withheld 23 6.13 Delayed Payments 23 04/2002 00700-ii CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 7.0 EXTRA WORK AND CLAIMS 24 7.01 Change Orders 24 7.02 Minor Changes 24 7.03 Extra Work 24 7.04 Time of Filing Claims 26 8.0 ABANDONMENT OF CONTRACT 8.01 Abandonment by Contractor 8.02 Abandonment by Owner 9.0 ARBITRATION 9.01 Arbitration ATTACHMENT NO. 1 - WORKER'S COMPENSATION INSURANCE COVERAGE ATTACHMENT NO. 2 - AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR'S SWORN RELEASE 26 26 28 28 28 Al B1 04/2002 00700-iii CITY OF PEARLAND GENERAL CONDITIONS SECTION 00700 GENERAL CONDITIONS OF AGREEMENT 1.0 DEFINITIONS AND INTERPRETATION 1.01 OWNER, CONTRACTOR AND ENGINEER. The OWNER, the CONTRACTOR and the ENGINEER are those persons or organizations identified as such in the Agreement The term ENGINEER 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. 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. 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 b3 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. 1.03 SUBCONTRACTOR. 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 CONTRACTOR for any payments due subcontractor. 1.04 WRITTEN NOTICE. Written Notice shall be deemed to have been duly served if delivered in person to the individual or to a 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. 1.05 WORK. Unless otherwise stipulated, the CONTRACTOR shall provide and pay for all materials, supplies, machinery, equipment, tools, superintendence, labor, services, insurance, and all water, light, power, fuel, transportation and all other facilities or services of any nature whatsoever 04/2002 00700-1 CITY OF PEARLAND GENERAL CONDITIONS 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. 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 "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 "calendar day" is any day of the week or month, no days being excepted. 1.09 SUBSTANTIALLY COMPLETED. The term "substantially completed' , as used in this Contract, means that the structure or 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 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. Similarl}, 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. 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 meaning of the words, terms or clauses defining the character of the work. 04/2002 00700-2 CITY OF PEARLAND GENERAL CONDITIONS 1.11 REFERENCED STANDARDS No provision of any referenced standard specification, or manual shall be effective to change the duties and responsibilities of the Owner, Engineer, Contractor, or their consultants, employees, or representatives from those set forth in the Contract Documents nor shall it be effective to assign to the Engineer or its consultants, employees, or representatives any duty or authority to supervise or direct the furnishing or performance of the Work or any duty or authority to undertake responsibilities contrary to provisions of the Contract Documents. 1.12 SPECIAL CONDITIONS. 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. It is understood that the OWNER believes it has employed competent engineers and/or 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. 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. All drawings, specifications and copies thereof furnished by the OWNER shall not be reused on other work and, with the exception of the sets forming the part of the signed contract documents, are to be returned to the OWNER on request at the completion of the work. All drawings and models are the property of the OWNER 2.04 CHANGES AND ALTERATIONS. The CONTRACTOR further agrees that the Owner may make such changes and alterations 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. If such changes or alterations diminish the quantity of the work to be done, they shall not constitute the basis foi a claim foi damages or anticipated profits on the work that may be dispensed with. If the 04/2002 00700-3 CITY OF PEARLAND GENERAL CONDITIONS amount of work is increased and the work can fairly be classified under the specifications, such increase shall be paid for according to the quantity actually done and at the unit price, if any, established for such work under this Contract, 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 material already furnished or used in said work, then the OWNER shall compensate the CONTRACTOR for any material or labor so used and for any actual loss occasioned by such change due to actual expenses incurred in preparation for the work as originally planned 2.05 DAMAGES In the event the 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 foi which the OWNER becomes liable, then the CONTRACTOR shall reimburse the OWNER for such loss. 3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 3.01 OWNER -ENGINEER RELATIONSHIP. The ENGINEER shall serve as the OWNER'S representative during construction. The duties, responsibilities and limitations on the authority of the ENGINEER as the OWNER's representative during construction are set forth in the contract documents; and the ENGINEER shall not have authority to extend the OWNER's liability or to bind the OWNER for any additional liability of any nature whatsoever without the written consent of the OWNER 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. It is the intent of this Agreement that there shall be no delay in the execution of the work; therefore, written decisions or directions rendered by the ENGINEER as the OWNER's representative shall be promptly carried out, and any claim arising therefrom shall be 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 herein and shall have the authority to issue written stop work oz ders whenever such stoppage may be necessary to insure the proper execution of this Contract, 3.02 KEEPING OF PLANS AND SPECIFICATIONS ACCESSIBLE. The ENGINEER shall furnish the CONTRACTOR with an adequate and reasonable 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. 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 foi performing good work as herein described, and in full accordance with the Plans and Specifications, 04/2002 00700-4 CITY OF PEARLAND GENERAL CONDITIONS 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 of 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. Any questioned work may be ordered taken up or removed for re-examination by the ENGINRFR 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. The ENGINEER shall make periodic visits to the site to o bserve the progress and quality of the executed work and to determine if such work generally meets the e ssential performance and design features and the technical, functional and/or engineering requirements o f the contract documents, and is in all other respects being performed in compliance with the contract documents. However the ENGINEER shall not be responsible for making any detailed, exhaustive, comprehensive or continuous on -site inspections to check the quality and/or quantity of the work, nor shall the ENGINEER be in any way responsible, directly or indirectly, for the construction means, methods, techniques, sequences, quality, procedures, programs, safety precautions or lack of same incident to the work being performed or any part thereof. The ENGINEER shall use reasonable care to prevent deviation from the intent and substance of the contract documents by the CONTRACTOR in the performance of the work and any part thereof and, on the basis of such on -site observations, will keep the OWNER informed of the progress of the work and will endeavor to guard the OWNER against defects and deficiencies in the work of the CONTRACTOR. Notwithstanding any other provision of this Agreement or any other contract document, the ENGINEER shall not be in any way responsible or liable for any acts, errors, omissions or negligence of the CONTRACTOR, any 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 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 determme 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 04/2002 00700-5 CITY OF PEARLAND GENERAL CONDITIONS other dispute, claim or question, the ENGINEER shall, within a reasonable time, provide a written interpretation 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 In the event the ENGINEER renders any decision which, in the opinion 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 interpretation, 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. 3.07 RECOMMENDATION OF PAYMENT. The ENGINEER shall review the CONTRACTOR's application for payment and supporting documents, shall determine the amount owed to the CONTRACTOR and shall provide written recommendation to the OWNER for payment to the CONTRACTOR in such amount. Such recommendation of payment to CONTRACTOR shall constitute a representation to the OWNER of the ENGINEER's judgment that the work has progressed to the point indicated, to the best of his knowledge, information and belief; however, such recommendation of an application for payment to CONTRACTOR shall not be deemed 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 price. 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. 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 04/2002 00700-6 CITY OF PEARLAND GENERAL CONDITIONS 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. It is understood and agreed that the CONTRACTOR has, by careful examination, satisfied himself as to the nature and location of the work, the confoirnation 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 convey sation with an) officer, agent or employee of the OWNER or the ENGINEER, either before or after the execution of this Contract, shall affect or modify any of the terms or obligations herein contained. 4.03 LAWS AND ORDINANCES The CONTRACTOR shall at all times observe and comply with all federal, state or local laws 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 arising 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. 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. 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 Conti act shall not relieve the CONTRACTOR from his obligations to the OWNER, as provided for by this Agi eement. 4.05 PERFORMANCE AND PAYMENT BONDS. In the event the contract price shall be in 04/2002 00700-7 CITY OF PEARLAND GENERAL CONDITIONS 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. 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 Perfoiinance and Payment Bonds shall be included m the CONTRACTOR's Proposal 4.06 INSURANCE 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 carried with an insurance company licensed to transact business in the State of Texas and shall cover all operations in connection with this Contract, whether performed by the CONTRACTOR or a subcontractor, or separate policies shall be provided covering the operation of each subcontractor. No policy shall be written on a "claims made" 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. 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 accident: Bodily injury by disease: Bodily injury by disease: $500,000 $500,000 $500,000 each accident policy limit each employee 04/2002 00700-8 CITY OF PEARLAND GENERAL CONDITIONS (2) Commercial General Liability Insurance: (3) 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 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 seive 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 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 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 authorized representative of the insurance company, setting forth: (1) The name and address of the insured; 04/2002 00700-9 CITY OF PEARLAND GENERAL CONDITIONS (2) The location of the operations to which the insurance applies; (3) The name of the policy and type or types of insurance in force thereunder on the date borne by such certificate. (4) The expiration date of the policy and the limit or limits of liability thereunder on the date borne by such certificates. (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; (6) A provision that the policy may be canceled or materially changed only by mailing 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. Unless otherwise provided in the Contract Documents, the Contractor shall secure and pay for all construction permits, licenses, and inspections necessary for pioper execution and completion of the Work and which are legally required at the time bids are received. 4.09 TEXAS STATE SALES TAX Materials incorporated into this project are exempt from State Sales according to provisions of the Texas Tax Code, Chapter 151, Subsection H. The Contractor must obtain a limited sales, excise and use tax permit or exemption certificate which shall enable him to buy the materials to be incorporated into the work without paying tax at the time of purchase. 4.10 CONTRACTOR'S DUTY AND SUPERINTENDENCE The CONTRACTOR shall give adequate attention to the faithful prosecution and completion of this Contract and shall keep on the work, during its progress, a competent superintendent and any necessary assistants all satisfactory to the ENGINEER as the OWNER'S representative. The superintendent shall represent the CONTRACTOR in his absence and shall act as the 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 pioper performance of the work, and lack of such supervision shall be grounds for suspending operations of the CONTRACTOR. The work, from its commencement to completion, shall be under the exclusive chaige and control of the CONTRACTOR, and all risk in connection therewith shall be borne by the CONTRACTOR. Neither the OWNER nor the ENGINEER as the OWNER's representative will be responsible for the acts or omissions of the CONTRACTOR, its subcontractors or any of its agents or employees, or any other persons performing any of the work. 04/2002 00700-10 CITY OF PEARLAND GENERAL CONDITIONS 4.11 CHARACTER OF WORKERS The CONTRACTOR agrees to employ only orderly and competent workers, skillful in the performance of the type of work required under this Contract, to do the work, and agrees that whenever the ENGINEER shall inform him in writing that any worker or workers on the work are, in his opinion incompetent, unfaithful or disorderly, or in the ENGINEER's opinion, are not using their best efforts for the progress of the work, such worker or workers shall be discharged from the work and shall not again be employed on the work without the ENGINEER s written consent. 4.12 EQUIPMENT, MATERIALS, CONSTRUCTION PLANT AND BUILDINGS. The CONTRACTOR shall provide all labor, tools, equipment, machinery and materials necessary in the prosecution and completion of this Contiact 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, accessories, facilities, all means of construction and any and all parts of the work, whether the CONTRACTOR has been paid, partially paid or not paid for such work, until the entire work is completed and accepted. The building of structures for housing workers, or the erection of tents or other forms of 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 foi damages allegedly sustained by anyone by reason of the erection, construction or maintenance of CONTRACTOR'S buildings. 4.13 SANITATION. 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 m 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 foi damages allegedly sustained by anyone by reason of the erection, construction or maintenance of CONTRACTOR's buildings. 4.14 CLEANING AND MAINTENANCE 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 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 04/2002 00700-11 CITY OF PEARLAND GENERAL CONDITIONS practice for such materials furnished or work completed. 4.16 RIGHT OF OWNER TO MODIFY METHODS AND EQUIPMENT. 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. If at any time the working force of the CONTRACTOR is inadequate for securing 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. 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. The CONTRACTOR shall submit to the ENGINEER with such promptness as to cause no delay in his own work or in that of any other contractor, six (6) checked copies, unless otherwise specified, of all shop and/or setting drawings and schedules required for the work of the various trades. Contractor will check and approve shop drawings for compliance with requirements of Contract and will so certify by stamp on each drawing prior to submittal to ENGINEER. Any drawings submitted without Contractor's stamp of approval will not be considered and will be returned to him for proper submission. The ENGINEER shall pass upon them with reasonable promptness, indicating desired corrections. 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 foi 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 in writing, nor shall it relieve him from responsibility for errors of any sort in shop drawings or schedules. It shall be the CONTRACTOR's responsibility to fully and completely review all shop drawings to ascertain their effect on his ability to perform the required contract work in accordance with the Plans and Specifications and within the contract time. Such review by the ENGINEER shall be for the sole purpose of determining 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 propriety or adequacy of such drawings or schedules, or any means or methods reflected thereby, in relation to the safety of either person or property 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 00700-12 CITY OF PEARLAND GENERAL CONDITIONS 4.19 ENGINEER -CONTRACTOR RELATIONSHIP; OBSERVATIONS. It is agreed by the CONTRACTOR that the ENGINEER, as the OWNER's representative, shall be and is hereby authorized to appoint such subordinate engineers, 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 woik 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. The OWNER or the ENGINEER as the OWNFR'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 pi escribed by the American Society for Testing and Materials or such other applicable organization as may be required by law or the contract documents. If any woik which is required to be inspected, tested or approved is covered up without written approval or consent of the OWNER or the ENGINEER, it must, if requested by the OWNER or the ENGII\F,RR, 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 an} 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. 04/2002 00700-13 CITY OF PEARLAND GENERAL CONDITIONS Neither observations by the OWNER or by the ENGINEER, nor inspections, tests or approvals made by the OWNER, the ENGINEER or other persons authorized under this Agreement to make such inspections, tests or approvals, shall relieve the CONTRACTOR from his obligation to perform the work in accordance with the requirements of the contract documents. 4.21 DEFECTS AND THEIR REMEDIES It is further agreed that if the work or any part thereof, or any material brought on the site of the work for use in the work or selected for the same, shall be deemed by the ENGINEER as unsuitable or not in conformity with the Plans and Specifications, the CONTRACTOR shall, after receipt of written notice thereof from the ENGINEER, forthwith remove such material and rebuild or otherwise remedy such work so that it shall be in full accordance with this Contract. It is further agreed that any such remedial action contemplated herein shall be at CONTRACTOR's expense. 4.22 LIABILITY FOR PROPER PERFORMANCE Engineering construction drawings and specifications, as well as any additional instructions and information concerning the work to be performed, passing from or through the ENGINEER, shall not be interpreted as requiring or allowing the CONTRACTOR to deviate from the Plans and Specifications 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, shoring, bracing, scaffolding, machinery or equipment, safety precautions or devices, similar items or devices used by him during construction, and work performed either directly or incident to construction, and for all loss, damage or injury incident thereto, either to person or property, whether such damage be suffered by the ENGINEER, the OWNER or any other person not a party to this Contract. Any review of work in progress or any visit or observation during construction, or any 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 04/2002 00700-14 CITY OF PEARLAND GENERAL CONDITIONS not relieve CONTRACTOR of his liability for loss, damage or injury as herein set out. 4.23 PROTECTION AGAINST ACCIDENT TO EMPLOYEES AND THF PUBLIC. 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. All accidents or injuries to CONTRACTOR's employees working on the job site must be reported to the ENGINEER immediately. 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. 4.24 PROTECTION OF ADJOINING PROPERTY. The CONTRACTOR shall employ proper means to protect the adjacent or adjoining property or properties in any way encountered, which might be injured or seriously affected by any process of construction to be undertaken under this Agreement, from any damage or injury by reason of said process of construction; and he shall be liable for any and all claims for such damage on account of his failure to fully protect all adjoining property. THF 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. 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. 04/2002 00700-15 CITY OF PEARLAND GENERAL CONDITIONS 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 fi om 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 ha\ e been fully discharged, whereupon payments to the CONTRACTOR shall be resumed in full, in accordance with the terms of this Contract. Any and all communications between any parties under this paragraph shall be in writing. 4.26 PROTECTION AGAINST ROYALTIES OR PATENTED INVENTION. The CONTRACTOR shall pay all royalties and license fees and shall provide for the use of any design, device, material or process covered by letters patent or copyright, by suitable legal agreement with the patentee or owner thereof. THE CONTRACTOR SHALL DEFEND ALL SUITS OR CLAIMS FOR INFRINGEMENT OF ANY PATENT OR COPYRIGHT AND SHALL INDEMNIFY, SAVE AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY LOSS 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 MANUFACTURFR 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. 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 WHATSOEVI-,RMADE 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 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 DAMAGFS, 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 04/2002 00700-16 CITY OF PEARLAND GENERAL CONDITIONS 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, JUDGMFNT, COST OR EXPENSE• (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 (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 BI- LIABLE, REGARDLESS OF WHETHER OR NOT IT IS CAUSED IN PART BY A PARTY INDEMNIFIED HEREUNDER. 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 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. The CONTRACTOR shall furnish the OWNER with a written guarantee on all workmanship and materials provided by hin 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 when discovered after one year. 04/2002 00700-17 CITY OF PEARLAND GENERAL CONDITIONS 5.0 PROSECUTION AND PROGRESS 5.01 TIME AND ORDER OF COMPLETION. It is the meaning and intent of this Contract, unless otherwise herein specifically provided, that the CONTRACTOR shall be allowed to prosecute his work at such times and seasons, in such order of precedence and in such manner as shall be most conducive to economy of construction; provided, however, that the order and the time of prosecution shall be such that the work shall be substantially completed as a whole and in part, in accordance with this Contract, 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. 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. 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 pi ompt 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. 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. 04/2002 00700-18 CITY OF PEARLAND GENERAL CONDITIONS 5.04 LIQUIDATED DAMAGES FOR DELAY. 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 in 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. 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 beginning, or complete it within the specified time in strict accordance with the Plans and Specifications, the OWNER may recover such additional amount. 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. 6.0 MEASUREMENT AND PAYMENT 6.01 DISCREPANCIES AND OMISSIONS. 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 prices 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 prior to the opening of bids 6.02 QUANTITIES AND MEASUREMENTS. No extra or customary measurements of any kind will be allowed, but the actual measured and/or computed length, area, solid contents, number and weight only shall be considered, unless otherwise specifically provided 04/2002 00700-19 CITY OF PEARLAND GENERAL CONDITIONS 6.03 ESTIMATED QUANTITIES. 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 materials to be furnished under this Contract may differ somewhat from the estimates and that the items listed or estimated quantities stated shall not give rise to a claim by the CONTRACTOR against the OWNER for compensation, unless the work shall have actually been authorized, and performed and material supplied 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. 6.04 PRICE OF WORK 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. 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 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 manufactuier'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 04/2002 00700-20 CITY OF PEARLAND GENERAL CONDITIONS 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. 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 b} 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. The OWNER shall then pay the CONTRACTOR, within thirty (30) days of receipt of the ENGINEER's recommendation foi 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." 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. 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 in accordance with the provisions of this Agreement. The CONTRACTOR shall notify the ENGINEER, by letter executed by a duly qualified officer of CONTRACTOR, that in CONTRACTOR's opinion, the Contract is "substantially completed' . When so notifying the ENGINEER, the CONTRACTOR shall furnish to the ENGINEER, in writing, a detailed 04/2002 00700-21 CITY OF PEARLAND GENERAL CONDITIONS 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 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. 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, including 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 'Attachment 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. The OWNER shall pay to the CONTRACTOR, on or after the 30th day and before the 3 5th day after the date of the Certificate of Completion, the balance due the CONTRACTOR under the terms of the 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 OWNER, and that he has full) 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. 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 04/2002 00700-22 CITY OF PEARLAND GENERAL CONDITIONS materials conforming to the requirements of the Contract. The CONTRACTOR shall also beat 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. 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 therefrom, 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. 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; (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. 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. 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 04/2002 00700-23 work covered by the proposed change. CITY OF PEARLAND GENERAL CONDITIONS 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 right is expressly reserved to the CONTRACTOR, in the event payments be not promptly made as provided under "6.06 PARTIAL PAYMENTS", to at any time thereafter treat the Contract as abandoned by the OWNER and to recover compensation as provided under "8. 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 Without invalidating this Agreement, the OWNER may, at any time or from time to time, order additions, deletions or revisions to the work; such changes will be authorized by Change Order to be prepared by the ENGINEER for execution by the OWNER and the CONTRACTOR. The Change Order shall set forth the basis for any change in contract price, as hereinafter set forth for Extra Work, and any change in contract time which may result from the change. 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 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 The ENGINEER may authorize minor changes in the work not inconsistent with the overall intent of the contract documents and not involving an increase in contract price. If the CONTRACTOR believes that any minor changes or alteration authorized by the HNGINI-i FR 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. 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. Any request b) the CONTRACTOR for a change in contract price shall be made prior to beginning the i 7.03 EXTRA WORK. 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 04/2002 00700-24 CITY OF PEARLAND GENERAL CONDITIONS work either added or deleted b} a Change Ordei, 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 unit prices; 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%). 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 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 of 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. The ENGINEER may direct the form in which accounts of the "actual field cost' shall be kept and the records of these accounts shall be made available to the ENGINEER. The ENGINEER or OWNER may also specify in writing, before the work commences, the method of doing the work and the type and kind of machinery and equipment to be used; otherwise these matters shall be determined by the CONTRACTOR. Unless otherwise agreed upon, the prices for the use of machinery and equipment shall be determined by using one hundred percent (100%), unless otherwise specified, of the latest schedule of Equipment Ownership Expense adopted by the Associated General Contractors of America where practicable, and the terms and prices foi 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.' 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 written, 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 therefor, 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 04/2002 00700-25 CITY OF PEARLAND GENERAL CONDITIONS provided under Method (C). The CONTRACTOR shall then have the right 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 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. 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 within 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 final decision, to appeal the same to the applicable District Court, by filing suit for declaratory judgment or other appropriate relief. In the event the CONTRACTOR shall fail, for an) 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. 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 RNGINEER, 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 in writing and directed to complete the work, and a copy of said notice shall be delivered to the CONTRACTOR. After receiving said notice of abandonment, the CONTRACTOR shall not remove from the work an) 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 therefor, it being understood that the use of such equipment and materials will ultimately reduce the cost to complete the work and be reflected in the final settlement. 04/2002 00700-26 CITY OF PEARLAND GENERAL CONDITIONS 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 foi 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, materials and supplies to said CONTRACTOR, and expense so charged shall be deducted and paid by the OWNER out of such monies as may be due or that may thereafter at any time become due to the CONTRACTOR under and by virtue of this Agreement 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 pas 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 therefor. 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. 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, prior 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. In the event the statement of accounts shows that the cost to complete the work is less than that which would have been the cost to the OWNER had the work been completed by the CONTRACTOR under the teims of this Contract, or when the CONTRACTOR and/or his surety shall pay the balance shown to be due b} 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, 04/2002 00700-27 CITY OF PEARLAND GENERAL CONDITIONS materials 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. 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 therefrom all machinery, tools and equipment, and all materials on the site of the work that have not been included in payments to the CONTRACTOR and have not been 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 approving 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 by season 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 written 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 writing prior to arbitration. 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 00700-28 CITY OF PEARLAND 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 authority 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 woik on the project until the contractor's/person's woik 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 furnishes persons to provide services on the project. "Services" include, without limitation, providing, hauling, or delivering equipment or materials, of providing labor, transportation or other service related to a project. ' Services' does not include activities unrelated to the project, such as food/beverage vendors, office supply deliveries, and delivery of portable toilets. B. The contractor shall provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, 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 period shown on the contractor's current certificate of coverage ends during the duration of the project, the contractor must, prior to the end of the coverage period, file a new certificate of coverage with the 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 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 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 in writing by certified mail or personal delivery, within 10 days after the person knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project; and (7) contractually require each person with whom it contracts, to perform as required by paragraphs (1) - (7), with the certificates of coverage to be provided to the person for whom they are providing services. J. By signing this contract or providing or causing to be provided a certificate of coverage, the contractor is representing to the 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 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 original 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 authorized by appropriate action of the stockholders and/or board of directors of said corporation, their signatures hereon constituting a representation under oath by said individuals that they have the power and authority to execute this Agreement for and on behalf of the said corporation: The Contractor has received I. (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 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 CON, TRACTOR's sole expense and obligation, whenever such actions may be brought, and further to pay all costs incurred by 04/2002 00700-B2 CITY OF PEARLAND GENERAL CONDITIONS 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 materialmen, suppliers, laborers, subcontractors, or other entities performing services or supplying materials, 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 GENERAL CONDITIONS of limitations, and shall in addition be deemed to be continuing for such additional period 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 Print 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: ATTEST: Corporate Secretary (Corporate Seal) President 04/2002 00700-B4 CITY OF PEARLAND 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 MF, 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• 20 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 Notary Public, State of Texas My Commission Expires: 04/2002 00700-B5 CITY OF PEARLAND 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 foi 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 SECTION 00800 SPECIAL CONDITIONS PART I — AMENDMENTS TO GENERAL CONDITIONS These Special Conditions amend the General Conditions of the Construction Contract and other provisions of the Contract Documents as indicated below. All provisions that are not so amended or supplemented remain in full force and effect. ARTICLE 1 DEFINITIONS AND INTERPRETATIONS SC-1 Add the following 1.13. Contract Times. The numbers of days or dates stated in the Agreement: (i) to achieve Substantial Completion, and (ii) to complete the Work so that it is ready for final payment as evidenced b) ENGINEFR's written recommendation of final payment in accordance with Paragraph 6.09. ARTICLE 2 RIGHTS AND RESPONSIBILITIES OF THE OWNER SC-2 Add the following paragraphs: 2.06. Subsurface and Physical Conditions 2.06.1. Reports and Drawings: Reference is made to the Special Conditions for identification of: 2.06.1.1. Subsanface Conditions: Those reports of explorations and tests of subsurface conditions at or contiguous to the site that have been utilized by ENGINEER in preparing the Contract Documents. 2.06.1.2. Physical Conditions: Those drawings of physical conditions in or relating to existing surface or subsurface structures at or contiguous to the site (except Underground Facilities) that have been utilized by ENGINEER in preparing the Contract Documents. 2.06.2. Limited Reliance by CONTRACTOR Authorized; Technical Data: CONTRACTOR may rely upon the general accuracy of the ` technical data" contained in such reports and drawings but such reports and drawings are not Contract Documents. Such "technical data' is identified in the Special Conditions CONTRACTOR may not iely upon or make any claim against OWNER, ENGINEER, or any of ENG[NEER's Subconsultants vith respect to: 2.06.2.1. the completeness of such reports and drawings for CONTRACTOR'S purposes, including, but not limited to, any aspects of the means, methods, techniques, sequences, and procedures of construction to be employed by CONTRACTOR and safety precautions and programs incident thereto, or 2.06.2.2. other data, inteipretations, opinions, and information contained in such reports or shown or indicated in such drawings, or 00800 — Page 1 of 23 CITY OF PEARLAND SPECIAL CONDITIONS 2.06.2.3. any CONTRACTOR interpretation of or conclusion drawn from any "technical data" or any such data, interpretations, opinions, or information. 2.06.3. Notice of Differing Subsurface or Physical Conditions: If CONTRACTOR believes that any subsurface or physical condition at or contiguous to the site that is uncovered or revealed either: 2.06.3.1. is of such a nature as to establish that any "technical data" on which CONTRACTOR is entitled to rely as provided in Paragraphs 2.06.1 and 2.06 2 is materially inaccui ate, or 2.06.3.2. is of such a nature as to require a change in the Contract Documents, or 2.06.3.3. differs materially from that shown or indicated in the Contract Documents, or 2.06.3.4. is of an unusual nature and differs materially from conditions ordinarily encountered and generally recognized as inherent in work of the character provided foi in the Contract Documents; then CONTRACTOR shall, promptly after becoming aware (within twenty-four [24] hours) thereof and before further disturbing conditions affected thereby or performing any Woik in connection therewith (except in an emergency as permitted by Paragraph 6.15), notify OWNER and ENGINEER in writing about such condition. CONTRACTOR shall not further disturb such conditions or perform any Work in connection therewith (except as aforesaid) until i eceipt of wi itten order to do so. 2.06.4. ENGINEER's Review: ENGINEER will promptly review the pertinent conditions, determine the necessity of OWNER s obtaining additional exploration or tests with respect thereto, and advise OWNER in writing (with a copy to CONTRACTOR) of ENGINEER's finding and conclusions. 2.06.5. Possible Contract Documents Change: If ENGINEER concludes that a change in the Contract Documents is required as a result of a condition that meets one of mole of the categories in Paragraph 2.06.3, a Work Change Directive or a Change Order will be issued as provided in Article 7 to reflect and document the consequences of such change. 2.06.6. Possible Price and Times Adjustment: An adjustment in the Contract Pi ice or in the Contract Times, or both, will be allowed to the extent that the existence of such uncovered or revealed condition directly causes a material increase or decrease in CONTRACTOR's cost of, or time required for performance of, the Work; subject, however, to the following: 2.06.6.1. such condition must meet any one or more of the categories described in Paragraphs 2.06.3.1. through 2.06.3.4, inclusive; 2.06.6.2. a change in the Contract Documents pursuant to Paragraph 2.04 �v ill not be an automatic authorization of nor a condition precedent to entitlement to any such adjustment; 2.06.6.3. with respect to Woik that is paid for on a Unit Price Basis, any adjustment in Contract Price will be subject to the provisions of Paragraphs 6.01 to 6.04 and 7.06; and 2.06.6.4. CONTRACTOR shall not be entitled to any adjustment in the Contract Price or Times, and neither OWNER not ENGINEER's Subconsultants shall be liable to CONTRACTOR for any costs, losses, expenses, or damages if; 00800 — Page 2 of 23 CITY OF PEARLAND SPECIAL CONDITIONS 2.06.6.4.1. CONTRACTOR knew or should have known of the existence of such conditions at the time CONTRACTOR submitted a bid or became bound under a contract to OWNER; or 2.06.6.4.2. the existence of such condition could reasonably have been discovered or revealed as a result of any examination, investigation exploration, test, or study of the site and contiguous areas requited by the Bidding Requii ements or Conti act Documents to be conducted by or for CONTRACTOR prior to CONTRACTOR's making such a bid or entering into such contract; 2.06.6.4.3. CONTRACTOR failed to give the written notice within the time and as required by Paragraph 2.06.3. EVEN IF SUCH COSTS, EXPENSES, OR DAMAGES ARE DUE TO THE NEGLEGENCE, OTHER FAULT, STRICT LIABILITY WITHOUT REGARD TO FAULT OR BREACH OF CONTRACT OF OWNER ENGINEER OR ENGINEER'S SUBCONSULTANTS If OWNER and CONTRACTOR are unable to agree on entitlement to, or as to the amount or length of, any such adjustment in the Contract Price or Contract Times, a claim may be made therefore as pro\ ided in Aiticles 7 and 6.06. HOWEVER, OWNER, ENGINEER, AND ENGINELR's SUBCONSULTANTS SHALL NOT BE LIABLE TO CONTRACTOR FOR ANY CLAIMS, COSTS, LOSSES, OR DAMAGES SUSTAINED BY CONTRACTOR ON OR IN CONNECTION WITH ANY OTHER PROJECT OR ANTICIPATED PROJECT, EVEN IF SUCH CLAIMS, COSTS LOSSES, OR DAMAGES ARE DUE TO THE NEGLIGENCE, OTHER FAULT, STRICT LIABILITY WITHOUT REGARD TO FAULT, OR BREACH OF CONTRACT OF OWNER, ENGINEER, OR ENGINEER's SUBCONSULTANTS. 2.07. Physical Conditions — Underground Facilities 2.07.1. Shown or Indicated: The information and data shown or indicated in the Contract Documents with respect to existing Underground Facilities at or contiguous to the site is based on information and data furnished to OWNER or ENGINEER by the owners of such Underground Facilities or by others Unless it is otherwise expressly provided in the Special Conditions: 2.07.1.1. OWNER and ENGINEER shall not be responsible for the accuracy or completeness of ans such information or data; and 2.07.1.2. The cost of all of the following will be included in the Contract Price, and CONTRACTOR shall have full responsibility for (i) reviewing rind checking all such information and data, (ii) locating all Underground Facilities shown or indicated in the Contract Documents, (iii) coordination of the Work with the owners of such Underground Facilities as provided in Paragraph 4.34 and repairing any damage thereto resulting from the Work. OWNER and ENGINEER expressly disclaim any and all warranties that the information data, interpretations, and opinions shown, indicated, or contained in the Contract Documents with respect to existing Underground Facilities at or contiguous to the site is accurate, correct, complete, or fit for its intended purpose. 00800 — Page 3 of 23 CITY OF PEARLAND SPECIAL CONDITIONS 2.07.2. Not Shown or Indicated: If an Underground Facility is uncovered or revealed at or contiguous to the site which was not shown or indicated in the Contract Documents, CONTRACTOR shall, promptly after becoming aware of thereof and before further disturbing conditions affected thereby or performing any Work in connection therewith (except in an emergency as required by Paragraph 4.34), identify the owner of such Undeiground Facility and give written notice to that owner and to OWNER and ENGINEER ENGINEER will promptly review the Underground Facility and deteunine the extent, if any, to which a change is required in the Contract Documents to reflect and document the consequences of the existence or different location of the Underground Facility. If ENGINEER concludes that a change in the Contract Documents is required a Woik Change Directive or a Change Order will be issued as provided in Article 7 to reflect and document such consequences. During Such time, COTRACTOR shall be responsible for the safety and protection of such Underground Facility as provided in Paragiaph 4 34 Contractor shall be allowed an increase in the Contract Price or an extension of the Contiact Times, or both, to the extent that the Contract Price or Contract Times are directly and materially affected by the existence or different location of any Underground Facility that was not shown or indicated, or was inaccurately shown or indicated in the Contract Documents, and that CONTRACTOR did not know of, and could not reasonably have been expected to be awaie of, or to have anticipated. If OWNER and CONTRACTOR are unable to agree on entitlement to or the amount of any such adjustment in Contract Price or Contract Times CONTRACTOR may make a claim therefore as provided in Article 7. HOWEVER, OWNER, ENGINEER AND ENGINEER s CONSULTANTS SHALL NOT BE LIABLE TO CONTRACTOR, OR CONTRACTOR SHALL NOT BE ENTITLED TO AN INCREASE IN THE CONTRACT PRICE OF THE CONTRACT TIMES FOR ANY COSTS, EXPENSES, DAMAGES, OR DELAYS ASSOCIATED WITH ANY SUCH UNDERGROUND FACILITY WHICH CONTRACTOR KNEW OR SHOULD HAVE KNOWN THEREOF, NOR SHALL OWNER, ENGINEER OR ENGINEER's CONSULTANTS BE LIABLE TO CONTRACTOR FOR ANY CLAIMS, COSTS LOSSES, OR DAMAGES, SUSTAINED BY CONTRACTOR ON OR IN CONNECTION WITH ANY OTHER PROJECT OR ANTICIPATED PROJECT, EVEN IF SUCH EXPENSES, COSTS, CLAIMS, LOSSES, DAMAGES OR DELAYS ARE DUE TO THE NEGLEGENCE, OTHER FAULT, STRICT LIABILITY WITHOUT REGARD TO FAULT, OR BREACH OF CONTRACT OF OWNER, ENGINEER OR ENGINEER's SUBCONSULTANTS. 2.08 Reference Points OWNER shall provide engineering surveys to establish reference points for construction which in ENGINEER's judgment are necessary to enable CONTRACTOR to proceed with the Work. CONTRACTOR shall be responsible for laying out the Work, shall protect and preserve the established reference points and shall make no changes or relocations without the prior written approval of OWNER CONTRACTOR shall report to ENGINEER whenever any reference point is lost or destroyed or requires relocation because of necessary changes in grades or locations, and shall be responsible for and pay costs associated with the accurate replacement or relocation of such reference points by professionally qualified personnel 2.09 Asbestos, PCB's, Petroleum, Hazardous Waste, or Radioactive Material 2.09.1. OWNER shall be responsible for any Hazardous Waste uncovered or revealed at the site which was not show n or indicated within the PLANS or Specifications or identified in the Contract documents to be within the scope of the Work and which mad present a substantial danger to persons or property exposed thereto in connection with the Work at the site. OWNER shall not be responsible for any such materials brought to the site by CONTRACTOR, Subcontractor, Suppliers or anyone else for whom CONTRACTOR is responsible. 00800 — Page 4 of 23 CITY OF PEARLAND SPECIAL CONDITIONS 2.09.2. CONTRACTOR shall immediately; (i) stop all Work in connection with such Hazardous Waste and in any area affected thereby (except in an emergency as required by Paragraph 4 31), and (ii) notify OWNER (and thereafter confirm such notice in writing). CONTRACTOR shall not be required to resume Work in connection with such Hazardous Waste or in any such affected area until after OWNER has obtained any required permits related thereto and delivered to CONTRACTOR special written notice: (i) specifying that such condition and any affected area is or has been rendered safe for the resumption of Work, or (ii) specifying any special conditions under which such work may be resumed safely. if OWNER and CONTRACTOR cannot agree as to entitlement to or the amount or extent of an adjustment, if and in Contract Price or Contract Times as a result of such Work stoppage or such special conditions under which Work is agreed by CONTRACTOR to be resumes, either pv'ty may make a claim therefore as provided in Article 7. - 2.09.4. to the fullest extent permitted by laws and regulations, OWNER shall indemnify and hold harmless CONTRACTOR Subcontractors, ENGINEER, ENGINEER's Consultants, and the officers, directors, employees, agents, other consultants and subcontractors of each and any of them from and against all claims, costs, losses and damages arising out of, or resulting from, such Hazardous Waste provided that: (i) any such claim, cost, loss, or damage is attributable to bodily injury, sickness, disease o r death or to injury to, or destruction of, tangible property (other than the Work itself), including the loss o f use resulting therefrom and (ii) nothing in this subparagraph 2 09.4 shall obligate OWNER to indemnify or hold harmless any person or entity form and against the consequences of that person's or e ntity's own negligence, fault, strict liability without regard to fault or breach of contract or warranty. 2.09.5 The provisions of Paragraphs 2.06 and 2.07 are not intended to apply to Asbestos, PCBs, Petroleum, Hazardous Waste, or Radioactive Materials uncovered or revealed at the site. 2.10. Related Work at Site 2.10.1. OWNER may perform other work related to the Project at the site by the OWNER's own forces to let other direct contracts therefore which shall contain GENERAL CONDITIONS similar to these or have other work by utility owners If such other work to be performed v-gas not noted in Contract Documents, item: (i) written notice therefore will be given to CONTRACTOR prior to starting any other work; and (ii) CONTRACTOR may make a claim therefor as provided in Article 4 and 7 if CONTRACTOR believes that such performance will involve additional expense to CONTRACTOR or requne additional time and the parties are unable to agree as to the amount or extent thereof. 2.10.2. CONTRACTOR shall afford each other contractor who is a party to such a direct contract with O WNER and each utility owner (and OWNER, if OWNER is performing the additional work with O WNER's employees) proper and safe access to the site and a reasonable opportunity for the introduction and storage of materials and equipment and the execution of such other work and shall properly connect and coordinate the Work With that of such other CONTRACTORS. Unless otherwise provided in the contract documents, CONTRACTOR shall do all cutting fitting, and patching of the Work thrit may be required to make its several parts come together properly and integrate with such other wor CONTRACTOR shall not endanger any work of others by cutting, excavating or otherwise altering their work and will only cut or altei their work with the written consent of the ENGINER rind the others whose work will be affected. The duties and responsibilities of the CONTRACTOR under this Paragraph are for the benefit of such utility owners and other contractors to the extent that there are comparable provisions for the benefit of the CONTRACTOR in said direct contracts between the OWNER and such liability owners and other contractors. 00800 — Page 5 of 23 CITY OF PEARLAND SPECIAL CONDITIONS 2.10.3. If the proper execution or results of any part of the CONTRACTOR's Work depends upon work performed by others, CONTRACTOR shall inspect such other work and promptly report to the ENGINEER in writing any delays defects, or deficiencies in such other work that lender it unsuitable for the proper execution and results and performance of CONTRACTOR's Work. CONTRACTOR's failure so to report will constitute an acceptance of such work as fit and proper for integration with CONTRACTOR's Work exept for latent or nonapparent defects and deficiencies in such other work. 2.11. Coordination 2.11.1. If OWNER contracts with others for the performance of other Work on the Project at the site, the following will be set forth in Special Conditions' 2.11.1.1. the person, form, or corporation who will have the authority and responsibility for coordination of the activities among the various prime contractors w i II be identified; 2.11.1.2. the specific matters to be covered by such authority and responsibility will be itemized; and 2.11.1.3. the extent of such authorities and responsibilities will be provided. Unless otherwise provided in the Special Conditions, OWNER shall have sole authority and responsibility in respect of such coordination. 2.12. OWNER May Correct Defective Work Prior to final acceptance, if CONTRACTOR fails, within a reasonable time after written notice from ENGINEER to correct Defective Work or to remove and replace rejected Work as required by ENGINEER in accordance with Paragraph 6.10 or if CONTRACTOR fails to perform the Woik in accordance with the Contract Documents or if CONTRACTOR fails to comply with any other provisions of the Contract Documents, OWNER may, after seven (7) days' written notice to CONTRACTOR, correct and remedy any such deficiency. In exercising the rights and remedies under this Paragraph, OWNER shall proceed expeditiously. In connection with such corrective and remedial action, OWNER may exclude CONTRACTOR from all or part of the site take possession of all or part of the Worlc and suspended CONTRACTOR `s services related thereto take possession of CONTRACTOR's tools appliances, construction equipment, and machinery at the site and incorporate in the Work all materials and equipment stored at the site or for which OWNER has paid CONTRACTOR but which are stored elsewhere. CONTRACTOR shall allow OWNER, OWNER's representatives, agents and employees OWNER's other contractors and ENGINEERS and ENGINEER's Consult'ints access to the site to enable OWNER to exercise the rights and remedies under this Paragraph. All claims, costs, losses and damages incurted or sustained by OWNER in exercising such rights and remedies will be charged against CONTRACTOR and a Change Order will be issued incorporating the necessary revisions in the Contract Documents with respect to the Work. OWNER shall be entitled to an appropriate decrease in the Contract Price, and, if the parties are unable to agree as to the amount thereof, OWNER may make a claim theiefoi as provided in Article 7. Such claims, costs, losses, and damages will include, but not be limited to, all costs of repair or replacement of wozk of others destro}ed or damaged by correction, removal, or replacement of CONTRACTOR's Defective Work, EVEN IF SUCH CLAIMS, COSTS, LOSSES, OR DAMAGES ARE DUE TO THE NEGLIGENCE, OTHER FAULT, STRICT LIABILITY WITHOUT REGARD TO FAULT BREACH OF CONTRACT, OR BREACH OF WARRANTY OF OTHERS INCLUDING OWNER, OWNER's REPRESENTATIVES AGENTS OWNER's OTHER CONTRACTORS, AND, TO THE EXTENT ALLOWED BY LAW, 00800 — Page 6 of 23 CITY OF PEARLAND SPECIAL CONDITIONS ENGINEER OR ENGINEER's CONSULTANTS. CONTRACTOR shall not be allowed an extension of the Conti act times (or Milestones) because of any delay in the performance of the Work attributable to the exercise by OWNER of OWNER's rights and remedies hereunder. ARTICLE 3 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER SC-3 Add the following paragraphs: 3.08. Determination for Unit Prices ENGINEFR will determine the actual quantities and classifications of Unit Price Work performed by CONTRACTOR. ENGINEER will review with CONTRACTOR the ENGINEER's preliminary determinations on such matters before rendering a written decision thereon (by recommendation of an Application for Payment or otherwise). ENGINEER's written decision thereon will be final and binding upon the OWNER and the CONTRACTOR unless, within ten (10) days after the date of my such decision either the OWNER or the CONTRACTOR delivers to the other and to ENGINEER written notice of intention to appeal from ENGINEER's decision and (i) an appeal from ENGINEFR's decision is taken within the time limits and in accordance with the procedures set forth in Exhibit A, "Dispute resolution Agreement," entered into between OWNER and CONTRACTOR pursuant to Article 7, oi (ii) if no such Dispute Resolution Agreement has been entered into the ENGINEER shall duly consider all facts presented and available and render a written decision within thirty (30) days after OWNER or CONTRACTOR has delivered written notice to the ENGINEER. The ENGINEER's written decision thereon will be binding upon OWNER and CONTRACTOR. Such appeal will not be subject to the procedures of Paragraph 3.05 of the General Conditions. 3.09. Authorized Variations in Work The ENGINFI~R may authorize minor variations in the Work from the requirements of the Contract Documents which do not involve an adjustment in the Contract Price or the Contract Times and are compatible with the design concept of the completed Project as a functioning whole as indicated by the Contract Documents. These may be accomplished by a Field Order and will be binding on OWNER and also on CONTRACTOR who shall perform the Work involved promptly. If OWNER or CONTRACTOR believes that a Field Order justifies an adjustment in the Contract Price oi Contract Times and the parties are unable to agree as to the amount or extent thereof, OWNER or CONTRACTOR may make a wi itten claim therefore as provided in Article 7. 3.10. Clarifications and Interpretations ENGINEER will issue, with reasonable promptness, such written clarifications or interpretations of the requirements of the Contract Documents (in the form of Drawings or otherwise) as the ENGINEER mny determine necessary, which shall be consistent with the intent of, and reasonably inferable from, the Contract Documents. Such written clarifications and interpretations will be binding on OWNER and CONTRACTOR. If OWNER or CONTRACTOR believes that a written clan ification or interpretation justifies an adjustment in the Contract Pi ice or the Contract Time and the parties Ire unable to agree to the amount or extent thereof if any OWNER or CONTRACTOR may make a written claim therefore as provided in Article 7. ARTICLE 4 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR SC-4 Add the following paragraphs: 00800 — Page 7 of 23 CITY OF PEARLAND SPECIAL CONDITIONS 4.05.1 Performance, Payment, and Other Bonds 4.05.1.1 CONTRACTOR shall furnish Performance and Payment Bonds, each in an amount at least equal to the Contract Price, as security for the faithful performance and payment of all of the CONTRACTOR's obligations under the Contract Documents. These bonds shall remain in effect at least until one (1) year after the date when final payment becomes due, or as provided otherwise by Lass or Regulations or by the Contract Documents. CONTRACTOR shall also furnish such other Bonds as are required by the Special Conditions. All Bonds shall be in the form prescribed by the Contract Documents except as provided by such sureties as are named in the current list of "Companies Holding Certificates of Authority as Acceptable Sureties on Federal Bonds and as Acceptable Reinsuring Companies" as published in Circular 570 (amended) by the Audit Staff, Bureau of Government financial Operations, U.S. Treasury Department, and shall be m the form prescribed by applicable Laws and Regulations. All Bonds signed by an agent must be accompanied by a certified copy of such agent's authority to act. 4.05.1.2. If the surety on any Bond furnished by the CONTRACTOR is declared a bankrupt or becomes insolvent or its right to do business is terminated in any state where any part of the Project is located or it ceases to meet the requirements of Paragraph 4.05.1.1, CONTRACTOR shall within ten (10) days thereafter substitute another Bond and surety, both of which must be acceptable to the OWNER 4.05.1.3. A One —Year Maintenance Bond in the sum of one hundred percent (100%) of the total contract price is required for this project. The cost of this bond shall be included in the CONTRACTOR'S Proposal. Coverage of this bond shall commence on the date of Final Acceptance. Requirements for the qualifications of the surety are as described in the last paragraph of 4.05. 4.05.2 Licensed Sureties and Insurers; Certificates of Insurance 4.05.2.1 All Bonds and insurance required by the Contract Documents to be purchased and maintained by OWNER or CONTRACTOR shall be obtained from surety or insurance companies that are club licensed or authorized in the jurisdiction in the State of Texas to issue bonds or insurance policies for the limits and coverages so required. Such surety and insurance companies shall also meet such additional requirements and qualifications as may be provided in the Special Conditions. 4.05.2.2 CONTRACTOR shall deliver to OWNER, with copies to each additional insured identified in the Special conditions, Certificates of Insurance (and other evidence of insurance requested by OWNER or any other additional insured) which the CONTRACTOR is required to purchase and maintain in accordance with Paragraph 4 06.1. Each certificate issued will contain waive! provisions in accordance with Paragraph 4 06.4. OWNER shall deliver to CONTRACTOR, with copies to each additional insured identified in the Special Conditions, Certificates of Insurance (and other ev idence of insurance requested by CONTRACTOR or any other additional insured) which OWNER is required to purchase and nvtintain !n accordance with Paragraph 4.06.3 hereof. 4.06.1 CONTIACTOR's Liability Insurance CONTRACTOR shall purchase and maintain such liability and other insurance as is appropriate for the Work being performed and furnished and as will provide protection from claims set forth below which may arise out of, oi result from, CONTRACTOR's performance and furnishing of the Work and CONTRACTOR's other obligations under the Contract Documents, whether it is to be performed or furnished by CONTRACTOR, any Subcontractor or Supplier, or by anyone directly or indirectly 00800 — Page 8 of 23 CITY OF PEARLAND SPECIAL CONDITIONS employed by any of them to perform or furnish any of the Work, or by anyone for whose acts any of them may be liable: 4.06.1.1claims under Worker's Compensation, disability benefits, and other similar employee benefit acts; 4.06.1.2claims for damages because of bodily injury, occupational sickness or disease, or death of CONTRACTOR s employees; 4.06.1.3claims for damages because of bodily injury, sickness or disease, or death of any person other than CONTRACTOR's employees; 4.06.1.4claims for damages insured by customary personal injury liability coverage which are sustained (i) by any person as a result of an offense directly or indirectly related to the employment of such person by CONTRACTOR, or (ii) by any person for any other reason; 4.06.1.5claims for damages, other than to the Work itself, because of injury to, or destruction of, tangible propert) wherever located, including loss of use resulting therefrom; and 4.06.1.6claims for damages because of bodily injury or death of any person or property damage arising out of the ownership, maintenance, or use of any motor vehicle. The policies of insurance so required by this Paragraph 4.06 to be purchased and maintained shall 4.06.1.7with respect to insurance required by Paragraphs 4.06.1.3 through 4.06.1.6 inclusive, included as additional insured (subject to any customary exclusion in respect of professional liability) OWNER, ENGINEER, ENGINEER's Subconsultants, and any other persons or e ntities identified in the Special Conditions, all of whom shall be listed as additional insureds, and include coverage for the respective officers and employees of all such additional insureds; 4.06.1.8include the specific coverages and be written for not less than the limits of liability provided in the Special Conditions or required by Laws and Regulations, whichever is gieater. 4.06.1.9include completed operations insurance; 4.06.1.10 include contractual liability insurance covering CONTRACTOR's indemnity o bligations under Paragraph 4.06; 4.06.1.11 contain a provision or endorsement that the coverage afforded will not be canceled, matei Tally changed, or renewal refused until at least thirty (30) days, prior written notice has been given to OWNER and CONTRACTOR and to each other additional insured identified in the Special Conditions to v hom a Certificate of Insurance has been issued (and the Certificates o f Insurance furnished by CONTRACTOR pursuant to paragraph 4.05.2 Na ill so provide); 4.06.1.12 remain in effect at least until the final payment and at all times thereafter when CONTRACTOR may be correcting, removing, or replacing Defective Work in accordance -with Paragraph 6.1 I and 00800 -- Page 9 of 23 CITY OF PEARLAND SPECIAL CONDITIONS 4.06.1.13 with respect to Completed Operations Insurance, and an) insurance coverage written on a claims -made basis, remain in effect for at least two (2) yeais after final payment (and CONTRACTOR shall furnish the OWNER and each other additional insured identified in the Special Conditions to whom a Certificate of Insurance has been issued evidence satisfactory to OWNER and any such additional insured of continuation of such insurance at final payment and one (1) year thereafter). 4.06.2. OWNER's Liability Insurance In addition to the insurance required to be provided by CONTRACTOR under paragraph 4.06.1, OWNER, at OWNER's option, may purchase and maintain at OWNER's expense OWNER's own liability insurance as will protect OWNER against claims which may arise from operations under the Contract Documents. 4.06.3. Property Insurance 4.06.3.1 unless otherwise provided in the Special conditions, OWNER shall purchase and maintain property insurance upon the Work at the site in the amount of the full replacement cost thereof (subject to such deductible amounts as may be provided in the Special Conditions or requited b) Laws and Regulations). This insurance shall: 4.06.3.1.1. include the interests of OWNER, CONTRACTOR, Subcontractors, ENGINEER, ENGINEER's Subconsultants, and any other persons or entities identified in the Special Conditions each of whom is deemed to have an insurable interest and shall be listed as an insured or additional insured; 4.06.3.1.2. be written on a Builder's Risk "All Risk" or Open Peril or Special Causes of Loss policy foim that shall at least include insurance for physical loss or damage to the Work temporary building, falsework, and Work in transit and shall insure against at least the following perils fire, lightning, extended coverage, theft, vandalism and malicious mischief, earthquake, collapse, debris removal, demolition occasioned by enforcement of Laws and Regulations, water damage, and such other perils as may be specifically required b) the Special Conditions; 4.06.3.1.3. include expenses incurred in the repair or replacement of any insured property (including but not limited to fees and charges of engineers and architects); 4.06.3.1.4. cover materials and equipment stored at the site or at another location that was agreed to in writing by OWNER prior to being incorporated in the Woik, provided that such materials and equipment have been included in an Application for Payment recommended by ENGINEER; and 4.06.3.1.5. be maintained in effect until final payment is made unless otherwise agreed to in writing by OWNER, CONTRACTOR and ENGINEER with thirty (30) days' written notice to each other additional insured to whom a Certificate of Insurance has been issued. 4.06.3.2. OWNER shall purchase and maintain such Boiler and Machiner) Insurance or additional property insurance as ma) be required by the Special Conditions or Laws and Regulations which will include the interests of OWNER, CONTRACTOR, subcontractors, ENGINEER, ENGINEER's 00800 -- Page 10 of 23 CITY OF PEARLAND SPECIAL CONDITIONS Consultants, and any other persons or entities identified in the Special Conditions, each of whom is deemed to have an insurable interest and shall be listed as an insured or additional insured. 4.06.3.3. All the policies of insurance (and the certificates or other evidence thereof) required to be purchased and maintained by OWNER in accordance with paragraphs 4.06.3.1 and 4.06.3.2 will contain a provision or endorsement that the coverage afforded will not be canceled or materially changed or renewal refused until at least thirty (30) days prior written notice has been given to OWNER and CONTRACTOR and to each other additional insured to whom a Certificate of Insurance has been issued and will contain waiver provisions in accordance with Paragraph 4.06.4. 4.06.3.4 OWNER shall not be responsible for purchasing and maintaining any property insurance to protect the interests of CONTRACTOR, Subcontractors or other in the Work to the extent of any deductible amounts that are identified in the Special Conditions. The risk of loss within such identified deductible amount veNill be borne by CONTRACTOR, subcontractor, or others suffering an) such loss and if any of them wishes property insurance coverage within the limits of such amounts, each ma) purchase and maintain it at the purchaser's own expense. 4.06.3.5 If CONTRACTOR requests in writing that other special insurance be included in the property insurance policies provided under paragraph 5.5.1 or 5.5.2, OWNER shall, if possible, include such insurance, and the cost thereof will be charged to CONTRACTOR by appropi late Change Order or Written Amendment. Prior to commencement of the Work at the site, OWNER shall in writing advise CONTRACTOR whether or not such other insurance has been procured by OWNER. 4.06.4 Waiver of Rights 4.06.4.1. OWNER and CONTRACTOR intend that all policies purchased in accordance with paragraphs 4.05 2.1, 4.05.2.2, 4 06.3 1, and 4.06.3 2 will protect OWNER, CONTRACTOR, Subcontiactois, ENGINEER, ENGINEER's Subconsultants, and all other persons or entities identified in the Special conditions to be listed as insureds or additional insteds in such policies and will provide primary coverage for all losses and damages caused b) the perils covered thereby. All such policies shall contain provisions to the effect that in the event of payment of any loss or damage, the insurers will have no rights of recovery against any of the insureds or additional insureds thereunder. OWNER and CONTRACTOR waive all rights against each other and thei> iespective officers, directors, employees and agents for all losses and damages caused by, arising out of, or resulting from any of the perils co\ eied b) such policies and any other propert) insurance applicable to the Work; and, in addition, waive all such rights against subcontractors, ENGINEER, ENGINEER s Consultants, and all other persons or entities identified in the Special Conditions to be listed as insureds or additional insureds under such policies for losses and damages to cause. None of the above waivers shall extend to the rights that any part) making such waiver may have to the proceeds of insurance held by OWNER as trustee or otherwise pa) able under any policy so issued. 4.06.4.2 In addition, OWNER waives all rights against CONTRACTOR, Subcontractors, ENGINEER ENGINEER's Subconsultants, and the officers, directors, employees and agents of any of them, for 4.06.4.2.1. loss due to interruption; loss of use, or other consequential loss extending beyond direct physical loss or damage to OWNER's property or the Work caused by arising out of or resultint from fire or other peril whether or not insured by OWNER; and 00800 — Page 11 of 23 CITY OF PEARLAND SPECIAL CONDITIONS 4.06.4.2.2. loss or damage to the completed Project or part thereof caused by, arising out of, or resulting from, fire or other insured peril covered by any property insurance maintained on the completed Project o r part thereof by OWNER during partial utilization pursuant to Paragraph 6.07, after substantial completion pursuant to Paragraph 6.16, or after final payment pursuant to Paragraph 6.11. Any insurance policy maintained by OWNER covering any loss, damage, or consequential Toss referred to in this Paragraph 4.06.4.2 shall contain provisions to the effect that in the event of payment of any such loss, damage, or consequential loss, the insurers will have no rights of ream ery against any of CONTRACTOR, Subcontractors, ENGINEER, FNGINEER's Consultants, and the officers, directors e mployees and agents of any of them. 4.06.5 Receipt and Application of Insurance Proceeds 4.06.5.1. Any insured loss under the policies of insurance required by Paragraph 4.06.3 will be adjusted with OWNER and made payable to OWNER subject to the requirements of any applicrible mortgage clause and of Paragraph 4.06.5.2. OWNER shall deposit in a separate account any money so received and shall distribute it in accordance with such agreement as the parties in interest may reach. If n o other special agreement is reached, the damaged Work shall be repaired or replaced, the moneys so received applied on account thereof, and the Work and the cost thereof covered by an appropriate Change Order or Written Amendment. 4.06.5.2. OWNER .shall have power to adjust and settle any loss with the insurers unless one of the parties in interest shall object in writing within fifteen (15) days after the occurrence of loss to OWNER's exercise of this power. If such objection be made, OWNER shall make settlement with the insurers and, if required in writing by any part) in interest, OWNER shall give a bond for the proper performance of such duties. 4.06.6. Acceptance of Bonds and Insurance; Option to Replace If either party (OWNER or CONTRACTOR) has any objection to the coverage afforded by or provisions o f the Bonds or insurance required to be purchased and maintained by the other par ty in accordance with Paragraph 4 06 on the basis of nonconformance with the Contract Documents, the objecting party shall so n otify the other party in writing within ten (10) da)s after receipt of the certificates (or other evidence requested). OWNER and CONTRACTOR shall each provide to the other such additional information in respect of insurance pro' ided as the other may reasonably request. If either party does not purchase or maintain all of the Bonds and insurance required of such party b the Contract Documents, such party shall n otify the other party in writing of such failure to purchase prior to the start of the Work or of such failure to maintain prior to start of the Work, or of such failure to maintain prior to any change in the required coverage. Without prejudice to any other right or remedy, the other party may elect to obtain equivalent Bonds or insurance to protect such other patty's interests at the expense of the party who was required to provide such coverage, and a Change Order shall be issued to adjust the Contract Price accordingly. 4.06.7. Partial Utilization — Property Insurance If OWNER finds it necessary to occupy or use a portion or portions of the Work prior to Substantial Completion of all the Work, such use or occupancy may be accomplished in accordance with Paragraph 6.07 provided that no such use or occupancy shall commence before the insurers providing the property insurance have acknowledged notice hereof and in writing effected an) changes in coverage necessitated thereby. The insurers providing the property insurance shall consent by endorsement on the policy or 00800 — Page 12 of 23 CITY OF PEARLAND SPECIAL CONDITIONS policies, but the property insurance shall not be canceled or permitted to lapse on account of any such partial use or occupancy. 4.30. Substitutes and "Or -Equal" Items 4.30.1. Whenever an item of material or equipment is specified or described in the Contract Documents by using the name of a proprietary item or the name of a particular Supplier, the specification or description is intended to establish the type, function, and quality required. Unless the specification or description contains or is followed by words reading that no like, equivalent of "or -equal" item, or no substitution is permitted, other items of material or equipment or material or equipment of other Suppliers may be accepted by ENGINEER under the following circumstances: 4.30.1.1. "Or -Equal": If, in ENGINEER's sole discretion, an item of material or equipment proposed by CONTRACTOR is functionally equal to that named and sufficiently similar so that no change in related Work will be iequtred, it may be considered b) ENG1NEFR as an "or - equal" item, in which case review and approval of the proposed item may, in ENGINEER's sole discretion, be accomplished without compliance with some or all of the requirements for acceptance of proposed substitute items. 4.30.12 Substitute Items: If, in ENGINEER's sole discretion, an item of material or equipment proposed by CONTRACTOR does not qualify as an "or -equal' item under subparagraph 4 30.1.1, it will be considered a proposed substitute item. CONTRACTOR shall submit sufficient information as provided below to allow ENGINEER to determine that the item of material or equipment proposed is essentially equivalent to that named and an acceptable substitute thereof. The procedure for review by the FNGINEER will include the following as supplemented in the General Requirements and as ENGINEER may decide is appropriate under the circumstances. Requests for review of proposed substitute items of material or equipment will not be accepted by ENGINEER from anyone other than CONTRACTOR. If CONTRACTOR wishes to furnish or use a substitute item of material or e quipment, CONTRACTOR shall first make written application to ENGINEER for acceptance thereof, certifying that the proposed substitute will perform adequately the functions and achieve the results called for by the general design and be similar in substance to that specified The application will state the extent, if any, to which the evaluation and acceptance of the proposed substitute will prejudice CONTRACTOR's achievement of Substantial Completion o n time, whether or not acceptance of the substitute for use in the Work will require a change in any of the Contract Documents (or in the provisions of any other direct contract with OWNER for work on the project) to adapt the design to the proposed substitute, and whether or not incorporation or use of the substitute in connection with the Woik is subject to payment of any license fee or royalty All vatiations of the proposed substitute from that specified will be identified in the application and available maintenance and repair and replacement service will be indicated. The application also will contain an itemized estimate of all costs or credits that will result directly or indirectly float acceptance of such substitute including costs of redesign and claims of other contractors affected by the resulting change, all of which will be considered by ENGINEER in evaluating the proposed substitute. ENGINEER may require CONTRACTOR to furnish additional data about the proposed substitute. 4.30.1.3. CONTRACTOR's Expense: All data to be pro\ ided by CONTRACTOR in support o f any proposed "or -equal" or substitute item will be at CONTRACTOR s expense. 00800 — Page 13 of 23 CITY OF PEARLAND SPECIAL CONDITIONS 4.30.2. Substitute Construction Methods or Procedures: If a specific means, method technique sequence, or procedure of construction is shown or indicated in, and expressly required by, the Contract Documents, CONTRACTOR may furnish or utilize a substitute means, methods, technique, sequence, or procedure or construction acceptable to ENGINEER. CONTRACTOR shall submit sufficient information to allow ENGINEER in ENGINEER s sole discretion, to determine that the substitute proposed is equivalent to that expressly called foi by the Contract Documents The procedure for review by ENGINEER will be similar to that provided in subparagraph 4.30.1.2. 4.30.3. Engineer's Evaluation. ENGINEER will be allowed a reasonable time within which to evaluate each proposal or submittal to be pursuant to Paragiaphs 4.30.1.2 and 4.30 2. ENGINEER will be the sole judge of acceptability. No "or -equal' or substitute will be ordered installed, or utilized without ENGINFER's prior wiitten acceptance, which will be evidenced by either a Change Order or an approved Shop Drawing. OWNER may require CONTRACTOR to furnish at CONTRACTOR's expense a special performance guarantee or othei surety with respect to any "or -equal" or substitute. ENGINEER will record time required by ENGINEER and ENGINEER s Consultants in evaluating substitutes proposed or submitted by CONTRACTOR pursuant to Paragraphs 4.30.1.2 and 4.30.2 and in making changes in the Contract Documents (or in the provisions of any other direct contract with OWNER for work on the Project) occasioned thereby Whether or not ENGINEER accepts a substitute item so proposed or submitted by CONTRACTOR, CONTRACTOR shall reimburse OWNER for the charges of ENGINEER and ENGINEER's Consultants for evaluating each such proposed substitute item. 4.31. Emergencies In emergencies affecting the safety or protection of persons or the Work or propel ty at the site or adjacent thereto, CONTRACTOR, without special instruction or authorization from OWNER or ENGINEER, is obligated to act promptly, efficiently and reasonably to prevent thieatened damage, incur) of loss. CONTRACTOR shall give ENGINEER prompt written notice of CONTRACTOR belie\es that my significant changes in the Work or variations from the Contract Documents have been caused thereby If ENGINEER determines that a change in the Contract Documents is required because of the action taken by CONTRACTOR in response to such an emeigency, a Work Change Directive or Change Order will be issued to document the consequences of such action. 4.32. Before Starting Construction 4.32.1. Within ten (10) days after the Effective Date of the Agreement and before any work at the site is started (unless otherwise specified in the General Requirements), CONTRACTOR shall submit to ENGINEER for review: 4.32.1.1. a preliminary progress schedule indicating the times (numbers of days of dates) for starting and completing the various stages of the Work including any Milestones specified in the Contract Documents; 4.32.1.2. a preliminary schedule of Shop Drawing and Sample submittals which will list each required submittal and the times foi submitting, reviewing, and piocessing such submittal as further described in detail in Specification Section 01300 Submittals. 4.32.1.3. a preliminary schedule of values for all of the Wolk N-I\hich will include quantities and prices of items aggregating the Contract Price and will subdivide the Work into component parts in sufficient detail to serve as the basis for progress payments during consti uction. Such 00800 — Page 14 of 23 CITY OF PEARLAND SPECIAL CONDITIONS prices will include an appropriate amount of overhead and profit applicable to each item of' Work. 4.32.2. Before any Work at the site is started, CONTRACTOR and OWNER shall each deliver to the other, with copies to each additional insured identified in the Special Conditions, certificates of insurance (and other evidence of insurance which either of them or any additional insured may reasonably request) which CONTRACTOR and OWNER respectively are required to purchase and maintain in accordance with Paragraphs 4.05 and 4.06. 4.33. Initially Acceptable Schedules Unless otherwise provided in the Contract Documents, at least ten (10) days before submission of the first Application for Payment a conference attended by CONTRACTOR, ENGINEER, and others as appropriate will be held to review for acceptabilrt) to ENGINEER as provided below the schedules submitted in accordance with Paragraph 4.32.1. CONTRACTOR shall have an additional ten (10) days to make corrections and adjustments and to complete and resubmit the schedules. No progress payment shall be made to CONTRACTOR until the schedules are submitted to and acceptable to ENGINEER as provided below. The progress schedule shall provide for an orderly progression of the Work to completion within any specified Milestones and the Contract Times. Any acceptance of the progress schedule by ENGINEER will neither impose on ENGINEER responsibilit) for the sequencing, scheduling, or progress of the Work, nor interfere with, nor relieve CONTRACTOR from, CONTRACTOR's full responsibility therefore. CONTRACTOR's schedule of Shop Drawing and Sample submissions shall provide for a woikable arrangement for reviewing and processing the required submittals CONTRACTOR's schedule of values shall be acceptable to ENGINEER as to form and substance. 4.34. Safety and Protection 4.34.1. CONTRACTOR shall be responsible for initiating, maintaining, and supervising all safety precautions and programs in connection with the Work. CONTRACTOR shall take all necessary precautions for the safety of, and shall provide the necessary protection to prevent damage, injury or loss to: 4.34.1.1. all persons on the Work site or who may be affected by the Work; 4.34.1.2. all the Work and materials and equipment to be incorporated therein, whether in storage on or off the site; and 4.34.1.1 other property at the site or adjacent thereto, including trees, shrubs, lawns, wallas, pavements, roadways, structures, utilities and Underground Facilities not designated for removal, relocation, or replacement in the course of construction. 4.34.2. CONTRACTOR shall comply with all applicable laws and Regulations of any public body having Jul isdiction for safety of persons or property of to protect them from damage, injury or loss and shall erect and maintain all necessary safeguards for such safety and protection. CONTRACTOR shall notify owners of adjacent property and of Underground Facilities and utility owners when prosecution of the Work may affect them, and shall cooperate with them in the protection, removal, relocation, and replacement of their property. All damage, injury or loss to any property referred to in Paragraph 4.34.1.2 or 4.34.1.3 caused directly, or indirectly, in whole or in pait, by CONTRACTOR, any Subcontractor, Supplier, or any other person or organization directly or indirectly employed by any of them may be 00800 — Page 15 of 23 CITY OF PEARLAND SPECIAL CONDITIONS liable, shall be remedied by CONTRACTOR, EVEN IF DUE IN PART TO THE CONCURRENT NEGLIGENCE, OTHER FAULT, STRICT LIABILITYWITHOUT REGARD TO FAULT, OR BREACH OF CONTRACT OF OWNER, ENGINEER ENGINEER's SUBCONSULTANTS OR ANYONE EMPLOYED BY ANY OF THEM, OR ANYONE FOR WHOSE ACTS ANY OF THEM MAY BE LIABLE, EXCEPT DAMAGE OR LOSS SOLELY ATTRIBUTABLE TO THE FAULT OF DRAWINGS OR SPECIFICATIONS OR TO THE ACTS OR OMISSIONS OF OWNER OR ENGINEER OR ENGINEER's SUBCONSULTANT OR ANYONE EMPLOYED BY ANY OF THEM OR ANYONE WHOSE ACTS ANY OF THEM MAY BE LIABLE, AND NOT ATTRIBUTABLE DIRECTLY OR INDIRECTLY, IN WHOLE OR IN PART, TO THE FAULT OR NEGLIGENCE OF CONTRACTOR OR ANY SUBCONTRACTOR, SUPPLIER OR OTIIER PERSON OR ORGANIZATION DIRECTLY OR INDIRECTLY EMPLOYED BY ANI OF THEM CONTRACTOR's duties and responsibilities foi safety and foi protection of the Work shall continue until such time as all the Woilc is completed and ENGINEER has issued a notice to OW\ER and CONTRACTOR in accordance with Paragraph 14.9 1 that the Work is acceptable (except as otherwise expressly provided in connection with Substantial Completion). ARTICLE 5 PROSECUTION AND PROGRESS SC-5 Add the following paragraphs: 5.05. Commencement of Contract Times, Notice to Proceed The Contract Times will automatically continence to run on the thirtieth (30°i) day after the Effective Date o f the Agreement, or, if a Notice to Proceed is given, on the day indicated in the Notice to Proceed, \\ hich date shall not, without the agreement of the CONTRACTOR, be later than the earlier of ninety (90) days after the clay of BID opening or thirty (30) days after the Effective Date of the Agreement. Unless otherwise agreed to by the parties in writing, the Contract Times shall not commence to run later than the n inetieth day after the day of BID opening or the thirtieth (301h) day after the Effective Date of the Agreement, whenever date is ear lier. 5.06. Change of Contract Times 5.06.1. Claim for Adjustment The Contract Times (or Milestones) may only be changed by a Change Order. Any claim for an adjustment of the Contract Times (or Milestones) shall be based on wiitten notice delivered by the party making the claim to the other party and to ENGINEET promptly (but in no event later than thirty [30] da) s) after the occurrence of the event giving rise to the claim and stating the genei al nature of the claim Notice of the extent of the claim, with supporting data, shall be delivered within sixty (60) days after such o ccurrence (unless ENGINEER allows an additional petiod of time to ascertain more accurate data in support of the claim) and shall be accompanied by the claimant s written representation that the adjustment claimed is the entire adjustment to which the claimant has reason to believe it is entitled as a result of the occurrence of said event All claims foi adjustment in the Contract 1 Imes (or Milestones) shall be determined by ENGINEER in accordance with the iequii ements of this Paragraph 5.06.1. CONTRACTOR must submit, as a minimum, the following supporting data: 5.06.1.1 Information showing that time requested is not included in the existing Contract and is an addition to the Contract. 5.06.1.2lnformation documenting that the number of days requested is accurate for the event. 00800 — Page 16 of 23 CITY OF PEARLAND SPECIAL CONDITIONS 5.06.1.3Revised, current construction schedule showing that the time requested affects the project's critical path. 5.06.2. Time of the Essence All the limits stated in the Contract Documents are of the essence of the Agreement. 5.06.3. Delays beyond CONTRACTOR's Control Where CONTRACTOR is prevented from completing any part of the Work within the Contract Times (or Milestones) due to delay beyond the control of CONTRACTOR the Contract Times (or Milestones) will be extended in an amount equal to the time lost due to such dela) if a claim id made therefore as provided in paragraph 5.06.1. Delays beyond the control of CONTRACTOR shall include, but not be limited to, acts or neglect b) OWNER, acts or neglect of utility owners or other contractors performing other work as contemplated by Paragraphs 7.1 and 7 2 of these Supplemental General Conditions, Fires Floods, Epidemics of Acts of God. Delays attributable to, and within the control of, a Subcontractor or Supplier shall be deemed to be delays within the control of CONTRACTOR. An extension to the Contract Times shall be CONTRACTOR's sole and exclusive remedy for any such delays. 5.06.4. Delays Beyond OWNER's and CONTRACTOR's Control Where CONTRACTOR is prevented from completing any part of the Work within the Contract Times (or Milestones) due to delay beyond the control of both OWNER and CONTRACTOR, an extension of the Contract Times (or Milestones) in an amount of equal to the time lost due to such delay shall be CONTRACTOR's sole and exclusive remedy of such delay. CONTRACTOR shall not be entitled to any increase in Contract Price as a result of such delay IN NO EVENT SHALL OWNER BE LIABLE TO CONTRACTOR, ANY CUBCONTRACTOR, ANY SUPPLIER, ANY OTHER PERSON OR ORGANIZATION, OR TO ANY SURETY FOR OR EMPLOYEE 012 AGENT OF, ANY OF THEM, FOR DAMAGES ARISING OUT OF, OR RESULTING FROM, (i) DELAYS CAUSED BY, OR WITHIN THE CONTROL OF, CONTRACTOR OR (ii) DELAYS BEYOND TILE CONTROL OF BOTH PARTIES INCLUDING, BUT NOT LIMITED TO, FIRES, FLOODS, EPIDEMICS, ABNORMAL WEATHER CONDITIONS, ACTS OF GOD OR ACTS OR NEGLECT BY UTILITY OWNERS OR OTHER CONTRACTORS PERFORMING OTHER WORK AS CONTEMPLATED BY PARAGRAPH 2.10. EVEN IF SUCH DELAYS ARE DUE IN PART TO THE NEGLIGENCE OTHER FAULT BREACH OF CONTRACT OR WARRANTY, VIOLATION OF THE TEXAS DECEPTIVE TRADE PRACTICES ACT, OR STRICT LIABILITY WITHOUT REGARD TO FAULT OF OWNER. 5.06.5. Rainy Days The Contract Time as defined in the bid and other sections of the Contract Documents includes a certain number of rain days. Based on the Alvin Weather Center Records the a'.erage annual lain days from June 1898 to December 1996 is 40 days calculated from all precipitation days of record. Contractoi is required to keep record of rain da) s at the site. Record of rain days must be accepted and signed b) the City Inspector monthly and shall be iepoited on the monthly pay estimate submittal. At the end of the contract Contractoi will be credited only for the number of accepted rain days that exceed 40 ram days per year proportionate to the original Contract Time. 00800 — Page 17 of 23 CITY OF PEARLAND SPECIAL CONDITIONS ARTICLE 6 MEASUREMENT AND PAYMENT SC-6 Add the following paragraphs: 6.14. CONTRACTOR's Warranty of Title CONTRACTOR warrants and guarantees that title to all Work, materials, and equipment covered by any Application for Payment, whether incorporated in the Project or not, w ill pass to OWNER no later than the time of payment and free and clear of all Liens: 6.15. Review of Applications for Progress Payment 6.15.1. ENGINEER will, within ten (10) days after receipt of each Application for Payment, either indicate in writing a recommendation of payment and present the Application to OWNER, or return the Application to CONTRACTOR indicating in writing ENGINEER's seasons for refusing to recommend pa) ment. In the latter case, CONTRACTOR may make the necessary corrections and resubmit the Application Ten (10) days after presentation of the Application for Payment to OWNER with ENGINEER's recommendation, the amount recommended by ENGINEER less amounts withheld by OWNER pursuant to Paragraph 6.15.4, will become due and when due will be paid by OWNER to CONTRACTOR. 6.15.2. ENGINEER's recommendation of any payment requested in an Application for Payment will constitute a representation by ENGINEER to OWNER, based on ENGINEER's on -site observations of the executed Work as an experienced and qualified design professional and on ENGINEER's review of the Application for Payment and the accompanying data and schedules that to the best of ENGINEER's knowledge, information and behalf: 6.15.2.1. the Work has progressed to the point indicated, 6.15.2.2. the quality of the Work is generally in accordance with the Contract Documents (subject to an evaluation of the Work as a functioning whole pi ioi to or upon Substantial Completion, to the results of any subsequent tests called for in the Contract Documents, to a final determination of quantities and classifications for Unit Price Work under Paragraph 9.8, and to any other qualifications stated in the recommendation), and 6.15.2.3. the conditions precedent to CONTRACTOR's being entitled to such payment appear to ha\ e been fulfilled in so far as it is ENGINEER's responsibility to observe the Work. However by recommending any such payment ENGINEER will not thereby be deemed to have presented that: (i) exhaustive or continuous on -site inspections have been made to check the quality or the quantity of the Work beyond the responsibilities specifically assigned to ENGINFER in the Contract Documents or (ii) that theie may not be other matters or issues between the parties that might entitle CONTRACTOR to be paid additionally by OWNER or entitle OWNER to ithhold payment to CONTRACTOR. 6.15.3. ENGINEER's recommendations of any payment, including final payment, shall not mean that ENGINEER is responsible for, and shall not relieve CONTRACTOR from, its responsibility for CONTRACTOR's means, methods, techniques, sequences, or pioceduies of construction, or the safety precautions or procedure of construction, o1 the safety precautions and programs incident thereto, or for any failure of CONTRACTOR to comply with Laws and Regulations applicable to the furnishing or 00800 — Page 18 of 23 CITY OF PEARLAND SPECIAL CONDITIONS performance of Work, or for any failure of CONTRACTOR to perform or furnish Work in accordance with the Contract Documents or that PNGINEER is representing that CONTRACTOR has complied with Laws and Regulations or performed or furnished the work in accordance with the Contract Documents. 6.15.4. ENGINEER may refuse to recommend the whole or any part of payment if, in ENGINEER's opinion it would be incorrect to make the representations to OWNER referred to in Paragraph 6.05. ENGINEER may also refuse to recommend any such payment, or, because of subsequently discovered evidence or the results of subsequent inspections or tests, nullify any such payment previously recommended to such extent as may be necessary in FNGINEER's opinion to protect OWNER from loss because: 6.15.41 the Work is Defective, or completed Work has been damaged requiring correction or replacement, 6.15.4.2. the Contract price has been reduced by Written Amendment or Change Order, 6.15.4.3. OWNER has been required to correct Defective Work or complete Work in accordance with par agi aph 2.70, or 6.15.4.4. ENGINEER has actual knowledge of the occurrence of any of the events enumerated in paragraphs 8.04 through 8.05 inclusive, OWNER may refuse to make payment of the full amount recommended by ENGINEER because: 6.15.4.5. claims have been made against OWNER on account of CONTRACTOR's performance or furnishing of the Work. 6.15.4.6. Notices of intent to file liens have been sent to OWNER or Liens have been tiled in connection with the Work except where CONTRACTOR has delivered a specific Bond satisfactory to OWNER to secure the satisfaction and discharge of such Liens, 6.15.4.7. there are other items entitling OWNER to a set-off against the amount recommended, or 6.15.4.8. OWNER has actual knowledge of the occurrence of any of the events enumerated in Palagraphs 6.15.4.1 through 6.15.4.3 or Paragraphs 8.04.1.1 through 8.04.1.4 inclusive; but OWNER must give CONTRACTOR immediate written notice (with a copy to ENGINEER) stating the reasons for such action and promptly pay CONTRACTOR the amount so withheld, or any adjustment thereto agreed to by OWNER and CONTRACTOR when CONTRACTOR corrects to OWNER's satisfaction the reasons for such action. Any amount not iecommended for payment by ENGINEER or approved for payment by OWNER pursuant to this Paragraph 6.15.4 shall not be due to CONTRACTOR and shall not be subject to interest pursuant to Article 4 of the Agreement or otherwise under the Contract Document. 6.16. Substantial Completion 6.16.1. When CONTRACTOR considers the entire Work ready for its intended use, CONTRACTOR shall notify OWNER and ENGINEER in writing that the entire Work is substantially complete (except for items specifically listed by CONTRACTOR as incomplete) and shall request that ENG1NEET issue a 00800 — Page 19 of 23 CITY OF PEARLAND SPECIAL CONDITIONS certificate of Substantial Completion. Within a reasonable time thereafter, OWNER, CONTRACTOR and ENGINEER shall make an inspection of the Woik to determine the status of completion. if ENGINEER does not consider the Work substantially complete, ENGINEER will notifj CONTRACTOR in witting giving the reasons therefore. If ENGINEER considers the Work substantially complete, ENGINEER will prepare and deliver to OWNER a tentative certificate of Substantial Completion. There shall be attached to the certificate a tentative list of items to be completed or corrected before final payment. OWNER shall have seven (7) days after receipt of the tentative certificate to make written o bjection to ENGINEER as to any provisions of the certificate or attached list. If, after considering such o bjections ENGINEER concludes that the Work is not substantially complete, ENGINEER will, within fourteen (14) days after submission of the tentative certificate to OWNER notify CONTRACTOR in writing, stating the reasons ENGINEER believes the work is not substantially complete. If, rifler consideration of OWNER's objections ENGINEER considers. the Woik substantially complete, ENGINEER will, within said fourteen (14) days, execute and deliver to OWNER and CONTRACTOR a definitive certificate of Substantial Completion, ENGINEER will deliver to OWNER Inc! CONTRACTOR a written recommendation as to division of responsibilities pending final payment beween OWNER and CONTRACTOR with respect to security, operation, safety, maintenance, heat u tilities, insurance, and warranties and guarantees. Unless OWNER and CONTRACTOR agree otherwise in writing and so inform ENGINEER in writing prior to ENGINEER's issuing the definitive certificate of Substantial Completion ENGINEER's aforesaid recommendation will be binding on OWNER and CONTRACTOR until final payment 6.16.2. OWNER shall have the right to exclude CONTRACTOR from the Work after the date of Substantial Completion but OWNER shall allow CONTRACTOR reasonable access to complete or correct items on the tentative list used until final acceptance. CONTRACTOR shall complete of correct such items in a diligent and expeditions manner. 6.17. Waiver of Claims The making and acceptance of final payment will constitute: 6.17.1. a waiver of all claims by OWNER against CONTRACTOR, except claims arising from u nsettled Liens, from Defective Work appealing after final inspection. pursuant to Paragraph 6.08, from failure to comply with the Contract Documents or the terms of any special guarantees specified therein, or from CONTRACTOR's continuing obligations under the Contract Documents; and 6.17.2. a waiver of all claims by CONTRACTOR against OWNER other than those previously made in \Vi iting and still unsettled. ARTICLE 7 EXTRA WORK AND CLAIMS SC-7 Add the following paragraphs: 7.05. Amending and Supplementing Contract Documents 7.05.1. The Contract Documents may be amended to provide for additions, deletions, and revisions in the Work of to modify the terms and conditions thereof in one or more of the following ways: 7.05.1.1. a formal written Amendment, 7.05.1.2. a Change Order (pursuant to Paragraph 7.01), or 00800 — Page 20 of 23 CITY OF PEARLAND SPECIAL CONDITIONS 7.05.1.3. a Work Change Directive. 7.05.2. In addition, the requirements of the Contract Documents may be supplemented, and minor variations and deviations in the Work may be authorized in one or more of the following ways: 7.05.2.1. a Field Order (pursuant to paragraph 3.09), 7.05 2 2 ENGINEER's written interpretation or clarification (pursuant to Paragraph 3.10). 7.06. Unit Price Work 7.06.1. Where the Contract Documents provide that all or part of the Work is to be Unit Price Work, initially the Conti ' et Price will be deemed to include for all Unit Pi ice Wolk, and amount equal to the sum of the established unit price for each separately identified item of Unit Price Work times the estimated quantity of each item as indicated in the Agreement. The estimated quantities of items of Unit Price Work are not guaranteed and ate solely for the purpose of comparison of bids and determining an initial Contract Price. Determinations of the actual quantities and classifications of Unit Price Work peifouned by CONTRACTOR will be made by ENGINEER in accordance with Paragraph 3.1. CONTRACTOR represents that its profits are not based upon the estimated quantities of Unit Price Work and agrees that neither ENGINEER nor OWNER shall be liable to CONTRACTOR if the actual amount of Unit Price Work differs fiom the estimated quantities of Unit Nice Work, even if OWNER or CONTRACTOR was negligent in making such estimates. 7.06.2. Each unit price will be deemed to include an amount considered by CONTRACTOR to be adequate to cover CONTRACTOR'S overhead and profit for each separately identified item. 7.06.3 OWNER of CONTRACTOR may make a claim for an adjustment in the Contract Price in accordance with Article 7 if 7.06.3.1 The quantity of any item of Unit Price Work performed by CONTRACTOR differs by more than twenty-five (25) percent (over or under) from the estimated quantity of such item indicated in the Agreement, and 7.06.3.2 There is no corresponding adjustment with respect to any other item of Work; and 7.06.3.3. If CONTRACTOR believes that CONTRACTOR. is entitled to an increase in Coutiact Price as a result of having incurred additional expense or OWNER believes that OWNER is entitled to a decrease in Contract Price and the parties are unable to agree as to the amount of any such increase or decrease. ARTICLE 8 ABANDONMENT OF CONTRACT SC-8 Add the following paragraphs: 8.04. OWNER May Suspend Work At any time and without cause, OWNER may suspend the Work or any portion thereof for a period of not more than ninety (90) days by notice in writing to CONTRACTOR and ENGINEER which will fix the date on which Work \ ill be resumed. CONTRACTOR shall resume the Woi k on the date so fixed. 00800 -- Page 21 of 23 CITY OF PEARLAND SPECIAL CONDITIONS CONTRACTOR shall be allowed an adjustment in the Contract Price or an extension of the Contract Times, or both, directly attributable to any such suspension if CONTRACTOR makes an approved claim therefore as provided m Article 5. 8.05. OWNER May Terminate 8.05.1. Upon the occurrence of any one or more of the following events: 8.05.1.1 if, in the opinion of OWNER, CONTRACTOR persistently fails to perform the Work in accordance with the Contract Documents (including, but not limited to, failure to supply a sufficient number of or sufficiently skilled workers or suitable materials or equipment or failure to adhere to the progress schedule established tinder Paragraph 4.33 as adjusted from time to time pursuant to Article 4); 8.05.1.2 if CONTRACTOR disregards Laws or Regulations of any public body having jurisdiction over the project, the work of CONTRACTOR'S performance of the work; 8.05.1.3. if CONTRACTOR disregards the authority of ENGINEER; or 8.05.1.4 if CONTRACTOR otherwise violates, in any substantial way, any provisions of the Contract Documents; OWNER may, after giving CONTRACTOR (and the surety, if any) seven (7) days' written notice, and, to the extent permitted by Laws and Regulations, terminate the services of CONTRACTOR, exclude CONTRACTOR from the site and take possession of the Work and of all CONTRACTOR'S tool's appliances, construction equipment and machinery at the site and use the same to the full extent they could be used by CONTRACTOR (without liability to CONTRACTOR for trespass or conversion), incorporate in the Work all materials and equipment stored at the site or for which OWNER has paid CONTRACTOR but which are stored elsewhere, and finish the work as owner may deem expedient In such case, CONTRACTOR shall not be entitled to receive any further payment until the work is finished. If the unpaid balance of the Contract Price exceeds all claims, costs, losses, and damages sustained by OWNER arising out of, or resulting from, completing the work, such excess will be paid to CONTRACTOR. If such claims, costs, losses, and damages exceed such unpaid balance, contractor shall pay the difference to OWNER. Such claims, costs, losses, and damages incurred b) OWNER will be reviewed by ENGINEER as to their reasonableness, and when so approved by ENGINEER, incorpoiated into a change order, ON ided that when exercising any rights or remedies under this paribraph, OWNER shall not be required to obtain the lowest price for the Work performed 8.05.2 Where CONTRACTOR's services have been so terminated by OWNER, the termination will not affect any rights or remedies of OWNER against CONTRACTOR then existing or which may thereafter accrue. Any retention or payment of moneys due CONTRACTOR by OWNER will not release CONTRACTOR from liability. 8.05.3 Upon seven (7) days' written notice to CONTRACTOR and ENGINEER, OWNER m ry, without cause and without prejudice to any other right or remedy, of OWNER elect to tel the Agreement. In such case, CONTRACTOR shall be paid (without duplication of any item) 8.05.3.1 For completed and acceptable Work executed in accordance with the Contract Documents pi for to the effective date of termination, including fair and reasonable sums for overhead and profit on such Work; 00800 — Page 22 of 23 CITY OF PEARLAND SPECIAL CONDITIONS 8.05.3.2 For expenses sustained prior to the effective date of termination in performing services and furnishing labor, materials, or equipment as required by the Contract Documents in connection with uncompleted Work, plus fail and reasonable sums for overhead and profit on such expenses; 8.05.3.3 For all claims, costs, losses, and damages incurred in settlement of terminated contracts with Subcontractors, Suppliers, and others; and 8.05.3.4 For reasonable expenses directly attributable to termination. CONTRACTOR shall not be paid on account of loss of anticipated profits or revenue or other economic Toss arising out of, of resulting, from such termination, OWNER SHALL NOT BE LIABLE TO CONTRACTOR FOR ANY LOSS OF ANTICIPATED PROFITS OR REVENUE OR OTHER ECONOMIC LOSS ARISING OUT OF, OR RESULTING FROM SUCH TERMINATION, EVEN IF SUCH LOSS IS DUE TO THE NEGLIGENCE, OTHER FAULT, BREACH OF CONTRACT OR WARRANTY, VIOLATION OF THE TEXAS DECEPTIVE TRADE PRACTICES ACT, OR STRICT LIABILITY WITHOUT REGARD TO FAULT OF OWNER END OF SECTION 00800 — Page 23 of 23 WAGE SCALE FOR CITY OF PEARLAND ENGINEERING CONSTRUCTION SECTION 00811 WAGE SCALE FOR ENGINEERING CONSTRUCTION 1.01 In accordance with the Pievailing 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 sates ion the locality in which the work is being performed. 1.02 This prevailing wage rate does not prohibit the payment of more than the rates stated. 1.03 The wage scale for engineering construction is to be applied to all site work greater the 5 feet from an exterior wall of new building under construction or from an exterior wall of an existing building. 04/2002 00811-1 GENERAL DECISION TX030082 06/13/2003 TX82 Date: June 13, 2003 General Decision Number TX030082 Superseded General Decision No. TX020082 State: TEXAS Construction Type: HEAVY County(ies): BRAZORIA FORT BEND GALVESTON HARRIS MATAGORDA MONTGOMERY WALLER WHARTON FLOOD CONTROL AND WATER AND SEWER LINES, including: Breakwaters, Channels, Channel Cut-offs, Dikes, Drainage Projects, Flood Control Projects Irrigation Projects, Jetties, Land Drainage (not incidental to other construction), Land Leveling (not incidental to other construction), Land Reclamation, Levees, P ipelines, Ponds, Pumping Stations (prefabricated drop - in not building), Revetments, Sewage Collection and Disposal L ines, Sewers (Sanitary, Storm, etc.), Shoreline Maintenance W ater Mains and Water Supply Lines (not incidental to building). Modification Number Publication Date 0 06/13/2003 COUNTY(ies): BRAZORIA FORT BEND GALVESTON HARRIS MATAGORDA MONTGOMERY SUTX2045A 03/26/1998 ASPHALT RAKER ASPHALT SHOVELER BATCHING PLANT WEIGHER CARPENTER CONCRETE FINISHER -PAVING CONCRETE FINISHER -STRUCTURES CONCRETE RUBBER ELECTRICIAN FLAGGER FORM BUILDER(STRUCTURES) FORM LINER -PAVING & CURB FORSETTER (PAVING/CURB) FORM SETTER -STRUCTURES LABORER -COMMON LABORER -UTILITY L INEPERSON MANHOLE BUILDER (Brick) MECHANIC O ILER SERVICER PAINTER -STRUCTURES P ILEDRIVER PIPE LAYER WALLER WHARTON Rates 8.28 7.45 11.11 10.35 9.87 9.86 9.00 16.15 6.66 9.96 9.03 8.86 9.05 7.45 8.53 7.50 8.49 11 38 9 56 9 51 14.00 10.96 8.49 Fringes ASPHALT DISTRIBUTOR ASPHALT PAVING MACHINE BROOM OR SWEEPER OPERATOR BULLDOZER CONCRETE CURING MACHINE CONCRETE FINISHING MACHINE CONCRETE JOINT SEALER CONCRETE PAVING FLOAT CONCRETE PAVING SAW CONCRETE PAVING SPREADER SLIPFORM MACHINE OPERATOR CRANE, CLAMSHELL, BACKHOE, DERRICK, D'LINE, SHOVEL CRUSHER/SCREENING PLANT FOUNDATION DRILL OPERATOR, CRAWLER MOUNTED FOUNDATION DRILL OPERATOR TRUCK MOUNTED FRONT END LOADER MILLING MACHINE OPERATOR MIXER MOTOR GRADER (FINE GRADE) MOTOR GRADER PAVEMENT MARKING MACHINE ROLLER, STEEL WHEEL PLANT MIX PAVEMENTS ROLLER, STEEL WHEEL OTHER FLATWHEEL OR TAMPING ROLLER, PNEUMATIC, SELF PROPELLED SCRAPER - TRACTOR -CRAWLER TYPE TRACTOR -PNEUMATIC TRAVELING MIXER TRENCHING MACHINE -LIGHT TRENCHING MACHINE -HEAVY WAGON -DRILL, BORING MACHINE REINFORCING STEEL SETTER (PLAVING) REINFORCING STEEL SETTER STRUCTURES STEEL WORKER -STRUCTURAL SIGN ERECTOR SPREADER BOX OPERATOR WORK ZONE BARRICADE SIGN INSTALLER TRUCK DRIVER -SINGLE AXLE LIGHT TRUCK DRIVER -SINGLE AXLE HEAVY TRUCK DRIVER -TANDEM AXLE SEMI TRAILER TRUCK DRIVER-LOWBOY/FLOAT WELDER 9.47 10.05 8.01 9.91 8.80 11.79 10.50 9.30 10.01 9.32 9.20 11.35 11.00 12.59 12.73 9.29 10.43 7.94 11.11 10.67 7.45 9.25 7.61 7.96 8.69 10.12 8.99 9.35 10.50 13.56 10.15 12.50 12.47 10.35 10.06 9.08 7.45 7.45 8.15 8.76 8.00 11.29 10.43 Unlisted classifications needed for work not included within the scope of the classifications listed may be added after award only as provided in the labor standards contract clauses (29 CFR 5.5(a)(1)(ii)). In the listing above, the "SU" designation means that rates listed under that identifier do not reflect collectively bargained wage and fringe benefit rates Other designations indicate unions whose rates have been determined to be prevailing. WAGE DETERMINATION APPEALS PROCESS 1.) Has there been an initial decision in the matter? This can be: * an existing published wage determination a survey underlying a wage determination a Wage and Hour Division letter setting forth a position on a wage determination matter a conformance (additional classification and rate) ruling On survey related matters, initial contact including requests for summaries of surveys, should be with the Wage and. Hour Regional Office for the area in which the survey was conducted because those Regional Offices have responsibility for the Davis -Bacon survey program. If the response from this initial contact is not satisfactory, then the process described in 2.) and 3.) should be followed. With regard to any other matter not yet ripe for the formal process described here, initial contact should be with the Branch of Construction Wage Determinations. Write to: Branch of Construction Wage Determinations W age and Hour Division U . S. Department of Labor 200 Constitution Avenue, N. W. W ashington, D. C. 20210 2.) If the answer to the question in 1.) is yes, then an interested party (those affected by the action) can request review and reconsideration from the Wage and Hour Administrator (See 29 CFR Part 1.8 and 29 CFR Part 7). Write to: W age and Hour Administrator U .S. Department of Labor 200 Constitution Avenue, N. W. W ashington, D. C. 20210 The request should be accompanied by a full statement of the interested party s position and by any information (wage payment data, project description, area practice material, etc.) that the requestor considers relevant to the issue. 3.) If the decision of the Administrator is not favorable, an interested party may appeal directly to the Administrative Review Board (formerly the Wage Appeals Board). Write to: Administrative Review Board U . S. Department of Labor 200 Constitution Avenue, N. W. W ashington, D. C. 20210 4.) All decisions by the Administrative Review Board are final. END OF GENERAL DECISION GEOT AL INVESTIGATION Proposed Water and Sanitary Sewer Lines Hickory Creek Subdivision City of Pearland Brazoria County , Texas TECHNIC r-: Prepared for: Othon, Inc. Houston, Texas Prepared by: HBC Engineering A Division of Terracon, Inc. Houston, Texas HBC Project No 92025-087 May 2002 ENVIRONMENTAL, FACILITIES, GEOTECHNICAL AND CONSTRUCTION SERVICES May 1, 2002 Mr. Richard Davis, P E Othon, Inc. 11111 Wilcrest Green Drive, Suite 128 Houston, Texas 77042 4739 Re: Geotechnical Investigation Proposed Water and Sanitary Sewer Lines Hickory Creek Subdivision City of Pearland Brazoria County, Texas HBC Project No: 92025-087 Dear Mr. Davis: ENG INEERING cr division ofirEFTCEI Enclosed is our report of the geotechnical investigation conducted for the above referenced proposed water and sanitary sewer lines in Hickory Creek Subdivision m Pearland, Texas. We trust that this report is responsive to your project needs. Please contact us if you have any questions or if we can be of further assistance. We appreciate the opportunity to work with you on this project and look forward to providing additional geotechnical engineering assistance in the future, Sincerely, HBC ENGINEERING A DIVISION OF TERRACON, Bobbie Sue Hood, E I T Geotechnical Engineering elly Senter, , Manager of Geotechnical Engineering Copies Submitted.: (4) meranittilk �-t ti OF tea k r •.� �•'b?, 6 $. 1 fit o".,.9 32883 Joe:)./ rt. KELLY SENTER Houston 11555 Clay Road Suite 100 Houston. TN 771)43 (713) 690-S989 Fax (713) 69(1-8787 Dallas X901 Carpenter Ilwy. Suite 100 Dallas, TN 75247 (214) 630-I010 Fax (214) 630-7070 Fort Worth 2601 Gravel Drive Fort Worth. TX 76118 (X171 268-86U0 Fax (517126S \6O2 Austin 5 307 Industrial Oaks 131\1d. Suite 160 Austin. TN 75735 (512) 442-I1" Fax (512)4-13-1IHI Texas City 360- 3rd Avenue North Texas City. Texas 77590 (409) 9I5-3503 Fax (409) 945-5(177 Othon, Inc. HBC Project No..92025-087 ENGINEERING, INC. TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 PROJECT DESCRIPTION 1 3.0 SCOPE OF SERVICES 1 4.0 FIELD PROGRAM 2 4.1 Sampling Procedures 2 4.2 Sample Disposal 3 S. 0 LABORATORY TESTING 4 6.0 SITE AND SUBSURFACE CONDITIONS 4 6.1 Surface Conditions 4 6.2 Area Geology 4 6.3 Subsurface Conditions 5 6.4 Groundwater Conditions 5 7.0 ANALYSIS AND RECOMMENDATIONS 7 7.1 Dewatering 7 7.2 Excavations 7 7.3 Utility Bedding 8 7.4 B ackfill 9 7.5 Uphft Pressures 9 7.6 Lateral Earth Pressures 9 7.7 Trenchless Excavations 10 7.3 Pavement Repairs 10 8.0 GENERAL COMMENTS 12 APPENDIX A Plan of Borings A-1 Logs of Bonngs A-2 tiara A-30 Key to Soil Terms and Symbols A-31 APPENDIX B Bedding Details B-1 thru B-3 Othon, Inc. HBC Project No. 92025-087 ENGINEERING, INC, GEOTECHNICAL INVESTIGATION Proposed Water and Sanitary Sewer Lines Hickory Creek Subdivision City of Pearland Brazoria County, Texas 1.0 INTRODUCTION This report presents the results of our geotechnical investigation for the proposed water and sanitary sewer lines in Hickory Creek Subdivision m Pearland, Texas. This investigation was formerly authorized by Mr Vincent Obregon, Vice President of Othon, Inc., on April 3, 2002. The project scope was performed in general accordance with HBC Proposal No. H02-561, dated March 25, 2002. 2.0 PROTECT DESCRIPTION This project is expected to include the installation of new 4 to 16 inch diameter water lines and 8 to 15 mch diameter sanitary sewer lines in Hickory Creek Subdivision in Pearland, Texas. (Brazoria County Key Map Page 614K,L) The proposed improvements are shown on the Plan of Borings, Page A-1 of Appendix A. A lift station was planned near the intersection of Garden Road and Marsha Lane however, due to problems with access we were not able to complete the boring in the lift station location. The lift station will be addressed in a supplemental report once access has been granted. 3.0 SCOPE OF SERVICES Our scope of work for this project consisted of: 1. Dnlling test borings at selected locations within the project site to evaluate subsurface stratigraphy and groundwater conditions, 2. Performing geotechnical laboratory tests on recovered samples to evaluate the physical and engineering properties of the strata encountered.. 3, Engmeering analysis to develop design and construction recommendations with respect to installation of the proposed utilities. 1 Othon, Inc. HBC Project No. 92025-087 ENGINEERING, INC, 4.0 FIELD PROGRAM 4.1 Sampling Procedures Subsurface conditions were evaluated by dulling a total of 29 borings at approximately 500 ft spacing along the proposed water and sewer alignment. The depths of the borings was decided based on the anticipated flow lines and typically ranged from 10 to 20 ft. A 40-ft boring (B-4) was planned at the lift station location at Garden Road and Marsha Lane, however this boring has been postponed due to problems with access. The depths of the individual borings and the anticipated flow lines are presented in the following table. 1BORING N e f "! :DEPTFT r fJF B ®RING { APPROX ®EPTH Hit TO ' t.. , ft ..N,�,F1OW.L"NNE 1 15 10 2 10 7 3 18 12 4 40 23 5 16 13 6 14 11 7 15 9 8 10 7 9 10 7 10 12 8 11 10 7 12 10 6 13 15 8 14 12 8 15 12 7 16 15 8 17 10 7 18 10 8 19 • 14 10 20 12 9 21 10 7 22 12 10 23 14 12 24 18 15 25 10 7 26 14 9 27 20 16 28 15 12 29 12 9 Note: Depths are with respect to existing grade. Othon, Inc. HBC Project No. 92025-087 FBC ENGINEERING, INC. The three to four inch nominal diameter borings were drilled with truck -mounted drilling equipment at the approximate locations shown on Page A-1 of Appendix A. The boring depths were measured from the existing ground surface at the time of' our field activities. Prior to drilling, Texas One Call was notified for location of utihties. In addition, we met with Mr Cecil Bowery of the City of Pearland in order to review the proposed locations with respect to the city utilities. Traffic control was provided for borings along Garden Road and parts of 0-Day Road. The Logs of Borings, presenting the subsurface soil descriptions, type of sampling used and additional field data, are presented on pages A-2 through A-30 of Appendix A. The Symbol Key Sheet, which defines the terms and descriptive symbols used on the logs, is presented on page A-31. Cohesive soil samples were generally recovered using thin -walled, open -tube samplers (Shelby tubes) in general accordance with the appropnate ASTM standards. Samples were removed from samplers in the field, visually classified, and appropriately sealed in sample containers to preserve their in -situ moisture contents. Pocket penetrometer tests were performed on samples of' cohesive soils in the field to serve as a general measure of consistency. Soils for which good quahty thin -walled tube samples could not be recovered were sampled by means of the Standard Penetration Test (SPT) in general accordance with the appropriate ASTM standard. This test consists of measuring the number of blows required for a 140 pound hammer free falling 30 inches to drive a standard split -spoon sampler 12 inches into the subsurface matenal after being seated six inches. This blow count or SPT "N" value is used to evaluate the engineering properties of the stratum. 4.2 Sample Disposal All samples were returned to our laboratory in Houston, Texas. Samples not tested in the laboratory will be stored for a period of 60 days subsequent to submittal of this report and will be discarded after this period, unless we are notified otherwise. Othon, Inc. HBC Project No. 92025-087 1-PC ENGINEERING, RC 5.0 LABORATORY TESTING Samples obtained during the field program were visually classified in the laboratory by a geotechmcal engineer or a senior technician. A testing program was conducted on selected samples, as directed by the geotechnical engineer, to aid m classification and evaluation of engineering properties required for analyses. Soil classification and laboratory tests were performed in general accordance with the appropriate ASTM standards. Results of the laboratory tests are presented on the Logs of Borings, located on Pages A-2 through A-30 of Appendix A, and are discussed in the following section. 6.0 SITE AND SUBSURFACE CONDITIONS 6.1 Surface Conditions The proposed water and sewer alignments extend along O'Day Road from Dublin to Butler, along Butler from O'Day to Garden, and along Garden from the American Water Canal to Laurie Lane, Additionally the water and sewer improvements will include all interior subdivision roads north of and including Dublin and south of Butler. The alignment is shown on the Plan of Borings on Page A-1 of Appendix A. At the time of our field services the roadside ditches along O'Day and Garden contained a significant amount of water from recent heavy rains On the interior of the subdivision, the ditches were generally very shallow and typically covered with grass. All of the roads along the utility alignment were paved. with asphalt. 6.2 Area Geology The site is located on the Beaumont clay formation, a deltaic nonmarine Pleistocene deposit. The Beaumont clay is a heterogeneous formation containing thick interbedded layers of clay, fine sand and silt, The clay fraction is primarily composed of montzznonllonite, Mite, kaolinite, and finely ground quartz. The clay present in the formation has been preconsolidated by a process o f desiccation. The sands and silts, which vary m compactness from loose to very dense, are composed of quartz, the feldspars, large particles of kaohmte, calcite, and o ccasionally hornblende. The coastal plain in this region has a complex tectonic geology, several major features o f which are: Gulf Coastal geosyncline, salt domes, major sea level fluctuations during the glacial stages, subsidence and faulting activities, Most of these faulting activities have ceased for millions of years, but some are still active. A fault investigation and study of the site geology are beyond the scope of this report. 4 Othon, Inc. HBC Project No. 92025-087 EBC ENGINEERING, INC. 6.3 Subsurface Conditions The particular subsurface stratigraphy, as determined from our field and laboratory programs, is shown in detail on the Logs of Borings in Appendix A. .A review of these logs indicates the following generalized subsurface stratigraphy: Approx.Average Stratum. IVIaterialDescription D e lh 1 ft. I FILL:CLAY, SANDY CLAY, and SAND 0 to 2 (I) II Firm to very stiff CLAY 2 to 18 (2) III Firm to stiff SILTY/SANDY CLAY 4 to 12 (3) IV Medium -dense SAND/SILTY SAND 9 to 15 (1) Fill varies m content and in depth, from 0.5 to 5 ft. Refer to boring logs for fill classification and depth in each boring. (2) Distinct silty clay stratum encountered m limited number of borings. Refer to boring logs. (3) Silty sand encountered in Boring 16 only. These principle strata are described below. Stratum I. The Stratum I fill soils are variable, consisting of clay, sandy clay, sand, silt, gravel, and crushed limestone. The clay/sandy clay fill is estimated to be firm to stiff with shear strengths on the order of 800 to 1200 psf. Stratum II. The Stratum II natural clays are generally highly plastic with liquid limits ranging from about 46 to 78 percent, plastic limits ranging from about 14 to 24 percent, and a calculated plasticity index ranging from about 30 to 56 percent. These clays are firm to stiff with measured shear strengths ranging from about 500 to 3500 psf. The existing moisture contents range from about 18 to 38 percent. Stratum M. The Stratum 111 silty/sandy clays are low to moderately plastic with liquid limits ranging from about 26 to 46 percent, plastic limits ranging from about 14 to 19 percent, and a calculated plasticity index ranging from about 7 to 28 percent These silty clays are generally stiff with measured shear strengths ranging from about 1000 to 1700 psf. A lower strength of 600 psf was measured in Bonng 16 at a depth of 8 to 10 ft, however, the soils at that depth are very sandy and the unconfined compressive strength test does not accurately measure the shear strength of very sandy soils. Moisture contents range from about 18 to 25 percent. Stratum IV. The Stratum IV sands to silty sands are medium -dense with SPT blow counts ranging from about 14 to 22 blows per ft. Based on laboratory tests, approximately 8 to 29 percent soil is finer than the No. 200 sieve. 6.4 Groundwater Conditions The bonngs were advanced using dry augering techniques m an effort to monitor groundwater levels. Groundwater measurements are presented in the following table. Othon, Inc. HBC Project No. 92025-087 FBC ENGINEERING, INC Additional groundwater information is presented in the upper right hand column of the Logs of Boring in Appendix A. t s ; 9 r •I✓ ,1 , . r , . I: !;fir f tlrl p. r �kr N �D ft' (E4' ep h'to , round I.) a "' water, n I �.. t ,, �t? "'r ' $ormg I" : Bormg' �' Upon; ; ' rAfter .No After 24 72 I ,'r '' depth ft Cam letion of t Z ., Pr r Y b , Hours amours 1 15 Dry to 15 ft 8 * 2 10 Dry to 10 ft * * 3 18 _ 18 * * 4 Boring Not Performed 5 16 Dry to 16 ft 8 * 6 14 Dry to 14 ft 6 * 7 15 14.8 12 * 8 10 Dry tol0ft 8.5 * 9 10 Dry to loft * * 10 12 Dry to 12 ft Dry to 10 ft * 11 10 Dry to loft * 7 12 10 Dry to lO ft * * 13 15 14.75 * 7 14 12 Dry to 12 ft * 5 15 12 Dryto12ft * 4.5 16 15 10 * * 17 10 Dry to loft * * 18 * 10 Dry to 10 ft 2 19 14 14 * 3.8 20 12 Dry to 12 ft * 4 21 10 Dry to 10 ft * 6 22 12 Dry to 12 ft * * 23 14 Dry to 14 ft * * 24 18 Dry to 18 ft * * 25 * * 10 Dry to 10 ft 26 14 Dry to 14 ft * * 27 20 19.8 * 28 * * 15 Dry to 15 ft 29 * * 12 Dry to 12 ft Note: * Not measured The contractor should be advised that groundwater will fluctuate seasonally and with climatic changes. Current levels can be venfied just prior to construction. 6 Othon, Inc. HBC Project No. 92025-087 EBC ENGINEERING, INC, 7.0 ANALYSIS AND RECOMMENDATIONS The following analysis and recommendations are based upon the data obtained in our field and laboratory programs, project information provided to us, and our experience with similar subsurface and site conditions. 7.1 Dewatering As noted on the boring logs and presented. in Section 6.3 the soils along the sewer alignment consist primanly of firm to very stiff clay with silty and sandy clay layers and sand/silty sand below 9 to 15 ft in Borings 3 and 16. Based on the groundwater data collected during this investigation, we anticipate that groundwater control will be required for excavations below a depth of 8 ft Since the soils at this depth are pnmanly clays and silty clays with few distinct sand layers, lowering the groundwater by well -pointing would not be effective in our opinion because of the low permeabihty of the clays. We suggest excavating sumps along the trench excavation to which the water can be drained and pumped out of the trench. Groundwater levels can be measured at the time of construction by the use of piezometers or test pits The contractor should develop positive methods of groundwater management pnor to starting excavation operations.. 7.2 Excavations For this project either excavated side slopes or vertical cut excavations are feasible. For vertical sided excavations greater than 5 ft in depth, the excavations will require the use of a trench box or shoring and bracing to prevent sloughing and caving of the soil into the excavation. The contractor should use a trench box or shoring and bracing as necessary to maintain a safe and clean excavation which meets with OSHA requirements. Excavations must be performed and inspected under the supervision of a contractor designated Competent Person The Competent Person, as defined by the OSHA (Occupational Safety and Health Administration) Standard, 29 CFR Part 1926.650 to .652, Subpart P - Excavations), must evaluate the excavations at the time of construction activity to safeguard workers Bracing for vertical excavation walls should be designed to resist a uniform lateral earth pressure of at least 36H in psf, where H is the depth of the excavation in feet. Additional lateral pressure, due to surcharge loads along the trench, should be considered by adding a lateral pressure of 40 percent of the surcharge pressure According to OSHA standards temporary sloped excavations should be no steeper than 1-vertical on 1-horizontal for Type B soils and 1-vertical on 1.5-horizontal for Type C soils. Based on the results of our field and laboratory investigations, and according to OSHA standards for excavations, the clays and silty clays above groundwater at this site may be classified as Type B soils. Sands and all soils below groundwater level should 7 Othon, Inc. HBC Project No. 92025-087 IBC ENGINEERING, INC be classified as Type C soils. According to OSHA standards, any soils from which water is freely seeping should be classified as Type C. The surface slopes should be protected from deterioration and weathering if they are left open for significant periods of time. Excavations should be performed with equipment capable of providing a relatively clean bearing area. Excavating equipment should not disturb the soil beneath the design excavation bottom and should not leave large amounts of loose soil in the excavation. The bearing surface should be protected against disturbance and deterioration by completing the pipe installation and backfillmg operations as quickly as possible. The excavation bottom should be properly sloped to allow any water infiltrating into the excavation to be collected at a convenient location along the edge of the excavation. Water should not be allowed to stand on the bearing area During construction, the trench bracing, shoring, or other support system should proceed as the excavation deepens. If trench boxes are used, the top of the trench box should only be positioned below the ground (street) surface if adequate sloping is provided in accordance with the OSHA Standard 7.3 Utility Bedding The subgrade and bedding for the proposed sanitary sewer line should conform to the Harris County or equivalent Brazoria County standards on pipeline bedding details. (Harris County drawings are referenced herein but can be replaced with equivalent Brazoria County standards.) Based on data collected during this investigation, we anticipate that the soil near the flow line will range from clay, to silty clay, to possibly wet sand. in Borings 3 16, and 18. If the sewer lines are placed in the dry, above groundwater, it is anticipated that the pipes may be placed in accordance with guidelines for ordinary bedding details as outlined on Hams County Drawing Nos, HC430-1 and HC430-2 for pipe bedding where satisfactory soil conditions exist. Where wet sand conditions are encountered, the contractor should use the bedding detail for wet sand construction consisting of crushed stone wrapped by filter fabric or as bedding details outlined on Hams County Drawing No. HC430-3. Copies of the above referenced bedding details are mcluded m Appendix B. Since groundwater level is variable, the decision may be made in the field based on actual conditions at the time of construction and the response of the soil and water to open trenching. The excavations should be inspected to detect any variation in soil condition from that found in our investigation. Any changes noted in the soil stratigraphy should be brought to the attention of HBC so that they can be assessed and any necessary changes to the required bedding details can be made, 8 Othon, Inc. HBC Project No. 92025-087 EBC ENGINEERING, INC, 7.4 Backfill The type of fill placed above the sewer line bedding will depend on whether the surface above the line is paved or natural ground. If the surface is to be natural ground then the backfill may consist of the excavated, in -situ soils. The in -situ soils used as backfill should be placed m thin lifts, moisture conditioned to above optimum moisture content, and compacted to 90% of the maximum density as determined by the Standard Moisture Density Relation (ASTM D 698). Within pavement areas, we recommend that the backfill consist of cement stabilized sand to within 12 inches of the top of the subgrade compacted to between 95 and 100 percent of the maximum density (ASTM D 698). Prior to any filling operations, samples of the proposed borrow materials should be obtained for laboratory moisture -density testing. The tests will provide a basis for evaluation or fill compaction by in -place density testing. A qualified soil technician should perform sufficient in -place density tests during the filling operations to verify that proper levels of compaction are being attained. 7.5 Uplift Pressures Uplift forces will be caused by a difference in water level in the soil adjacent to and inside of structures such as manholes. If the backfill around the structure is a sandy material, it is probable that the backfill will become saturated during periods of heavy rainfall and the effective static water level will be at the surface. Uplift pressures will be resisted by adhesion or skin friction of the soil to the wall and by the dead weight of the structure The value of skin friction for an engineered clay fill compacted to a minimum of ninety-five (95) percent of the maximum density as determined by the Standard Moisture -Density Relation (ASTM D 698) may be considered to be 400 psf. It is recommended that the upper 4 feet of skin friction be neglected for a clay backfill due to potential soil shrinkage away from the structure. Sand backfill, compacted to seventy (70) percent of the maximum relative density (ASTM D 4253 and 4254), may be considered to have a value for skin. friction of zero at the surface varying linearly to 150 psf at a depth of 20 feet below grade The above values include a factor of safety of two (2) against ultimate soil failure. If manholes are installed by excavating from the inside and allowing the structure to sink under its own weight, the soil contact may be very low immediately after construction due to the annulus created during construction. In this case, the uplift pressure must be resisted by structural dead weight or by restoring the contact between the soil and the structure If the annulus is open, grouting would be one means to restore skin frictional resistance. 7.6 Lateral Earth Pressures Backfill around embedded structures will impose active to at -rest earth pressures against the embedded walls. Design lateral earth pressures for backfill are estimated to be equivalent to a fluid pressure of 90 pounds per cubic foot for clean sand backfill and 100 9 Othon, Inc. HBC Project No. 92025-087 ENGINEERING, INC. pounds per cubic foot for in -situ clay or silty clay backfill. These pressures include hydrostatic pressures but do not include surcharge forces imposed by construction or vehicular loading. A 2-foot compacted clay seal should be placed at the top of sand backfill to reduce the amount of infiltration of surface water. 7.7 Trenchless Excavations We understand that augering methods may be used to install the new utilities at street crossings. The soils along the alignment at the anticipated depth of the sewer lines typically consist of firm to very stiff clay and silty clay. Augering through these soils are expected to proceed without unusual diauity or special excavating technques in most areas. However, there are some slickensides in the clays which may experience some caving and sloughing during horizontal augering. Wet sands were encountered in Borings 3, 16, and 18 that are near the anticipated augering depth. Care should be taken when angering in these areas, In all cases, we recommend that augering be completed in a continuous manner to reduce the potential for caving and sloughing. 7.8 Pavement Repairs It is anticipated that some pavement repair may be necessary after installation of the proposed utilities. The following paragraphs address repairs to the existing asphalt paved county roads. Backfill in utility trenches below pavements should consist of cement stabilized sand to within 12 inches of the top of the subgrade as outlined in Section 7.4. Following trench backfill, the 12 inches of subgrade should consist of clean clay/sandy clay fill with a liquid limit preferably less than 50 percent and a plasticity index between 10 and 35 percent. Higher plasticity clays may be used however they are often difficult to manipulate and compact and will require a larger percentage of lime The fill should be compacted to at least 95% maximum dry density at a moisture content within two percent of optimum. We recommend that the top 6 inches of the fill be stabilized prior to placing the pavement. Stabilization will increase the supporting value of the subgrade and decrease the effect of moisture on subgrade soils. Stabilization will depend on the plasticity of the subgrade soils. We anticipate that the soils will be comparable to the in -situ clays. These soils are typical of soils in this area which react well with lime. For planning purposes, we recommend the use of about 6 percent hydrated lime by dry weight of soil prior to placing general area paving, typically equivalent to about 30 pounds lime per square yard per 6 inch depth. The actual amount of lime should be deteunined at the time of construction by the use of lane determination tests. Specifications for lime stabilized subgrade are presented below. At the time of this investigation precise traffic loadings for the county roads were not available. The pavement thicknesses should meet Brazona County or applicable specifications for the street width being planned. We recommend that flexible base pavement repairs be equal to the existing pavement section or the following, whichever is greater: 10 Othon, Inc. HBC Project No. 92025-087 ENGINEQUN3, INC. P e u l , iR PAMET . , i ` MARC 1 S, , P , 1! :Interior, Residential a O'Day &Gar ien. C ®NiP ®VENT; . :Roads ;1 : i i., Ra q_ds! I.. ..,i.. Asphaltic Concrete 2.5 3.0 Crushed Limestone Base 10 12 Stabilized Subgrade 6 6 Where stabilization is not feasible due to hmited space, the stabilized subgrade may be replaced with an additional one inch of asphalt or an additional 3 inches of crushed limestone base. These pavement thickness were developed based upon only the physical and engineering properties of the materials, a stabilized subgrade strength based upon our experience in the area, and conventional thickness determination procedures, The pavement materials should meet the following recommended specifications: Hot Mix Asphaltic Concrete Surface Course - The asphaltic concrete surface course should be plant mixed, hot laid Type D (Fine Graded. Surface Course) meeting the specifications requirements in TxDOT Item 340. Specific criteria for the job specifications should include compaction to within air void range of 3 to 8 percent calculated using the maximum theoretical gravity mix measured by TxDOT Tex-227-F. The asphalt cement content by percent of total mixture weight should fall within a tolerance of ± 0 5 percent asphalt cement from the job mix design. Crushed Limestone Base - Base material should be composed of crushed limestone meeting the requirements of TxDOT Item 247, Type A, Grade 1 The base should be compacted to a minimum of 95 percent of the maximum density as determined by the modified moisture/density relation (ASTM D 1557) within two (2) percent of optimum moisture. Cohesive Subgrade. The clay subgrade shall be stabilized with lime in accordance with Hams County Specifications Item 220. The amount of lime may be determined for subgrade soils by conducting laboratory tests just prior to construction Based on the classification test results, we recommend that about 6percent line be used for estimating and planning. The quantity of lime required is computed as a percent of dry weight. The subgrade shall be compacted to a mimmum of 95 percent of the Standard Moisture - Density Relation (ASTM D 698) at a moisture content within 2 percent of optimum. Related civil design factors such as subgrade drainage, shoulder support, cross -sectional configurations, surface elevations and environmental factors which will significantly affect the service hfe must be included in the preparation of the construction drawings and specifications. Normal periodic maintenance will be required. Othon, Inc. HBC Project No. 92025-087 8.0 GENERAL COMMENTS HBC should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. BBC also should be retained to provide testing and observation during excavation, grading, foundation and construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect vanations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction If variations appear, we should be immediately notified so that farther evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental assessment of the site or identification of contaminated or hazardous materials or conditions If the owner is concemed about the potential for such contamination, other studies should be undertaken. This report has been prepared for the exclusive use of' our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices No warranties, either express or implied, are intended or made Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless BBC reviews the changes and either verifies or modifies the conclusions of this report in writing. 12 ENGINEERING, INC. APPENDIX A "Si EXIST.12* WTR • B-4 to be performed at a Later date *SEE NOTE 1 PROP. 10' SAN. SWRJ 1 PROP. B' WTR, EXIST. 12' WTR. I EXIST. 12' SAN. SWRIy EXIST. 12' WTR EXIST 12" WTR. E.1fIST. 8' WTR. PROP. 15' SAN. SWR. EXIST. 2' WTR EXIST. 12' WTR. PROP 8' WTR. PROP. 15' SAN. SWR. IO B-28i PROP. 15' SAN. SWR. PROP. 8' WTR ® B-27 PROP. 15' SAN. SWR. PROP. 8' SAN. SWR. O B-10 PROP. 0' WTR. PROP. B' WTR. PROP. r WTR. PROP. 15' SAN. SWR. u IXI$T. 8' WTR. PROP. B' WTR. tX151. 16" VITR PROP. 10' SAN. SWR. Amic ®B-21A� PROP. 10' SAN. SWR PROP. 10' SAN. SWR EXIST. 18' WTR, PROP. 10' SAN. SWR. PROP. 10' SAN. SWR. 4 fi " • �" O B-17 PROP. 4' WTR. .11 0 Boring Locations PROP. 6' WTR PROP. B' WTR. EXIST. I ' SAN. SWR. B-12, • * B-13 ;1 1? ;, 7"..1 10 B-14 A B-15 PLAN OF BORINGS Proposed Water and Sanitary Sewer Line Hickory Creek Subdivision Pearland, Texas HBC Project No. 92025-087 1 inch = Approx. 400 ft • cnr:C ENGINEERING LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO DATE SURFACE ELEVATION 1 92025-087 4-15-02 Ex. Grade PAGE 1 of 1 FIELD DATA LABORATORY DATA W 2 4 6 8 10 12 14 HBC1 92025087.GPJ 5/1/02 16 18 20 22 24 P=1.5 P=1.5 P=1.5 P=2.5 P=3.3 P=4,0 P=4.5 P=4.5 MOISTURE CONTENT (%) 38 22 22 81 105 ATTERBERG LIMITS %1 LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX LL 51 PL 17 PI 34 MINUS. NO. 200 SIEVE (%) N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P • POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION 0.94 2.26 FAILURE STRAIN (%) 8.9 15.2 0 0 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION Open to 15 ft and dry upon completion of drilling. After 24 hours: 8 ft. • REMARKS: DESCRIPTION OF STRATUM FILL: Stiff dark gray and gray CLAY with shell fragments Firm to stiff gray CLAY -light gray and tan below 4 ft ,ssttiff, tan, reddish -brown, and light gray, 6 to 10 -very stiff with calcareous nodules below 10 ft -tan. and light gray, and slightly silty, 10 to 14 ft -reddish-brown and light gray below 14 ft Boring Terminated at 15 ft H3c FN NEERD Ci, DC A-: LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 2 92025-087 4-15-02 Ex, Grade PAGE 1 o, ZOiU9 rdS-L9oSZOZ6 LOCH FIELD DATA MOISTURE CONTENT (%) 14 2 4 22 6 8 10 12 14 16 18 20 22 24 DRY DENSITY POUNDS/CU.FT 104 LABORATORY DATA ATTERBERG LIMITS '%1 LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX LL 47 PL 14 PI 33 MINUS NO. 200 SIEVE (%). N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION 1.54 FAILURE STRAIN (%) 15.2 CONFINING PRESSURE (POUNDS/SQ IN) 0 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION Open to 10 ft and dry upon completion of drilling. REMARKS: DESCRIPTION OF STRATUM FILL: Stiff gray SANDY CLAY with shell fragments Stiff gray CLAY -light gray and tan below 4 ft Boring Terminated at 10 ft H3C enGINEERAZ,n�. LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 3 92025-087 4-16-02 Ex. Grade PAGE 1 of 1 HBC1 920250B7.GPJ :.. FIELD DATA d 0 2 4 6 8 10 12 14 16 18 20 22 24 • • • • • • • • • • • • • • • • • • • • • • • • • N=22 N=20 MOISTURE CONTENT (%) 31 25 LABORATORY DATA ATTERBERG LIMITS %1 LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX 102 LL 48 PL 18 PI 30 MINUS NO. 200 SIEVE (%) 8 N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION COMPRESSIVE 2.19 FAILURE STRAIN (%) 7.5 CONFINING PRESSURE DRILLING METHOD(S): Dry Auger (POUNDS/SQ IN) 0 GROUNDWATER INFORMATION: Groundwater at 18 ft upon completion of drilling. REMARKS: DESCRIPTION OF STRATUM Stiff dark gray CLAY -gray,4to6ft -light gray and tan, 6 to 10 ft -light may and reddish -brown with calcareous nodu_es, 10 to 12 ft -very stiff reddish -brown and light gray, with sand pockets below 12 ft Medium -dense edtan and light gray SILTY FINE Boring Terminated at 18 ft 113C ENGDIEERIM,DC A-4 LOG OF BORING PROJECT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas CLIENT: Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 5 92025-087 4-15-02 Ex. Grade PAGE 1 o, u) a C9 0 0) FIELD DATA P=1.8 w z 0 28 21 107 LABORATORY DATA ATTERBERG LIMITS %) J 0 a 2 J 0 g a LL PL PI 0 0 N 0 z z N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION COMPRESSIVE Z 0 w z 0 col 1.85 J 15.1 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 16 ft and dry upon completion of drilling. After 24 hours Groundwater at 8 ft. REMARKS: DESCRIPTION OF STRATUM FILL: Stiff dark gray, gray, and tan CLAY Stiff gray CLAY -gray and tan, 4to8ft ^light gray and tan, 8 to 12 ft calcareous nodules below 8 ft -tan and light gray, 12 to 15 ft -reddish-brown and light gray and slightly silty below 15 ft Boring Terminated at 16 ft LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO, PROJECT NO, DATE SURFACE ELEVATION 6 92025-087 4-15-02 Ex. Grade PAGE 1 of 1 5087.GPJ al FIELD DATA z z z 0 33 20 Z w 0 o z co 0 86 LABORATORY DATA ATTERBERG LIMITS %1 J 0 0 J 110 LL 35 PL 14 PI 21 w U) 0 N o z 0 z_ N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P-POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION COMPRESSIVE 1.02 1.66 J LL 15.1 15.2 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 14 ft and dry upon completion of drilling. Alter 24 hours: Groundwater at 6 ft. REMARKS: DESCRIPTION OF STRATUM FILL: Stiff dark gray, gray, and tan CLAY with shell fragments Stiff gray CLAY -light gray and tan with calcareous nodules below 4tt Stiff to very stiff tan and light gray SILTY CLAY Very stiff reddish -brown and light gray CLAY Boring Terminated at 14 ft A-; LOG OF BORING PROJECT: CLIENT: , Proposed Water and Sanitary Sewer Improvements. Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 7 92025-087 4-15-02 Ex, Grade PAGE 1 or HBC1 92025087.GPJ at FIELD DATA 36 30 93 LABORATORY DATA ATTERBERG LIMITS %) J 0 PLASTIC LIMI 0 LL PL PI N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION 0.96 z 1- 0 5,4 w cc 4 0 co Z z z 0 00 v a DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Groundwater at 14 ft 10 inches upon completion of drillin After 24 hours: Groundwater at 12 ft. REMARKS: DESCRIPTION OF STRATUM FILL: Stiff dark gray and gray CLAY with shell fragments FILL: Gray SAND AND SHELL Stiff dark gray CLAY -light gray and tan with calcareous nodules, 6 to - slickensides below 10 ft -tan and light gray below 12 ft - firm with silt pockets below 14 ft Boring Terminated at 16 ft A-E LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 8 92025-087 4-15-02 Ex. Grade PAGE of1 FIELD DATA LABORATORY DATA 0 co 0 m x z w O 37 37 10 12 14 16 18 20 22 24 80 86 ATTERBERG LIMITS %) 0 J PLASTIC LIMIT 0 a LL 74 P 24 PI 50 0 0 0 0 z z N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION 0.68 0.95 z LL 15.2 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 10 ft and dry upon completion of drilling. Atter 24 hours. Groundwater at 8.5 ft. REMARKS: DESCRIPTION OF STRATUM Stiff dark gray CLAY - shell fragments to 2 ft -gray, 2 to 4 ft - slickensides below 2 ft -firm to stiff, 2 to 8 ft - light gray and tan, 4 to 6 ft -tan and light gray, 6 to 8 ft -very stiffreddish-brown, tan, and light gray below 8 ft Boring Terminated at 10 ft A4 LOG OF BORING PROJECT: • CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 9 92025-087 4-12-02 Ex. Grade PAGE 1 0, FIELD DATA LABORATORY DATA 0 N m TORE CONTEN 34 35 23 10 12 14 16 18 20 22 24 84 91 103 ATTERBERG LIMITS %) 0 a J PLASTIC LIMI PLASTICITY INDEX 70 PI 24 PI 46 0" CO 0 N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION 0.81 1.03 1,42 z 8.6 4.4 4.7 CONFINING PRESSURE (POUNDS/SQ IN) DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 10 ft and dry upon completion of drilling, REMARKS: DESCRIPTION 1 OF STRATUM Firm dark gray CLAY -ggrrayy, 2 to 4 ft -slickensides below 2 ft -stiff below 4 ft -gray and tan, 4 to 6 ft -light gray and tan with calcareous and ferrous nodules, 6 to 8 ft -reddish-brown, tan, and light gray and slight - silty below 8 ft Boring Terminated at 10 ft A-1( LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO, PROJECT NO. DATE SURFACE ELEVATION 10 92025-087 4-12-02 Ex. Grade PAGE 1 of 1 FIELD DATA LABORATORY DATA w 0 2 4 6 8 10 12 MOISTURE CONTENT (%) 32 33 14 16 18 20 22 HBC1 92025087.GPJ ...,J2 24 89 90 ATTERBERG LIMITS (%) LIQUID LIMIT PLASTIC LIMIT 0 z 0 g a LL 62 PL 23 PI 39 MINUS NO. 200 SIEVE (%) 0.9 0.81 FAILURE STRAIN (%) 15.6 5 w U) to w aZ D. U) Z_ Z Z LL Z o 0 0 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 12 ft and dry upon completion of drilling, After 1 hour Open to 10 ft and dry nrsnRIPTIfN nF CTPOTI IIM ,FILL: Tan SANDY SILT with shell Firm to stiff dark gray CLAY -gray and tan,2to4ft -light gray and tan, 4 to 8 ft -tan and light gray with slickensides below 8 ft -very stiff below 10 ft Boring Terminated at 12 ft N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R- PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION REMARKS: Br ENG1NEERINE, Ala A-11 LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO, PROJECT NO DATE SURFACE ELEVATION 11 92025-087 4-12-02 Ex. Grade PAGE 1 o, , FIELD DATA LABORATORY DATA MOISTURE CONTENT (%) 2 4 6 8 10 39 31 12 14 16 18 20 22 ZO/NS rd0"2OO9ZOZ6 139H 24 92 ATTERBERG LIMITS %) LIQUID LIMIT PLASTIC LIMIT 0 z LL PL DI MINUS NO. 200 SIEVE (%) 1.06 FAILURE STRAIN (%) 4 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 10 ft and dry upon completion of drilling. After 1 hour. Open o 10 ft anc dry. After 72 hours Groundwater at 7, DESCRIPTION OF STRATUM Stiff dark gray CLAY -shell fragments to 1 ft -firm, gray, 2 to 4 ft -light gray and tan, 4 to 8 ft -stiff-with calcareous nodules below 4 ft -slickensides below 6 ft -reddish-brown, tan, and light gray below 8 ft Boring Terminated at 10 ft N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION REMARKS: x�c EN31NFFRI1C,DC. A-1 LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 12 92025-087 4-12-02 Ex, Grade PAGE of FIELD DATA LABORATORY DATA 0 N U x LLSYMBOL 27 24 Z O w (.0 O 0 z >- tY 0 104 ATTERBERG LIMITS Vol 0 J 0 a g LL 63 0L 21 01 42 0 0 O z en z N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION 1.57 z 10.1 w 0 w zret a O cn z0 O • 0 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 10 ft and dry upon completion of drilling. Atter 2 hours: Open to 8 ft and dry REMARKS: DESCRIPTION � OF 'TD°TWA FILL: Brown SANDY CLAY with gravel ay and tan CLAY below 1 ft Stiff gray CLAY - gray, 3 to 4 ft -liht gray and tan with calcareous nodules below 4-ft -silty, 6 to 8 ft Boring Terminated at 10 ft A-1 LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 13 92025-087 4-12-02 Ex. Grade PAGE 1 FIELD DATA HBC1 92025OB7 GPJ 5nl02 20 109 46 15 31 E a cn 0 2 0 G 2.85 10.7 0 Dry Auger Groundwater at 14 ft, 9 inches upon completion of drilling. After 3 hours: Groundwater at 9 ft. After 72 hours: groundwater at 7 ft. FILL: Gay SANDY CLAY with gravel Stiff dark gray CLAY -gray, 2 to 4 ft -ferrous nodules, 2 to 6 ft -calareous nodules, 2 to 8 ft • -light gray and tan, 4 to 6 ft -reddish-brown and light gray, 6 to 10 ft -very stiff below 8 ft -silty 8 to 10 ft -tan and light gray, slightly silty, below 10 ft Stiff reddish -brown and light gray SILTY CLAY Boring Terminated at 15 ft LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 14 92025-087 4-12-02 Ex. Grade PAGE 1of1 FIELD DATA LABORATORY DATA 0 0 I= z w z 0 31 30 0 r o C 92 ATTERBERG LIMITS '%) J 0 0 PLASTIC LIM 0 71 PL 21 PI 50 0 0 d z awe N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION 0.89 1.1 w cc W cc z U d Z z z z O 0 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: AOpen to 12 ft and dry upon completion of drilling. ter 4 hours: Groundwater at 5 ft. After 72 hours: Groundwater at 5 ft. REMARKS: DESCRIPTION (lF STRLTI I\A FILL: Tan SAND and CLAY mixture Stiff dark gray CLAY gray and tan,4to6ft -stiff below 4 ft -light gray and tan with slickensides below 6 ft -very stiff below 10 ft Boring Terminated at 12 ft A-1 LOG OF BORING PROJECT: CLIENT: FIELD DATA Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 15 92025-087 4-12-02 Ex. Grade PAGE 1 k_ LABORATORY DATA 2 a w 0 W m 10 12 14 16 18 0 22 24 0 w 0 U w 21 21 ATTERBERG LIMITS %1 LIQUID LIMIT LASTIC LIMIT PLASTICITY INDEX 106 LL 33 PL 18 PI 15 MINUS NO. 200 SIEVE (% COMPRESSIVE STRENGTH a cn 0 0 t✓ 1.63 FAILURE STRAIN (%) 7.3 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 12 ft and dry upon completion of drilling. After 2 hours: Groundwater at 11 ft. After 72 hours: Groundwater at 4.5 ft. DESCRIPTION OF STRATUM FILL: Brown and gray SAND, CLAY, and .GRAVEL Stiff gray and tan CLAY -light gray and tan below 4 ft Stiff hght gray and tan SILTY CLAY with sand. pockets Boring Terminated at 12 ft N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R- PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION REMARKS: A-1 LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 16 92025-087 4-11-02 Ex. Grade PAGE 1 of 1 FIELD DATA LABORATORY DATA to N SOIL SYMBOL 10 w • $ • 12 14 16 16 20 22 24 P=1.5 P=1.5 P=20 P 2.5 z w z0 19 ZO rfi w o 0 Z Z ono. ATTERBERG LIMITS %i 2 0 O PLASTIC LIM 10R • LL 96 PL 19 PI 7 0 O Z z 29 N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION COMPRESSIVE Z0 0 w Z 1- 0 n 59 44494 J LL 5g w �Z Z O Z Z Z O 0 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Groundwater at 10 ft upon completion of drilling. After 0.5 hour: Groundwater at 4 ft. REMARKS: DESCRIPTION OF STRATUM Firm dark gray CLAY -light gray and. tan below 2 ft Stiff light gray and tan SILTY CLAY Stiff light gray and tan VERY SANDY CLAY Medium -dense light gray SILTY FINE SAND -clayey to 10 ft Boring Terminated at 15 ft A-1' LOG OF BORING PROJECT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas CLIENT: Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 17 92025-087 4-11-02 Ex. Grade Lo 0 c- t0 0 N m FIELD DATA 0 0) J 0 < yr 10 12 14 16 18 20 22 24 W z z z 0 P=1.5 P=1.3 P=2.0 P=2.0 24 LABORATORY DATA ATTERBERG LIMITS %1 2 -J 0 -J 0 W ro 5 N N a a o a LL PL PI P=1.8 25 101 0) 0 M N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION w LLI ei co 2 w z o O0) z LL 1.02 15.2 REMARKS; DRILLING METHOD(S): Dry Auger PAGE1oi1 GROUNDWATER INFORMATION Open to 10 ft and dry upon completion of drilling. DESCRIPTION OF STRATUM ILL* Tan CRUSHED LtMIESTOICE Firm to stiff dark gray CLAY -gray, 2 to 4 ft -light gray and tan. with calcareous nodules below 4tt Stiff light gray and tan SILTY CLAY Boring Terminated at 10 ft A-11 LOG OF BORING PROJECT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas CLIENT: Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 18 92025-087 4-11-02 Ex. Grade PAGE 1 of 1 FIELD DATA LABORATORY DATA HBCI 92025087.GPJ a I/02 I✓ 3- w w 0 2 4 6 8 10 12 14 16 18 20 22 24 MOISTURE CONTENT (%) 19 111 ATTERBERG LIMITS '%1 LIQUID LIMIT J 0 N• 0 z 0 0) LL PL PI MINUS NO. 200 SIEVE (%) 0.97 FAILURE STRAIN (%) 661 0 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 10 ft and dry upon completion of drilling. After 24 hours Groundwater at 2 ft. DESCRIPTION OF STRATUM FILL: Dark gray and brown CLAY and SAND \with. shell Stiff dark gray CLAY -gray and tan,2to4ft Stiff light gray and tan SILTY CLAY -very stiff below 6 ft Tan and light gray VERY SANDY CLAY, wet -silty below 9 ft Boring Terminated at 10 ft N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R- PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION REMARKS: �c E140nNZERM11� A-1C LOG OF BORING • PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO, PROJECT NO. DATE SURFACE ELEVATION 19 92025-087 4-12-02 Ex Grade PAGE 1 Ol 1 FIELD DATA LABORATORY DATA MOISTURE CONTENT (%) HBG1 92025087.GPJ a. .r02 2 4 6 8 10 20 12 14 16 18 20 22 24 Z U w y o ° z 0 a 108 ATTERBERG LIMITS '%) LIQUID LIMIT PLASTIC LIMIT 6 PLASTICITY IN LL 46 PL 18 P1 28 MINUS NO. 200 SIEVE (%) N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION 1.04 FAILURE STRAIN (%) 8,6 CONFINING PRESSURE (POUNDS/SO IN) 0 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Groundwater at 13 ft 10 inches upon completion of drilling. 72 hours: Groundwater at 4 ft. REMARKS: DESCRIPTION OF STRATUM \FILL: Gray SAND with shell Stiff dark gray CLAY -gray, 4 to 6 ft -light gray and tan with slickensides and calcareous nodules below 6 ft Stiff light gray and tan SILTY CLAY with sand pockets Reddish -brown and light gray CLAY Stiff light gray and tan SILTY CLAY Boring Terminated at 14 ft HE ENGINEERINZL wt. A-21 LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO PROJECT NO. DATE SURFACE ELEVATION 20 92025-087 4-12-02 Ex. Grade PAGE 1 of 1 FIELD DATA LABORATORY DATA ZB/L/S fdS'LBOSZOZ6 LD2H 4 6 8 10 12 14 16 18 20 22 24 m� Z mead Lee w MOISTURE CONTENT (%) ATTERBERG LIMITS '%i LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX LL PL PI MINUS NO. 200 SIEVE (% ) FAILURE STRAIN (%) DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 12 ft and dry upon completion of drilling. Atter 2 hours: Groundwater at 11 ft. After 72 hours: Groundwater at 3 ft, 10 inches. DESCRIPTION OF STRATUM 27 18 97 113 1.23 2 96 15.2 15.2 0 0 \FILL: Tan SILTY CLAY with gravel Firm dark gray CLAY -stiff, 2 to 6 ft -gray, 3 to 6 ft -very stiff, fight gray and tan, with calcareous nodules below 6 ft Very stiff reddish -brown, tan, and light gray SILTY Boring Terminated at 12 ft N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION REMARKS: IBC ENcINEE2nJ3,DC A LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 21 92025-087 4-12-02 Ex. Grade PAGE 1 L. FIELD DATA LABORATORY DATA SOIL SYMBOL 6 10 12 14 16 18 20 22 HBC1 92025087.GPJ 5/1/02 24 MOISTURE CONTENT (%) 30 co w w ❑ ❑ Z o a 92 ATTERBERG LIMITS !M LIQUID LIMIT PLASTIC LIMIT z U LL PL PI 0 w 0 N cn z z 0.77 FAILURE STRAIN (%) 7.2 0 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 10 ft and dry upon completion of drilling. After 72 hours Groundwater at 6 ft DESCRIPTION OF STRATUM ,FILL: Tan CRUSHED LTMP STONE with shell Firm to stiff dark gray CLAY -gray, 4 to 6 ft -light gray and tan, 6 to 9 ft -shckensides, calcareous and ferrous nodules below 6 ft -stiff below 8 ft -tan and light gray below 9 ft Boring Terminated at 10 ft • N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION REMARKS: .111111111111 H3C EToasez ac,4t A LOG OF BORING PROJECT: CLIENT: P roposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision P earland, Texas Othon, Inc. Houston, Texas BORING NO. PROJECT NO, DATE SURFACE ELEVATION 22 92025-087 4-16-02 Ex, Gracie PAGE 1 of 1 5057.GPJ Sr 0 m FIELD DATA w 0 10 12 14 16 18 20 22 24 z W z 0 P=1.5 LABORATORY DATA ATTERBERG LIMITS %) 0 0 o a LL 0 0 w CDJ 0 CO O z o • CO LL P=1.3 36 84 0.75 15.1 P=1.3 P=20' P=2.8 P=3.0 25 100 1.5 3.9 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION Open to 12 ft and dry upon completion of drilling. DESCRIPTION OF STRATUM FIL • SAND, SHELLand GRAVEL Firm to stiff dark gray CLAY -gray, 2 to 4 ft -light gray and tan, 4 to 8 ft -stiff below 6 ft -tan and light gray below 8 ft Boring Terminated at 12 ft N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION REMARKS: LOG OF BORING PROJECT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas CLIENT: Othon, Inc. Houston, Texas BORING NO. PROJECT NO DATE SURFACE ELEVATION 23 92025-087 4-16-02 Ex. Grade PAGE 1 0) FIELD DATA LABORATORY DATA HBC1 92025087.GPJ 5/1102 a. 0 2 4 6 8 10 12 14 16 18 20 22 24 SOIL SYMBO W J a MOISTURE CONTENT (%) 34 21 0 0 w 0 0 z o a 107 ATTERBERG LIMITS %1 LIQUID LIMIT PLASTIC LIMIT 0 z 0 LL 47 PL 17 PI 30 MINUS NO. 200 SIEVE (%) N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION 261 FAILURE STRAIN (%) 15.2 CONFINING PRESSURE (POUNDS/SQ IN) 0 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 14 ft and dry upon completion of drilling. REMARKS: DESCRIPTION OF STRATUM \FILL• Gray and brown CLAY with shell Stiff dark gray CLAY -gray,2to4ft -light gray and tan, 4 to 8 ft -tan and light gray below 8 ft -very stiff below 10 ft Boring Terminated at 14 ft 1 H3C A-2 LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas FIELD DATA z w z 0 0 W r 36 18 DRY DENSITY POUNDS/CU.FT 84 LABORATORY DATA ATTERBERG LIMITS '°/a) 6 PLASTIC LIM 113 LL 78 PL 22 PI 56 m 0 O Z z N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION 0.65 3.21 t z_ r 10,7 W 0 w ctz a a Z cn Z Z cc ZO o 0 15.5 BORING NO, PROJECT NO. DATE SURFACE ELEVATION DRILLING METHOD(S): Dry Auger 24 92025-087 4-16-02 Ex. Grade PAGE 1 of 1 GROUNDWATER INFORMATION: Open to 18 ft and dry upon completion of drilling. REMARKS: DESCRIPTION OF STRATUM Firm to stiff dark gray CLAY - shell fragments to 1 ft - gray,2to4ft - gay and tan, 4 to 6 ft - slickensides below 4 ft - light gray and tan with ferrous stains, 6 to 10 ft -stiff, tan and light gray, 10 to 14 ft -very 14 ft stiff, reddish -brown and light gray below Boring Terminated at 18 ft A-2 LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO, PROJECT NO. DATE SURFACE ELEVATION 25 92025-087 4-11-02 Ex. Grade PAGE 1 of m FIELD DATA LABORATORY DATA o. 0 10 12 14 16 18 20 22 24 0 m J O N w 0 z w ATTERBERG LIMITS %) M _ cn o LU > }} J p o F- J 0 0 U 0 F- F- O 0 1-- a wcn = cn 0 z W cp u) 0 cn z C_7 d a 0 2 !Y co Z p 0 a LL PL PI .— o v~i P=1.8 P=1.8 P=1,8 P=2.0 31 90 72 22 50 0.97 P=2 5 N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R-PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION w J 5.7 w cn z Z w cn z Z Z 0 O 0 REMARKS: DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION Open to 10 ft and dry upon completion of drilling. DESCRIPTION OF STRATUM ILL: Brown CLAYEY SAND with shell Stiff dark gray CLAY -gray and tan, 2 to 6 ft -light gray and tan with slickensides below 6 ft Boring Terminated at 10 ft A-2E LOG OF BORING PROJECT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas ' CLIENT: Othon, Inc. Houston, Texas BORING NO. PROJECT NO. DATE SURFACE ELEVATION 26 92025-087 4-12-02 Ex. Grade PAGE 1 of 1 FIELD DATA LABORATORY DATA SOIL SYMBOL MOISTURE CONTENT (%) to U Z Fjj W O Z O CI.. ATTERBERG LIMITS '%) LIQUID LIMIT PLASTIC LIMIT 0 z 0 5 LL PL PI MINUS NO. 200 SIEVE (%) FAILURE STRAIN (%) W CC U) N w CC 4- CI'. co co Z zZ E O 0 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION: Open to 14 ft and dry upon completion of drilling. Atter 5 hours: Groundwater at 11 ft. DESCRIPTION OF STRATUM 2 4 6 10 12 HBCI 92025057.GPJ 5/1/02 14 16 18 20 22 24 P=2.0 P=1.5 P=1.8 P=1.8 23 29 94 58 16 42 0.67 7.3 0 Stiff dark gray CLAY -shell fragments to 1 ft -gray and tan, 4 to 6 ft - light gray and tan, 6 to 12 ft - shckensides and calcareous nodules below 6 ft - silty clay pockets, 8 to 10 ft -reddish-brown and light gray below 12 ft Boring Terminated at 14 ft N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION REMARKS: ENourmauD,u�. A-2 LOG OF BORING PROJECT: CLIENT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas Othon, Inc. Houston, Texas BORING NO PROJECT NO. DATE SURFACE ELEVATION 27 92025-087 4-12-02 Ex. Grade PAGE 1 of FIELD DATA LABORATORY DATA m x W• z 0 37 25 0 0 W 0 Z CC o O O. 84 ATTERBERG LIMITS on PLASTIC LIM 6 g a 101 LL 57 PL 21 PI 36 N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION 0.48 2.4 z 0 W u. 1.5 8.9 0) CONFINING PRE DRILLING METHOD(S): Dry Auger (POUNDS/SQ IN GROUNDWATER INFORMATION: Groundwater at 19 ft 10 inches upon completion of drilling. After 5 hours: Groundwater at 9 ft. REMARKS: DESCRIPTION OF STRATUM FILL: Firm dark gray and gray CLAY with concrete chips Firm dark gray CLAY -gray and tan, 4 to 6 ft - slickensides below 4 ft - light gray and tan. with calcareous and ferrous nodu_es, 6 to 10 ft - tan and light gray, 10 to 16 ft - slickensides below 10 ft -reddish-brown and light gray below 16 ft -small amount of seepage below 17 ft Boring Terminated at 20 ft A-2 LOG OF BORING PROJECT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas CLIENT: Othon, Inc. Houston, Texas BORING NO, PROJECT NO. DATE SURFACE ELEVATION 28 92025-087 4-16-02 Ex. Grade PAGE 1of1 FIELD DATA LABORATORY DATA SOIL SYMBOL w m 0 urV z W 0. ne ? r a emdom ZF=O �0 O ATTERBERG LIMITS LIQUID LIMIT D. 6 U LL PL PI 0 z z J LL w ww Lt. ocn w zz z z O o a DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION Open to 15 ft and dry upon completion of drilling. After 15 minutes Groundwater at 14 ft, 10 minutes. DESCRIPTION OF STRATUM 10 12 14 P=1.3 P=1.3 P=1.5 P=1.8 P=3.0 P=2.5 P=4.0 P=3.0 38 18 81 113 0.64 3.55 6.6 15.5 Firm dark gray CLAY -light gray and tan, 2 to 10 ft -stiff below 4 ft -tan. and light gray and slightly silty below 10 ft -very stiff, 12 to 14 ft -stiff below 14 ft 16 16 20 22 24 Boring Terminated at 15 ft x N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION REMARKS: A-2. LOG OF BORING PROJECT: Proposed Water and Sanitary Sewer Improvements Hickory Creek Subdivision Pearland, Texas CLIENT: Othon, Inc. Houston, Texas BORING NO, PROJECT NO DATE SURFACE ELEVATION 29 92025-087 4-16-02 Ex. Grade PAGE 1 o87.GPJ 5! FIELD DATA z z 0 U 35 23 LABORATORY DATA ATTERBERG LIMITS %1 Z 0 w o 0 0 Z 0 0- 106 2 J 0 J 2 J 0 0 LL 52 PL 19 PI 33 0 w CQ 0 0 O z 0 z N - STANDARD PENETRATION TEST RESISTANCE T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION 1.78 LL 15.2 DRILLING METHOD(S): Dry Auger GROUNDWATER INFORMATION Open to 12 ft and dry upon completion of drilling. REMARKS: DESCRIPTION OF STRATUM Stiff dark gray CLAY -gray, 3 to 5 ft -8 gjat gray and tan with calcareous nodules, 5 to -slickensides below 5 ft -tan and light gray below 8 ft Boring Terminated at 12 ft KEY TO SOIL CLASSIFICATIONS AND SYMBOLS • • • ci O.. :I•• 11.••II CLAY SILT SAND GRAVEL S OIL TYPES igroi Iiil IWO 1/1/ SILTY CLAY fhb CLAYEY SILT CLAYEY SAND CLAYEY GRAVEL • 1 0 r SANDY CLAY SANDY SILT SILTY SAND' SILTY GRAVEL g ' fag GRAVELLY CLAY L. a > ^ A r• 4 c GRAVELLY SILT FILL MATERIAL CONCRETE, ASPHALT, AND/OR BASE MATERIAL CONSISTENCY OF COHESIVE SOILS Penetration Resistance (blows per foot) 0-2 2-4 4-8 8-15 15-30 > 30 Consistency Very Soft Soft Firm Stiff Very Stiff Hard Undrained Compressive Strength (tsf) 0 - 0.25 0.25 - 0.5 0.5 - 1.0 1.0 - 2.0 2.0 - 4.0 > 4.0 PLASTICITY OF COHESIVE SOILS Plasticity Index 0-5 5-10 10-20 20-40 > 40 Degree of Plasticity None Low Moderate Plastic Highly Plastic RELATIVE DENSITY OF COHESIONLESS SOILS Penetration Resistance (blows per foot) 0-4 4-10 10-30 30-50 > 50 • Relative Densrty Very Loose Loose Medium Dense Dense Very Dense TERMS CHARACTERIZING SOIL STRUCTURE Stickensided Fissured Laminated Interbedded Calcareous • Undisturbed Shelby Tube - having inclined planes of weakness that are slick and glossy in appearance - containing shrinkage cracks, frequently filled with fine sand or slit; usually more or less vertical - composed of thin layers of varying color and texture composed of alternate layers of different soll types - containing appreciable quantities of calcium carbonate • S AMPLER TYPES Disturbed Shelby Tube Standard Penetration Test Auger Sample HBC ENGINEERING, INC. A-3 ENGINEERING, INC, APPENDIX B 'Item 430 Page —11- • • • • • • 0 • • DETAILS OF. ORDINARY PIPE BEDDING • FIRM SOIL -./1 4`PPIP AT GRADE 4 MIN. • • • • • • WHERE SATISFACTORY SOIL CONDITIONS EXIST • • BEDDING DETAIL FOR REINFORCED CONCRETE PIPE SEWERS 36" IN DIAMETER AND SMALLER • • • • • • • • BACKFILL WITH IN -SITU MATERIAL, COMPACTED TO 90 7; OF STANDARD PROCTOR DENSITY AND CONFORM TO SPECIFICATION ITEM 430.5 • NO DIRECT' PAYMENT FOR CEMENT STABILIZED SAND • SHAPE CEMENT STABIUZED SAND TO CONFORM TO PIPE BOTTOM. Q ' CEMENT STABILIZED SAND PLACED BEFORE PIPE IS• LAID, TO 7" MINIMUM DEPTH • • • • • • • • • • • • VARIABLES IP • • • • • • .\L 6" MIN.- • • • • • • FIRM SOIL AT GRADE BEDDING DETAIL FOR REINFORCED • CONCRETE PIPE SEWERS 42" IN DIAMETER AND GREATER • • • O CEMENT STABILIZED SAND PLACED BEFORE PIPE 15 LAID, TO 10' MINIMUM DEPTH FOR 42"-GO" PIPE AND 14" MINIMUM DEPTH FOR ▪ 66" PIPE AND GREATER ® CEMENT STABILIZED SAND THOROUGHLY . RODDED, PLACED AND COMPACTED AFTER PIPE IS. LAID • • NOTES • CEMENT STABILIZED SAND TO CONFORM TO SPECIFICATION ITEM 433 TRENCH WIDTHS : • PIPE LESS THAN 30" 0 MAX.- 3'-0" + O.D. OF PIPE MIN.- 2'-0' + 0.0. •OF PIPE PIPE 30" 0 & GREATER MAX.- 3'-0" + 0 D. OF PIPE • MIN.- 2'-8" + O.D. OF PIPE • • • • • • HARRIS COUNTY • ENGINEERING DEPT ,ORDINARY PIPE BEDDING DRAWN er uu DATE ax 1811u MPHOVA. DV*G Ha: NU3P-1 g;\PROJECTS\ACAD10\SPECDWGS\he430-1 19970609.1019 'Item 430 • Page —9 • • 'DETAILS OF 3EDDING 'FOR PIPE • CONSTRUCTED U\DE; ROADWAY WHERE SATISFACTORY SOIL CONDITIONS EXIST • • ��i �/ ,i%% ii;i %j,by1�_6" ,-r • Q • _ — ':- 3 W trti 4.2rai FIRM SOIL f >Z *AT GRADE 4" • • PAVEMENT SECTION BOTTOM OF SUBGRADE BACKFILL WITH IN —SITU MATERIAL, COMPACTED TO 95 % OF STANDARD PROCTOR DENSITY AND CONFORM TO SPECIFICATION ITEM 430.5 NO DIRECT PAYMENT FOR CEMENT STABILIZED SAND Arr 4 • '1 °....• IP `i're: ra ••. V1 _ • • `i�: • tryrwri • • • ti • 0 >>~>> sig.NFIRM SOIL SHAPE CEMENT STABILIZED 6" MIN.— AT GRADE• SAND TO CONFORM 'TO PIPE BOTTOM •• BEDDING DETAIL FOR REINFORCED CONCRETE PIPE SEWERS 36" IN DIAMETER AND SMALLER Q CEMENT STABILIZED SAND PLACED BEFORE PIPE IS LAID, TO 7" MINIMUM DEPTH • • • • VARIABLES • BEDDING DETAIL FOR • REINFORCED CONCRETE PIPE SEWERS 42" IN DIAMETER AND GREATER Q CEMENT STABILIZED SAND PLACED BEFORE PIPE IS LAID, TO 10" MINIMUM DEPTH FOR 42"-- 60" PIPE AND 14" MINIMUM DEPTH FOR • 66" PIPE AND GREATER CEMENT STABILIZED SAND, THOROUGHLY RODDED, PLACED AND COMPACTED TO 1-0' ABOVE THE TOP OF PIPE, AFTER PIPE IS LAID NOTES CEMENT STABILIZED SAND TO CONFORM TO SPECIFICATION ITEM 433 TRENCH WIDTHS . PIPE LESS THAN 30" ( MAX.— 3'-0' + 0 0, OF PIPE MIN.— 2'-0+ O.D, OF PIPE PIPE 30" 0 & GREATER MAX.— 3'-0" + 0 D. OF PIPE MIN.— 2'-5" + 0.D. OF PIPE HARRIS COUNTY ENGINEERING DEPT. DCSOUPDDON SPECIAL • PIPE BEDDING DRAW% Et Wit DAM 441. 19ee APPROVAL • OY,C. HG XC470•-2 J, 0: \PROJECTS\ACAD10\SPECDWCS \hc430— 2 19970609.1040 B-. Item 43 0 Page -10- • • • • • • • • • • • • • • • DETAILS OF BEDDING FOR PIPE 36" 0 & GREATER WHERE UNSATISFACTORY SOIL CONDITIONS EXIST • • • • PAVEMENT SECTION BACKFILL WITH IN -SITU MATERIAL,. COMPACTED TO 95 % OF STANDARD PROCTOR DENSITY BACKFILL WITH IN -SITU MATERIAL, COMPACTED TO •90 7. OF STANDARD PROCTOR DENSITY . NO DIRECT PAYMENT FOR CEMENT STABILIZED SAND • SHAPE CEMENT STABILIZED SAND TO CONFORM TO PIPE BOTTOM • • • ORDINARY BEDDING DETAIL • • • • VARIABLES • • • SEAL SLAB Q CEMENT STABILIZED SAND PLACED BEFORE PIPE' IS LAID, TO 6" MINIMUM DEPTH • ® CEMENT STABILIZED SAND, THOROUGHLY RODDED PLACED AND COMPACTED TO 1 -O' ABOVE THE TOP OF PIPE AFTER . PIPE IS LAID • NOTES CEMENT STABILIZED SAND TO CONFORM TO SPECIFICATION ITEM 433 SLAB PIPE & BEDDING SHALL BE .PLACED IN DRY TRENCH ONLY BACKFILL IN -SITU MATERIAL TO CONFORM TO SPECIFICATION ITEM 430.5 SEAL SLAB MAY BE PRECAST • • • • • • • • • 1 • • III III--1I sat r •::_ ___ :6 MIN..scan a• a: 12,y,•,• •• •/• 'S. • • 1 1'-6" 7" BEDDING DETAIL FOR PIPE CONSTRUCTED UNDER ROADWAY • • • • • • • • • • • • HARRIS COUNTY ENGINEERING DEPT. DESCR PION SPECIAL PIPE BEDDING FOR UNSTABLE SOIL CONDITIONS DRAWN ET: LMJ DATE: JAN, 1988 APPROVAL • • • WC. NOw NWD-7 • • • • • • G:\PROJECTS\ACADIO\SPEGDWbS\hc430-3 19970609.1047 B-3 CITY OF PEARLAND ADDENDUM NO. 2 CITY OF PEARLAND, TEXAS FACSIMILE NOTIFICATION NUMBER OF PAGES 3 This transmission notifies prospective bidders that an addendum has been issued on the project named below. If you received this fax in error, or if you are a prospective bidder but did not receive all pages or found pages illegible, immediately call the office of Othon, Inc. If the transmission is received in order, please confirm receipt by return facsimile. If no reply is received within 4 days, it will be presumed that the fax was received. OTHON INC. TELEPHONE: (713) 975-8555 FAX CONFIRMATION (713) 975-9068 Obtain additional copies of the Addendum from OTHON, INC., 11111 Wilcrest Green, Suite 128, Houston, Texas 77042, (713) 975-8555. Document 00901 ADDENDUM NO. 2 Date of Addendum: May 2, 2005 PROJECT NAME: HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER PROJECT Bid No.: RFB2005-042 BID DATE: Wednesday, May 4, 2005 at 3:00 pin. FROM: OTHON, INC. 11111 Wilcrest Green, Suite 128 Houston, Texas 77042 Tel (713) 975-8555 Fax (713)975-9068 TO: Prospective Bidders This Addendum forms a part of the Bidding Documents and will be incorporated into Contract Documents, as applicable. Insofar as the original Project Manual and Drawings are inconsistent., this Addendum governs. Acknowledge receipt of the Addendum by inserting its number into the "BID PROPOSAL". FAILURE TO DO SO MAY SUBJECT BIDDER TO DISQUALIFICATION. This Addendum provides clarifications 01' changes to the contract documents. Remove and replace or• add pages, or Drawing sheets, as directed in the change instructions below. Change bars (1) are provided in the right margins of pages jii•om the Project Manual to Indicate where changes have been made; no change bars are provided in added Sections. Reissued Drawing Sheets shall be narked with the Addendum number and changes in the Drawing are noted by a revision mark and enclosed in a revision cloud. ADDENDUM NO. 2 00902-1 page 1 of 3 CITY OF PEARLAND ADDENDUM NO. 2 None. CLARIFIFCATIONS CHANGES TO SPECIFICATIONS Bid Proposal: Replace Page 4 in Section 00310 with the attached revised Page 4. This change is to clarify questions regarding Extra Bid Item No. 11 and 12. These bid items are no longer anticipated to be used, and they have been removed from the Bid Form. None. DATE:co- V OS CHANGES TO DRAWINGS END OF ADDENDUM NO. 2 eV I • ,* I RICHARD P. DAVISSi/ vett 4 f e1;Cti.C.. .... � � k t1/49kJNAL �N� InOnbAsSeS Tet: I CJ , * ' /� '•; , • ,• Richard P. Davis, P.E. OTHON, INC. Project Manager ADDENDUM NO. 2 00902-2 Page - or 3 up Q p W z a ITEM DESCRIPTION rr • O 0 N 69 U • w O WO z (mil In W 1( CD O In O a) 0 0ES U U in Meter Box (M . Cr) O Extra Structural Backfill (8<PI<20) 0 Extra Hand Excavati 0 O U 0) 0 4) U 10 0 b (--4 a.r 0 0 cd fel O , cti Y, W cu U cd w Cr) N O CD O N CO • N O N ($20.00 min.) U C O TOTAL EXTRA PAY ITEMS TOTAL BASE BID (from above) • E • TOTAL BID (A+B) tr, 0 bt) ct Bid Proposal Form C'1 O z ADDENDt CITY OF PEARLAND ADDENDUM NO. 1 CITY OF PEARLAND, TEXAS FACSIMILE NOTIFICATION NUMBER OF PAGES 7 This transmission notifies prospective bidders that an addendum has been issued on the project named below. If you received this fax in error, or if you are a prospective bidder but did not receive all pages or found pages illegible, immediately call the office of Othon, Inc. If the transmission is received in order, please confirm receipt by return facsimile. If no reply is received within 4 days, it will be presumed that the fax was received. OTHON INC. TELEPHONE: (713) 975-8555 FAX CONFIRMATION (713) 975-9068 Obtain additional copies of the Addendum from OTHON, INC., 11111 Wilcrest Green, Suite 128, Houston, Texas 77042, (713) 975-8555. Document 00901 ADDENDUM NO. 1 Date of Addendum: April 29, 2005 PROJECT NAME: HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER PROJECT Bid No.: RFB2005-042 BID DATE: Wednesday., May 4, 2005 at 3:00 pm. FROM: OTHON, INC. 11111 Wilcrest Green, Suite 128 Houston, Texas 77042 Tel (713) 975-8555 Fax (713)975-9068 TO: Prospective Bidders This Addendum forms a part of the Bidding Documents and will be incorporated into Contract Documents, as applicable. Insofar as the original Project Manual and Drawings are inconsistent, this Addendum governs. Acknowledge receipt of the Addendum by inserting its number into the "BID PROPOSAL". FAILURE TO DO SO MAY SUBJECT BIDDER TO DISQUALIFICATION. This Addendum provides clarifications or changes to the contract documents. Remove and replace or add pages, or Drawing sheets, as directed in the change instructions below. Change bars N are provided in the right margins Of pages /roin the Project Manual 10 indicate where changes have been made; 110 change bars are provided in added Sections. Reissued Drawing Sheets shall be marked with the f1Cldendiiin number and changes in the Drawing are noted by a revision mark and enclosed 111 a revision) cloud ADDENDUM NO. 1 00901-1 Page 1 of 7 CITY OF PEARLAND ADDENDUM NO. 1 CLARIFIFCATIONS Fire Hydrants: The requirements for fire hydrants for the project are contained on Sheet 51 of the plans, in Paragraph 2 03 of Section 02510 — Water Mains, and in Section 02514 — Fire Hydrant Assembly. In the event'of a conflict between the plans and the specifications, the plan swill control, and in the event of a conflict between the specifications sections, Section 02514 will control over the requirements of Section 02510. Bedding and Backfill Details: A complete copy of the geotechnical report is contained in the Project Manual. In Appendix B of that report, on Pages B-1 through B-3, there are bedding and backfill details that pertain to general information in that report and are not the bedding details for this project. All details concerning the bedding of the pipe for this project are contained in the plans. Disregard all details contained in the geotechnical report regarding pipe bedding. Pavement Repair: Payment for pavement repair for city streets will be paid under bid item 43 as described in Section 02980 and as shown on the plans. Payment for pavement repair for asphalt driveways will be the same as for city streets. Driveways that are gravel or grass will not be paid separately as pavement replacement and the cost for surface restoration needs to be included in the unit price for the associated work. For gravel drives, remove and stockpile the surface material and replace following installation. It is the contractor's responsibility to document with photographs the condition of all pavement within the project limits and restore the pavement to as good as or better than the original condition following the project. Surface Restoration: Sod is required within the street right-of-way located in front of private residences and all disturbed areas on private property. All other areas are to be hydromulch seeded unless otherwise directed by the Engineer. Payment will be by the square yard for the method actually used at the unit prices contained in the contractor's bid. Grouting for Casing: Filling the void between the carrier pipe and the casing with grout is not required for this project. Provide skids or insulators on the carrier pipe to secure the pipe within the casing Provide end seals at each end of the casing. See revised Detail 6/50 contained within this addendum. Water Taps: Connection of water taps to the house plumbing is not included as part of this contract and is the responsibility of the individual homeowner. Special permits are needed and a licensed plumber is required to do this work. ADDENDUM NO. 1 00901-2 Palle 2 017 CITY OF PEARLAND ADDENDUM NO. 1 CHANGES TO SPECIFICATIONS Bid Proposal: Replace Pages 2, 3 and 4 in Section 00310 with the attached revised Pages 2, 3, and 4. CHANGES TO DRAWINGS Sheet 50: Replace the note on detail 6/50 with attached revised note. The change removes the requirement for grouting the annular space and requires end caps as shown on the detail. DATE: 4/Z1/0C END OF ADDENDUM NO. 1 A � T t 44" *•• gic .ries-.•••• • s•::70 :' /\ * 0� ........................ •.......... ... RICHARD P. DAVIS t . • t -o 87684 �5.: '(9O '•.•t / 0 . 4i.+ I% • • ...... ex4 NAL Richard P. Davis, P.E. OTHON, INC. Project Manager ADDENDUM NO. 1 0090 1 -3 1'aLte 3 or 7 HICKORY CREEK SUBDIVISION WATER AND SANITARY SEWER PROJECT BID NO. RFB200S-042 • • 1 ;xcavations iplete in Place Stubs, within 5' of main, C( Stubs, within 5' of slain, wi )cep, Open Cut, Complete d, Complete in 'eep, Open Cut, Complete it Deep, Open Cut, Complete )eels, Open Cut, with Wet .eyed, Complete it eep, Open Cut, Com red in Ste Cn ep, Open Cut, i E Cl CO -0 cizi 0 r- _, r v a 4 CD Ts ;S Requirements (SVv Trench Safety System ( inc Control of Groundwater fo 'ornplete in Plac 6" Sanitary Sewer Service 6" Sanitary Sewer Service 8" Sanitary Sewer, All Dep 10" Spin itnry Sewer_ 8'-10' 1 ^J r 3" Sanitary Sewer, 8'-10' 10" Sanitary Sewer, 0'-S' 8" Sanitary Sewer, 0'-8' 8" Sanitary Sewer, 10'-1 ,--J 8" Sanitary Sewer, All 1 --, 9 !ontrol and : - ;KIP 7Cei Ilydromulch Seel 10" Sanitary Sew 6" San itary Sew ...._/ Cu CZ) 6" Sanitary S 6 Sanitary S 0 >, • - lV ♦—* =- N •-1 .., •f o - r 2 OLSIO :530 530 ;530 >> ��0 kr) kr) kr) kr) d" ---, N O kr) kr) O kr) kr) 0 0 0 k r-a kr, thi O \O CNl (NI Cr) .--+ Cr .. • .-. Cri rrl Cr) SP1 N( kr) kr, kr-, kr) kr) O coN kr) -- d' kr) 7- --1- to U'i tri -f- '^` ~ '-' •" CN1 CN1 C.1 CN1 C`1 C.1 r 1 C`1 C` 1 C` 1 � C 1 r' 1 O O 0 0 0 0 0 0 0 (=pi O 0 0 0 0 0 — N cry �- kr C/3 O" O -- C` 1 w !. N C f kr)[� C4 G'� , Z l J • to 0 N a) �r) ADDENDUM NO. HICKORY CREEK SUBDIVISION WATER ANI) SANITARY SEWER PROJECT I3I D NO. RFB200S-042 • h SUBDIVISION WATER ANI) SANITARY SEWLR PROJECT HICKOR\ BID NO. RFB200S-042 • Cr � r Li-) r., L EXTRA PAY ITEMS S a ($I75.00 min.) ($20.00 min.) ('utw 00 c l $) ($20.00 min.) (S5.00 min.) r- ,.- r- 0 0 EA .- .- • , 0 d EA r r- r-: r-. 0 O � U _ % 0 0 o 1 r i O EA be EA r ' CD 0 CD Z' `I- CD 0 O O C`1 (�1 0 0 O CD 0 0 0 0 0 to IN kr) in .-. .- .- .-. r U U U U u u U ll U 7 w W w u 'ION 0) Lion Nation and/or Around Obstructions ill Material 1 to or Stone for Wet Trench ncrete 'Extra Structural Grout (Class 1) d by Owner), Comp] Water Tap and Service Line (3/4" to 1") - Short Sid " to 1") - Long Si rnent Stabili [ra Replace] 0 L t tr, 00 OU c/J c/J Go GO 0 r. 00 cri N cn N cry N cn C`1 Cn N cry N cry cn �^ r^, O If) lr', k`, crl N N N cN1 O 0 0 0 0 0 O 0 0 0 O � V N c%`. Q\ r 1 0 r 1 c rl d" TOTAL BASE BID (from above) • ••-- < rn TOTAL BID (A+B) Proposal Form ADDENDUvI N RAL GROUND J 6" 7] SEAL WITH APPROVED END SEAL OF T.D. WILLIAMSON "U" SEAL PSI, INC. MODEL C, OR APPROVED EQUAL. THICKNESS ( IN. ) (SEE \OTE zL) (SEE NOTE 4) (SEE NOTE 4) NOTES: 1: CASI\G SIZE AND THICKNESS SHALL CONFORM TO THE MINIMUM REQUIREMENTS AS SHOWN ON CASING SCHEDULE: MAI\TAI\ 1/2" INCH. MINIMUM CLEARANCE BETWEE\ THE MAXIMUM OUTSIDE DIAMETER OF CARRIER PIPE AND CASING AT ALL LOCATIONS. 3 DIMENSION ARE APPROXIMATE C\LY. CONTRACTOR SHALL INSTALL ADECUATELY SIZED CASI\G TO ACCOMMODATE THE CARRIER PIPE 4. CONTRACTCR SHALL PROVIDE CASING WITH WALL THICKNESS DESIGN TO WITHSTAND CONSTRUCTION LOAD. STEEL GASW &I be - Mice TECHNICAL SPECIFICATIONS DIVISION 1 GENERAL REQUIREMENTS 04/2002 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 approximately 17,606 linear feet of gravity sanitary sewer and 9 677 linear feet of water line with all appurtenances along Garden Road, Marsha Lane, Kelly Drive, Steven Drive, Butler Drive, Michael Lane, Carrol Drive with associated easement, Melanie Lane, Olin Drive, O'Day Road and Dublin Street (Key Map 614-K & L) 1.03 ALTERNATES A None. 1.04 WORK BY OWNER A Items noted as Not in Contract (NIC), Under Separate Contract, or By Others will be furnished and installed by Owner or another contractor prior to the construction of this work. Coordination with the Owner or other contractor maybe required to facilitate the timely construction of both piojects. B C Owner will remove and retain possession of the following items prior to start of work: 1. None. Water services are not included in the Base Bid for the project. At the City's option, these services will either install these services on their own of have the Contractor install them as an Extra Work Item. Regardless of who installs them City of Pearland Public Works must be notified to inspect the connection of the service to the house plumbing to ensure there is no cross connection with existing water wells. 1.05 OWNER FURNISHED PRODUCTS A Products purchased and paid for by Owner: 1. None. B Items Furnished by Owner for Installation and Final Connection by Contractor: 1. Water Meters. C Contractor's Responsibilities: 1. Arrange and pay for product delivery to site. 04/2002 01100-1 CITY OF PEARLAND SUMMARY OF WORK 2. Receive and unload products at site; jointly with City Engineer or designee, inspect for completeness or damage. 3. Handle, store, install, and finish products. 4. Repair or replace damaged items. 1.06 CONSTRUCTION PHOTOGRAPHS A Submit preconstruction (and post construction) photographs in accordance with Section 01380. 1.07 WORK SEQUENCE A Construct Work as necessary for efficient progress of the work and minimizing disruption to traffic and the adjacent residences and commercial entities during the construction, coordinate construction schedule and operations with Engineer. B Coordination of the Work: Refer to Section 01040 Coordination and Meetings, and Section 01300 - Submittals (Construction Schedule). 1.08 FUTURE WORK A None. 1.09 CONTRACTOR USE OF PREMISES A Comply with procedures for access to the site and Contractor's use of rights -of -way as specified in Section 01140 - Contractor's Use of Premises. B Utility Outages and Shutdown: 1. Contact City of Pearland Public Works Superintendent at least five working days prior to taking any public owned utilities out of service. Coordinate installation and start-up of bypass pumping operation, if required, with City to confiim location of point of discharge. Coordinate transfer of service connections with City prior to transfer. 2. Coordinate directly with private utility companies as necessary for temporary line relocations or outages to facilitate construction. 1.10 OWNER OCCUPANCY A None. 2.0 PRODUCTS -NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 04/2002 01100-2 CITY OF PEARLAND CONTRACTOR USE OF PREMISES 1.0 GENERAL Section 1140 CONTRACTOR USE OF PREMISES 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 rights -of -way provided by Owner as stipulated in 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. Pei nits for street closures are required in advance and are the responsibility of the Contractor. C Maintain access for emergency vehicles including access to fire hydrants. 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. F Locate and protect private lawn sprinkler 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 or languages. 1.06 PUBLIC, TEMPORARY, AND CONSTRUCTION ROADS AND RAMPS A Construct and maintain temporary detours, ramps, and roads to provide for normal public traffic flow when use of public roads or streets is closed by necessities of the Work. R Provide mats or other means to prevent overloading 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 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 1.0 GENERAL 1.01 SECTION INCLUDES Section 01200 MEASUREMENT AND PAYMENT 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 Specification section shall govern 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, piovide the required quantities at the unit pi ices 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 Fmbankment Materials: Measured by cubic dimension using the average end area method C Measurement by Area: Measured by square dimension using mean length and width or radius. 04/2002 01200-1 CITY OF PEARLAND MEASUREMENT AND PAYMENT 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 the Work, or portions of the Work, not conforming to the Contract Documents. B If, in the opinion 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 nonconfouning 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 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. 04/2002 01200-2 CITY OF PEARLAND MEASUREMENT AND PAYMENT 3. Products not completely unloaded from transporting vehicle. 4. Products placed beyond the lines and levels of the required Work. 5. Products remaining on hand after completion of the Work, unless specified otherwise. 6. Loading, hauling, and disposing of rejected products. 2.0 PRODUCTS -NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 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 price change order, unit price 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 appropriate item of construction equipment. 1.03 RESPONSIBLE INDIVIDUAL A Contractor shall provide a letter indicating the name and address of the individual authorized to execute change documents, and who shall also be responsible for infoiining 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 prices for the new items, with supporting information as required by the Engineer. 3. Justification for any change in Contract Time. 4. Additional data upon request. 04/2002 01290-1 CITY OF PEARLAND CHANGE ORDER PROCEDURES D For changes in the Work performed on a time -and -material basis, the following additional infoiniation 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 perfouuned, 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 perfoiined on a time -and -materials basis using Contractor - owned equipment, compute rates with the Blue Book as follows: 1. Multiply the appropriate Rental Rate by an adjustment factor of 70 percent plus the full rate shown for operating costs. The Rental Rate utilized shall be the lowest cost combination of hourly, daily, weekly or monthly rates. Use 150 percent of the Rental Rate for double shifts (one extra shift per day) and 200 percent of the Rental Rate for more than two shifts per day No other rate adjustments shall apply. 2. Standby rates shall be 50 percent of the appropriate Rental Rate shown in the Blue Book. Operating costs will not be allowed 1.05 CHANGE PROCEDURES A Changes to Contract Price or Contract Time can only be made by issuance of a Change Order. Issuance of a Work Change Directive or written acceptance by the Engineer of changes will be formalized into Change Orders. All 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 perfoini 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 Engineei 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 Infoiiiiation. 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 price 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 unit price Change Order will be based on unit prices as originally bid, subject to provisions of the General Conditions. B Where unit prices 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. 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 Price Contracts, Contractor shall promptly revise Schedule of Values and Application for Payment forms to record each authorized Change Order as a separate line item and adjust the Contract Price. B For Unit Price Contracts, the next monthly estimate of work after acceptance of a Change Order will be revised to include any new items not previously included and the appropriate unit rates. C Contractor shall promptly revise progress schedules to reflect any change in Contract Time, and shall revise schedules to adjust time for other items of work affected by the change, and resubmit for review. D Contractor shall promptly enter changes to the on -site and record copies of the Drawings, Specifications or Contract Documents as required in Section 01720 - Project Record Documents. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - Not Used FND 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 ofnonconfoiming 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 3. Field observations, problems, and decisions 04/2002 01310-2 CITY OF PEARLAND COORDINATION AND MEETINGS 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 fabrication 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 - 3.0 EXECUTION Not Used - 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 material or equipment for construction. Allow time to make delivery of material or equipment after submittal is approved. 2. Develop a submittal schedule that allows sufficient time for initial review, correction, resubmission and final review of all submittals. The Engineer will review and return submittals to the Contractor as expeditiously as possible but the amount of time required for review will vary depending on the complexity and quantity of data submitted. In no case will a submittal schedule be acceptable which allows less than 30 days for initial review by the Engineer. This time for review shall in no way be justification for delays or additional compensation to the Contractor. 3. The Engineer's review of submittals covers confoiinity 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 risk for material or equipment which is fabricated or delivered prior to approval. No material or equipment shall be incorporated into the Work or included in 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 four. 2. Sequentially number each transmittal faun 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 variance. 1.03 SCHEDULE OF VALUES A Submit a Schedule of Values at least 10 days prior to the first Application for Payment. A Schedule of Values shall be provided for each of the items indicated as Lump Sum (LS) in 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 foitnat 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 During the Pre -construction Meeting, as noted in Section 01040 - Coordination and Meetings, the Contractor shall provide a sample of the foiiniat 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 foinnat, 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 Price, 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 period 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 prior 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 infoiination is not required in the monthly updates, unless significant changes in Work require resubmittal of the schedule for review. The total foi 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 drawing 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 013 5 0-4 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 deliver), 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 foi review by Engineer. R 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 1-ngineer. 1.08 CONSTRUCTION PHOTOGRAPHS A When required by Section 01100, 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 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 CONSTRUCTION PHOTOGRAPHS Section 01380 CONSTRUCTION PHOTOGRAPHS PART 1 GENERAL 1.01 SECTION INCLUDES A. Photographic requirements for construction photographs and submittals. 1.02 SUBMITTALS A. Refer to Section 01350 for submittal requirements. B. Prints: Prepare 2 prints of each view and submit 1 print directly to the Engineer within 7 days of taking photographs. One print shall be retained by the Contractoi in the field office at the Project site and available at all times for reference. C. Exti a Prints: When requested by the Engineer, the Contractor shall submit extra prints of photographs, with distribution directly to designated pasties who will pay the costs for the extra prints directly to the photographer. D. Submit photographs taken prior to start of construction to show original site conditions. h When required by Contract Documents, submit photographs monthly, with Pay Estimate. F Negatives or Electronic Media: With each submittal, include photographic negatives or electronic media, in protective envelopes, identified by Project name, Contractor, and date photographs were taken. 1.03 QUALITY ASSURANCE A. Contractor shall be responsible for the timely execution of the photographs, their vantage point, and quality. 01380-1 CITY OF P EARLAND CONSTRUCTION PHOTOGRAPHS PART2 PRODUCTS 2.01 PRECONSTRUCTION PHOTOGRAPHS A. Prior to the commencement of any construction, take 35mm or equivalent digital color photographs of the entire route of the project and present two set of prints to the f-.ngineer for use in contract administration and inspection. B. Photographs: Two prints; color, matte finish; 3 x 5 -inch size, mounted on 8-1/2 x 11- inch soft card stock, with left edge binding margin for three hole punch. C. The following shall show on a non -reflective chalkboard readable in the photograph: 1. Project Name and job number. 2. Date and time photographs were taken. 3. Location of the photograph, house number and street, along with the project number. D. Indicate the condition of the following: 1. Esplanades and boulevards. 2. Yards (near side and far side of street). 3. Housewalk and sidewalk. 4. Curb. 5. Area between walk and curb. 6. Particular features (yard light, shrubs, fences, trees, etc.). 7. Date shall be on negative or on electronic media. 8. Provide notation of vantage point marked for location and direction of shot, on a key plan of the site. F Sufficient number of photographs shall be taken to show the existence or non-existence of cracked concrete and the condition of trees, shrubs, and grass. F. Identify each photograph with an applied label or rubber stamp on the back with the following infoimation: 1. Name of the Project. 01380-2 CITY OF PEARLAND CONSTRUCTION PHOTOGRAPHS 2. Name and address of the photographer (if a professional photographer is used). 3. Name of the Contractor. 4. Date the photograph was taken. 5. Photographs to be in plastic pockets and bound in three-ring notebook for easy access and viewing. 2.02 PROGRESS PHOTOGRAPHS A. Not required. PART3 F X F C U T I O N- Not Used END OF SECTION 01380-3 CITY OF PEARLAND REFERENCE STANDARDS 1.0 GENERAL 1.01 SECTION INCLUDES Section 01420 REFERENCE STANDARDS 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 Confoimu 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 AGC AI AITC American Concrete Institute P.O. Box 19150 Reford Station Detroit, MI 48219-0150 Associated General Contractors of America 1957 E Street, N.W. Washington, DC 20006 Asphalt Institute Asphalt Institute Building College Park MD 20740 American Institute of Timber Construction 333 W. Hampden Avenue Englewood, CO 80110 04/2002 01420-1 CITY OF PEARLAND REFERENCE STANDARDS AISC AISI American Institute of Steel Construction 400 North Michigan Avenue, Eighth Floor Chicago, IL 60611 American Iron and Steel Institute 1000 16th Street, N.W. Washington, DC 20036 ASME American Society of Mechanical Engineers 345 East 47th Street New York, NY 10017 ANSI APA API AREA American National Standards Institute 1430 Broadway New York, NY 10018 American Plywood Association Box 11700 Tacoma, WA 98411 American Petroleum Institute 1220 L Street, N.W. Washington, DC 20005 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 EJMA FS ICEA IEEE Concrete Reinforcing Steel Institute 933 Plum Grove Road Schaumburg, IL 60173-4758 Expansion Joint Manufacturers Association 707 Westchester Avenue White Plains, NY 10604 Federal Standardization Documents General Services Administration, Specifications Unit (WFSIS) 7th and D Streets, S.W. Washington, DC 20406 Insulated Cable F,ngineer Association P.O. Box 440 S. Yarmouth, MA 02664 Institute of Electrical and Electronics Engineers 445 Hoes Lane P.O. Box 1331 Piscataway, NJ 0855-1331 MIL Military Specifications General Services Administration, Specifications Unit (WFSIS) 7th and D Streets, S W. Washington, DC 20406 NACE National Association of Corrosion Engineers P. O. 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.O. Box 9101 Quincy, MA 02269-9101 OSHA Occupational Safety Health Administration 04/2002 01420-3 CITY OF PEARLAND REFERENCE STANDARDS PCA PCI SDI SSPC U.S. Department of Labor, Government Printing Office Washington, DC 20402 Portland Cement Association 5420 Old Orchard Road Skokie, IL 60077-1083 Prestressed Concrete Institute 201 North Wacker Drive Chicago, IL 60606 Steel Deck Institute Box 9506 Canton, OH 44711 Steel Structures Painting Council 4400 Fifth Avenue Pittsburgh, PA 15213 TAC Texas Administrative Code TNRCC Texas Natural Resource Conservation Commission P. O. Box 13087 Austin, TX 78711-3087 TxDOT Texas Department of Transportation 1 lth and Brazos Austin, TX 78701 2483 UL Underwriters' Laboratories, Inc. 333 Pfingston Road Northbrook, IL 60062 UNI-BELL UNI-BFLL Pipe Association 2655 Villa Creek Drive, 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 Monitor 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 initiate operation, as required. Confoini 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 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 may appoint, employ, and pay an independent firm to provide additional inspection or construction management services as indicated in Section 01450 - Testing Laboratory Services. C Reports will be submitted by the independent firm to City, Architect/Engineer, and Contractor, indicating observations and results of tests and indicating compliance or non-compliance with Contract Documents. D E F Contractor shall assist and cooperate with the Inspector; furnish samples of materials, design mix, equipment, tools, and storage. Contractor shall notify Inspector 24 hours prior to expected time for operations requiring services. Notify Architect/Engineer and independent firm when noted. 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 perfoinu 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-confoiniance 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. 1.06 CONTRACTOR RESPONSIBILITIES 04/2002 01450-1 CITY OF PEARLAND TESTING LABORATORY SERVICES 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 1.0 GENERAL SECTION 01500 TEMPORARY FACILITIES AND CONTROLS 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 material, pest and rodent control, water runoff and erosion control. 1.02 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 materials and equipment when their use is no longer required 4. Restore existing facilities used for temporary services to specified or to original condition. 1.03 TEMPORARY UTILITIES A Obtaining Temporary Service. 1. Make arrangements with utility service companies 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 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 04/2002 01500-1 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 peiiuitted. 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. 1.04 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. 1.05 STORAGE OF MATERIALS 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 04/2002 01500-2 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS C Store materials in a neat and orderly manner. Place materials and equipment to permit easy access for identification, inspection and inventory. 1.06 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. 1.07 FIRST AID EQUIPMENT A Provide a first aid kit throughout the construction period. List telephone numbers for physicians, hospitals, and ambulance services in each first aid kit. 04/2002 01500-3 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS B Have at least one person thoroughly trained in first aid procedures present on the site whenever Work is in progress. 1.08 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 1.09 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. 1.10 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 duiing construction, and for making adjustments or relocation of the utilities when they conflict with the proposed Work. 1.11 PROTECTION OF THE WORK AND PROPERTY A Preventive Actions. 1. Take precautions, provide programs, and take actions necessary to protect the Work and public and private property from damage. 04/2002 01500-4 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 information available, but is not guaranteed to be correct or complete. Contractor is responsible for making "Locate" calls. c. Explore ahead of trenching and excavation work and uncover obstructing underground structui es sufficiently to determine their location, to prevent damage to them and to prevent interruption of utility services. Restore to 04/2002 01500-5 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 right to enter within the limits of this project for the purpose of maintaining their properties, or of making such changes or repairs to their property that may be considered necessary by perfoiinance 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 perfonnned. When construction operations are required in the immediate vicinity of existing structures, pipelines, or utilities, give a minimum of 5 working days advance notice. Piobe and flag the location of underground utilities prior to commencement of excavation. Keep flags in 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 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. 04/2002 01500-6 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 1. Provide protection of installed products to prevent damage from subsequent operations. Remove protection facilities when no longer needed, prior to completion of Work. 2. Control traffic to prevent damage to equipment, materials, and surfaces. 1.12 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. 1.13 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. 1.14 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. 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 sanitary or storm sewers. D Provide systems for control of atmospheric pollutants. 1. Prevent toxic concentrations of chemicals. 04/2002 01500-7 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 2. Prevent harmful dispersal of pollutants into the atmosphere. E Use equipment during construction that confoiiiis to current Federal, State, and local laws and regulations. 1.15 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 materials which will not adversely affect conditions at the site or on adjoining properties. 1.16 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. 1.17 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. 1.18 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. 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, retaining areas, and temporary ground cover as needed to control conditions. 04/2002 01500-8 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 periodically to detect any evidence of the start of erosion Apply corrective measures as required to control erosion 2.0 PRODUCTS-NotUsed 3.0 EXECUTION-NotUsed END OF SECTION 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 b3 Contractor subject to the following provisions: 1. Authorization for payment of 50 percent of the contract price for mobilization will be made upon receipt and approval by Engineer of the following items, as applicable: a Schedule of values b. Trench safety program c. Construction schedule d Pre -construction Photographs 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 Price 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 -Not Used END OF SECTION 04/2002 01505-1 CITY OF PEARLAND STABILIZED CONSTRUCTION EXIT 1.0 GENERAL Section 01550 STABILIZED CONSTRUCTION EXIT 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 lay inhibitors and stabilizers to provide a minimum 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. 3.0 EXECUTION Sieve Size Percent Retained (Square Mesh) (by Weight) 2'A ' 0 2" 0-20 1'A" 15-50 3/4" 60 — 80 No. 4 95 - 100 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 Fngineer 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 prior to entrance onto public right-of-way. When washing is needed to remove sediment, Contractor shall construct a truck washing area. Truck washing shall be done on stabilized areas which drain into a drainage system protected by erosion and sediment control measures. D Details for stabilized construction 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 fabric as a permeable separator to prevent mixing of coarse aggregate with underlaying soil. Exposure of geotextile fabric to the elements between laydown and cover shall be a maximum of 14 days to minimize damage potential. F Roads and parking areas shall be graded to provide sufficient drainage away from stabilized areas. Use sandbags, gravel, boards, or similar methods to prevent sediment from entering public right-of-way, receiving stream or storm water conveyance system. F The stabilized areas shall 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 may be widened or lengthened to accommodate truck washing area when authorized by Engineer. J Alternative methods of construction may be utilized when shown on Drawings, or when approved by the Engineer. These methods include the following: 04/2002 01550-3 CITY OF PEARLAND STABILIZED CONSTRUCTION EXIT 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. 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 pi ovision 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 foi flaggers as required for the Project. The amount invoiced shall be determined based on the actual number of hours used in active traffic control operations for this project. Provide invoices for flaggers to inspector or engineer when requested to substantiate the number of hours contained in Pay Requests. 1.04 FLAGGERS A Unless otherwise specified, use only flaggers who are off -duty, regularly employed, uniformed peace officers. B Flaggers are required at the following locations: 04/2002 01555-1 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 1. Where multi -lane vehicular traffic must be diverted into single -lane vehicular traffic. 2. Where vehicular traffic must change lanes abruptly. 3. Where construction equipment either enters or crosses vehicular traffic lanes and walks. 4. Where construction equipment may intermittently encroach on vehicular traffic lanes and unprotected walks and cross -walks. 5. Where construction activities might affect public safety and convenience. 6. Where traffic regulation is needed due to rerouting of vehicular traffic around the work site. 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 necessaiy to protect the work and the public, and does not in any way relieve the Contractor of his responsibility for any damage for which he would otherwise be liable. Flaggers shall be used and maintained at such points for such periods of time as may be required to provide for the public safety and convenience of travel. 2.0 PRODUCTS 2.01 SIGNS, SIGNALS, AND DEVICES A Comply with Texas State Manual on Uniform Traffic Control Devices. B Traffic Cones and Drums, Flares and Lights: As approved by agencies having jurisdiction. 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 foi before starting any woilc. 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 Conti of 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. 04/2002 015 5 5-2 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION F Cleanliness of Surrounding Streets: 1. Keep streets used for entering or leaving the job area free of excavated material, debris, and any foreign material resulting from construction operations. F Control vehicular parking to prevent interference with public traffic and parking, and access by emergency vehicles. O 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 Worlc 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. 04/2002 01555-3 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION C Install bridging to operate with minimum noise. D Adequately shore the trench or excavation to support bridge and traffic. E Extend steel plates used for bridging a minimum of one foot beyond edges of trench or excavation. Use temporary paving materials (premix) to feather edges of plates to minimize wheel impact on secured bridging. 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 fabric 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 channelized flow areas. Filter fabric fences may be reinforced. 1.02 UNIT PRICES A No separate payment will be made for filter fabric fence under this sections. Included cost in lump sum for TPDES Requirements (SWPPP). If partial payment is requested by contractor include filter fabric fence in Schedule of Values by linear foot. This amount is for filter fabric fence will include and be full compensation for all labor, equipment, materials, supervision, and all incidental expenses foi 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 fabric made of either polypropylene, polyethylene, ethylene, or polyamide material. B Geotextile fabric shall have a grab strength of 100 psi in any principal direction (ASTM D-4632), Mullen burst strength exceeding 200 psi (ASTM D-3786), and the equivalent opening size between 50 and 140. C Filter fabric material 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 shall be disposed of in accordance with existing federal, state, and local rules and regulations. 04/2002 01560-2 CITY OF PEARLAND FILTER FABRIC FENCE 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 fabric 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 fabric 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 channelized flow areas. H Provide filter fabric barriers in accordance with the Drawing detail for Reinforced Filter Fabric Barrier. Filter fabric barrier 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 barrier with a spade or mechanical trencher as shown on the Drawings. Lay filter fabric along the edges of the trench. Backfill and compact trench. J Securely fasten the filter fabric material to the woven wire with tie wires. 04/2002 01560-3 CITY OF PEARLAND FILTER FABRIC FENCE 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 fabric barrier systems after each rainfall, daily during periods of prolonged rainfall, and at a minimum once each week Repair or replace damaged sections immediately. Remove sediment deposits when silt reaches a depth one-third the height of the barrier or 6 inches, whichever is less. END OF SECTION 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 material and salvageable material. 1.02 UNIT PRICES A No separate payment will be made for waste material disposal under this Section. Include payment in unit price 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 fiom 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 - NotUsed 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. No fill allowed within the 100-year flood plain and fill within area outside of the 100-year flood plain within the City require a permit from the City Engineer. B Base, surface, and bedding material: Deliver gravel, bituminous or other base and surfacing material designated for salvage to the location designated by the Engineer. C Pipe culvert: Deliver culverts designated for salvage to Owner's storage area. 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 1.0 GENERAL 1.01 SECTION INCLUDES Section 01563 TREE AND PLANT PROTECTION A Tree and plant protection. 1.02 UNIT PRICES A No separate payment will be made for tree and plant protection under this section. Include payment in unit price for related work. 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, material storage, or from nailing or bolting. 3. Trunk and branch damage caused by ropes or guy wires or machine impacts. 4. Root poisoning from spilled solvents, gasoline, paint, and other noxious materials. 5. Branch damage due to improper pruning or trimming. 6. Damage from lack of water due to: a. Cutting of altering 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 materials 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 including 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 b) 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 minimum of 48-hours notice in writing to the Engineer of intent to begin felling operations. 3. Trees whose trunks are only partially in the right-of-way shall be protected and preserved as described below. 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 ripping of roots with a backhoe or other equipment. 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 dripline) 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 during 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. Wiap tiunk 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 warrant) 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. 04/2002 01563-3 CITY OFPEARLAND TREE AND PLANT PROTECTION 3. Straighten leaning trees and bear entire cost. 4. Dispose of trees rejected at any time by Engineer at Contractor's expense END OF SECTION 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 Unless otherwise specified in the Contract Documents, no separate payment will be made for control of ground water and surface water. Include the cost to control ground water and surface water in price for work requiring such controls. 1.03 DEFINITIONS A Ground water control includes both dewatering 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 bracing; improve excavating and hauling characteristics of excavated material; prevent failure or heaving of the bottom of excavations; and to provide suitable conditions for placement of backfill materials and construction of structures and other installations. 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. ID 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. 04/2002 01564-1 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 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. Provide an adequate number of piezometers installed at the proper locations and depths as required to provide meamngful observations of the conditions affecting the excavation, adjacent structures, and water wells. I Provide environmental monitoring wells installed at the proper locations and depths as required to provide adequate observations of hydrostatic conditions and possible contaminant transport from contamination sources into the work area or into the ground water control system. 04/2002 01564-2 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 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 monitoring wells, monitoring installation details and criteria, type of equipment and instrumentation with pertinent data and characteristics. 5. A description of proposed filters including types, sizes, capacities and manufacturer's application recommendations 6. Design calculations demonstrating adequacy of proposed systems for intended applications. Define potential area of influence of ground water control operation near contaminated areas. 7. Operating requirements, including piezometric control elevations for 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 monitoring wells. 3. Baseline analytical test data of water from monitoring wells. 4. Initial flow rates. D Submit the following records on a weekly basis during operations: 1. Records of flow rates and piezometric elevations obtained during monitoring of dewatering and depressurization. Refer to Paragraph 3.02, Requirements for Eductor, Well Points, or Deep Wells. 2. Maintenance records for ground water control installations, piezometers, and monitoring wells. 04/2002 01564-3 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER E Submit the following records at end of work. Decommissioning (abandonment) reports for monitoring wells and piezometers installed by other during the design phase and left for Contractor's monitoring and use. 1.06 ENVIRONMENTAL REQUIREMENTS A Comply with requirements of agencies having jurisdiction B Comply with Texas Natural Resource Conservation Commission 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 peunits from agencies with control over the use of groundwater and matters affecting well installation, water discharge, and use of existing stoiini drains and natural water sources. Because the review and permitting process may be lengthy, take early action to pursue and submit for the required approvals. E Monitor ground water discharge for contamination while perfou ring 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 continuous 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 bearing layers, piezometric pressures, and soil parameters for design and installation of ground water control systems. Perform pump tests, if necessary to determine the drawdown characteristics of the 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 dewatering system. E Monitor operations to verify that the system lowers ground water piezometric levels at a rate required to maintain a dry excavation resulting in a stable subgrade for prosecution of subsequent operations. F Where hydrostatic pressures in confined water bearing layers exist below excavation, depressurize those zones to eliminate risk of uplift or other instability of excavation or installed works. Allowable piezometric elevations shall be defined in the 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. 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 monitoring wells to show that all trench or shaft excavations in water bearing materials are predrained prior to excavation. Provide separate piezometers for monitoring of dewatering and for monitoring of depressurization. Install piezometers and monitoring wells for tunneling as appropriate for Contractor's selected method of work. C Install piezometers or monitoring wells not less than one week in advance of beginning the associated excavation. D Dewatering may be omitted for portions of underdrains or other excavations, but only where auger borings and piezometers or monitoring wells show that soil is predrained by an existing system such that the criteria of the ground water 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, in 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 in 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 perfouun observation as excavation proceeds. Continue to maintain and make observations, as specified. D Remove and grout piezometers inside or outside the excavation area when ground water control operations are complete. Remove and grout monitoring wells when directed by the Engineer. 3.05 MONITORING AND RECORDING A Monitor and record average flow rate of operation for each deep well, or for each wellpoint or eductor header used in dewatering system. Also monitor and record water level and ground water recovery. These records shall be obtained daily until steady conditions are achieved, and twice weekly thereafter. 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 deteiiuines that more frequent monitoring and recording are required. Comply with Engineer's direction for increased monitoring and recording and take measures as necessary to ensure effective dewatering for intended purpose. 3.06 SURFACE WATER CONTROL A Intercept surface water and divert it away from excavations through use of dikes, ditches, curb walls pipes, sumps or other approved means. The requirement includes temporary works required to protect adjoining properties from surface drainage caused by construction operations. B Divert surface water and seepage water into sumps and pump it into drainage channels or storm drains, when approved by agencies having jurisdiction. Provide settling basins when required by such agencies. END OF SECTION 04/2002 01564-7 CITY OF PEARLAND TPDES REQUIREMENTS 1.0 GENERAL 1.01 SECTION INCLUDES Section 01565 TPDES REQUIREMENTS 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 issued on March 5, 2003 by the Texas Commission on Environmental Quality (TCEQ). A copy of this permit is attached. 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 prior to start of construction. 1.02 UNIT PRICES A Measurement is on a lump sum basis for TDPES Requirements (SWPPP) including preparation and posting/submittal of all required forms, development of an implementation, inspection, and maintenance schedule, installation of all required control measures, and completion and execution of the SWPPP The amount invoiced shall be deteimined based on the Schedule of Values submitted for TPDES Requirements (SWPPP). 1.03 REFERENCES A. ASTM D3786 - Standard Test Method for Hydraulic Bursting Strength for Knitted Goods and Nonwoven Fabrics 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 If the anticipated total disturbed area is greater than 5 acres, the Contractor shall fill out, sign, and date the Contractor's Notice of Intent (l\ OI) attached at the end of this Section. 04/2002 01565-1 CITY OF PEARLAND TPDES REQUIREMENTS The signed copy of the Contractor's NOI shall be returned to the Owner. The Owner will complete the Owner's Notice of Intent attached and will submit both notices to the TCEQ Submission of the NOI is required by both the Owner and the Contractor before construction operations start. B If the anticipated total distorted area is less than 5 acres, submission of the NOI is not required. 3.02 CERTIFICATION REQUIREMENTS A On the Operator's Information form attached, 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 attached Owner's Certification, and return a copy to the Contractor for inclusion with other project certification foams. C The Contractor and Subcontractors named in the Operator's Information form shall read, sign, and date the attached Contractor's/Subcontractor's Certification form. D The persons or firms responsible for maintenance and inspection of erosion and sediment control measures shall read, sign, and date the attached Contractor's Inspection and Maintenance Certification form. E The Operator's Information form and all certification forms shall be submitted to the Ownei 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 TPD1-4S 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 if required, 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 in a prominent place for public viewing If NOI is not required, post completed Construction Site Notice, also attached 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 debris and mud before driving 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 Material 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 TPDES REQUIREMENTS OPERATOR'S INFORMATION Owner's Name and Address: Contractor's Names and Addresses: General Contractor: Telephone: Site Superintendent: Telephone: Erosion Control and Maintenance Inspection: Telephone: Subcontractor's Names and Addresses: Phone: Phone: 01565-4 CITY OF PEARLAND TPDES REQUIREMENTS CERTIFICATION FOR TPDES PERMITTING I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system 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. Signature: Name: (printed or typed) Title: Date: City of Pearland 01565-5 CITY OF PEARLAND TPDES REQUIREMENTS CONTRACTOR'S / SUBCONTRACTOR'S CERTIFICATION I certify under penalty of law that I understand the terms and conditions of the general Texas Pollutant Discharge Elimination System (TPDES) permit that authorizes the storm water discharges associated with industrial 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: 01565-6 CITY OF PEARLAND TPDES REQUIREMENTS EROSION CONTROL CONTRACTOR'S INSPECTION AND MAINTENANCE CERTIFICATION I certify under penalty of law that I understand the terms and conditions of the general Texas Pollutant Discharge Ehmination System (TPDES) permit that authorizes the storm water discharges associated with industrial activity from the construction site identified as part of this certification. Signature: Name: (printed or typed) Title: Company: Address: Date: 01565-7 CITY OF PEARLAND TPDES REQUIREMENTS z Att aH as o° H zw c4 U z az w cz g 7e aA a¢ az Eso W 51 cx `� 0 H cip 01565-8 Notice of Intent (NOI) for Storm Water Discharges Associated with Construction Activity under the `/ TPDES Construction General Permit (TXR150000) TCEQ For help completing this application, read the TXR150000 NOI Instructions (TCEQ-20022-Instructions). TCEQ Office Use Only TPDES Permit Number: TXR151_I -GIN Number: I 1. 1 1 1 1 1 NO A. Construction Site Operator New ONo Change Name: Customer Reference Number CN Mailing Address: City: State: Zip Code: Country Mailing Information (if outside USA) Territory: Country Code: Postal Code: Phone Number: Extension: E-mail Address: Fax Number: Type of Operator: IN Individual O Sole Proprietorship - D.B A. MI Partnership Corporation IN Federal Government State Government ® County Government 0 City Government NI Other: Independent Operator? ■ Yes O No Number of Employees: I1 0-20 21-100 0 101-250 ■ 251-500 E 501 or higher 1 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 ® No Change Regulated Entity. Reference Number: RN Name: Mailing Address: City: Physical Address: City: County: •• State: Zip Code: Zip Code: Location Access Description: Latitude: ' ' N Longitude:___° •" W Degrees (°), Minutes ('), and Seconds (") Latitude• Longitude Standard Industrial Classification (SIC) code: Also, describe the construction activity at this site (do not repeat the SIC code): Decimal Form Has a storm water pollution prevention plan been prepared as specified in the general permit (TXR150000)? NI Yes IN No Estimated area of land disturbed (to the nearest acre): Is the project / site located on Indian Country Lands? NI Yes ® No Does this project / site discharge storm water into a municipal separate storm sewer system (MS4)? Yes S 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: Payment Information - Check / Money Order Number: Name on Check / Money Order: 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 Texas Commission on Environmental Quality Financial Administration Division Cashier's Office, MC-214 P.O Box 13088 Austin, TX 78711-3088 BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Quality Financial Administration Division Cashier's Office MC-214 12100 Park 35 Circle 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 Intent for Storm Water Discharges Associated with Construction Activity under the TPDES Construction General Permit (TXR150000) A. Construction Site Operator Information Check boxes and Customer Reference Number These boxes designate the operator's status as a TCEQ "customer" —in 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," followed by nine digits. This is not a permit number, registration number, or license number. In the remainder of this section, we will use "this customer" to mean the operator for Part A of the form. ■ If this customer has not been assigned a Customer Reference Number or if this number is unknown, check "New" and leave the space for the Customer Reference Number blank. • If this customer has already been assigned thin number, enter the operator's Customer Reference Number and: • Check "No Change" if all the remaining customer information is the same as previously reported. However, you must still complete most blanks in this form for this notice of intent to be valid. • If this customer's information has changed since the last time it was reported to the TCEQ, check neither box and complete the remainder of this notice of intent. ▪ Do not enter a permit number, registration number, or license number in place of the Customer Reference Number. Name Enter the legal name of this customer as authorized to do business in Texas. Include any abbreviations (LLC, Inc., etc.). Mailing Address Enter a central and general mailing address for this customer to receive mail from the TCEQ. For example, if this customer is a large company, this address might be the corporate or regional headquarters. On the other hand, for a smaller business, this address could be the same as the site address. If this is a street address, please follow US Postal Service standards. In brief, these standards require this information in this order: • the "house" number —for example, the 1401 in 1401 Main St if there is a direction before the street name, the one- or two - letter abbreviation of that direction (N, S, E, W, NE, SE, SW, or NW) the street name (if a numbered street, do not spell out the number —for example, 6th St, not Sixth St) an appropriate abbreviation of the type of street —for example, St, Ave, Blvd, Fwy, Exwy, Hwy, Cr, Ct, Ln if there is a direction after the street name, the one- or two -letter abbreviation of that direction (N, S, E, W, NE, SE, SW, or NW) • if there is a room number, suite number, or company mail code ■ ■ ■ ■ City, State, and ZIP Code 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.) Country Mailing Information If this address is outside the United States, enter the territory name, country code, and any non -ZIP mailing codes or other non-U.S. Postal Service features here. If this address is inside the United States, leave these spaces blank. Phone Number and Extension This number should correspond to this customer's mailing address given earlier. Enter the area code and phone number here. Leave "Extension" blank if this customer's phone system lacks this feature. . Fax Number This number should correspond to this customer's mailing address given earlier. Enter the area code and fax number here. E-mail Address As with the mailing address, this should be a general address that is appropriate for e-mail to this customer's central or regional headquarters, if applicable. If "No Change" was checked for this customer, you may skip the rest of the fields in this part of the form and continue to the next part of the NOI. Type of Ope ator Check only one box. Check ... !f this customer... Individual is a person and has not established a business to do whatever causes them to be regulated by us. Sole Proprietorship— Is a business that is owned by only one person and has not been incorporated. This business may: D.B.A. • be under the person's name • have its own name ("doing business as," or d.b.a.) • have any number of employees Partnership is a business that is established as a partnership as defined by the Texas Secretary of State's Office. Corporation meets all of these conditions: • is a legally incorporated entity under the laws of any state or country • is recognized as a corporation by the Texas Secretary of State • has proper operating authority to operate in Texas. Federal, state, county, or city government (as appropriate) is either an agency of one of these levels of government or the governmental body itself (If a utility district, water district, tribal government, college district, council of governments, or river authority, "Other" check and write in the specific type of government.) Other fits none of the above descriptions. Enter a short description of the type of customer in the blank provided. Independent Operator? Check "No" if this customer is a subsidiary or part of a larger company. Otherwise, check "Yes." Number of Employees Check one box to show the number of employees for this customer's entire company, at all locations. This is not necessarily the number of employees at the site named in this NOI. Federal Tax ID All businesses, except for some small sole proprietors, should have a federal taxpayer identification number (TIN). Enter this number here. Use no prefixes, dashes, or hyphens. Individuals and sole proprietors do not need to provide a federal tax ID. State Franchise Tax ID Corporations and limited liability companies that operate in Texas are issued a franchise tax identification number. If this customer is a corporation or limited liability company, enter this number here. DUNS Number Most businesses have a DUNS (Data Universal Numbering System) number issued by Dun and Bradstreet Corp. If this customer has one, enter it here. B. Billing Address We will mail the annual fee invoice for this site to the address entered in this section Name Enter the legal name of the person or business to which we should mail this site's fee invoice each year. Mailing Address Enter the specific mailing address to which we should mail this site's fee invoice each year. If this is a street address, please follow the US Postal Service standards as described under "A. Construction Site Operator Information" on page 1 of these instructions. City, State, and ZIP Code 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.) 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 these spaces blank. C. Project / Site Information Check boxes and Regulated Entity Reference Number These boxes designate this site's status as a TCEQ "regulated entity" —in other words, a location where an activity that we regulate occurs. We assign each regulated entity a number that begins with "RN," followed by nine digits. This is not a permit number, registration number, or license n umber. • 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 Regulated Entity Reference Number blank. If this site has already been assigned this number, enter the Regulated Entity Reference Number and: • Check "No Change" if all the remaining information is the same as previously reported. However, even if there has been no change, you must complete this section at least through "E-mail Address" for this NOI to be valid. • If this site's information has changed since the last time it was reported to the TCEQ, check neither box and complete the remainder of this notice of intent. Do not enter a permit number, registration number, or license number in place of the Regulated Entity Reference Number. ■ ■ Name Enter the name by which you want this site to be known to the TCEQ. Mailing Address Enter the specific mailing address for this site. If this is a street address, please follow the US Postal Service standards as described under "A. Construction Site Operator Information" on page 1 of these instructions. If the project / site's mailing address is the same as what is provided in Section A, you may enter "Same as Section A. City, State, and ZIP Code 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.) Physical Address 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 standards as described under "A. Construction Site Operator Information" on page 1 of these instructions If the project / site does not have a physical address, enter "No Address". 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.) This information must be provided even If you have entered "No Address" in the previous field. Location Access Description Enter a physical description of the location of the site based on highway intersections and/or permanent landmarks. Latitude and Longitude Enter the latitude and longitude of the site in either degrees, minutes, and seconds or decimal form. For help obtaining the latitude and longitude, go to: http://www.tnrcc.state.tx.us/gis/drgview.html Standard Industrial Classification (SIC) Code and Activity Description Provide the SIC code that best describes the construction activity being conducted at the site. For help with SIC codes, go to: http://www.osha.gov/oshstats/sicser.html In addition to the SIC code, you must also provide a description of the construction activity being conducted at the site. This may include such descriptions as: "Apartment Building Construction" or "Shopping Center Construction." Storm Water Pollution Prevention Plan This plan identifies the areas and activities that could produce contaminated 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 can be found in the Texas Pollutant Discharge Elimination System Construction General Permit (TXR150000). Estimated Area of Land Disturbed Provide the approximate number of acres that the construction site will disturb. It is appropriate to enter a value less than 5, only if the project is part of a larger common plan that disturbs five or more acres. If the acreage is less than 1, enter 1. "Disturb" means any clearing, grading, excavating, or other similar activities. Is the site located on Indian Country Lands? Check "Yes" only if the site is on a reservation or other areas designated by the federal government as Indian Country Lands. If not, check "No." Destination of Storm Water Discharge The storm water from your site eventually reaches a receiving water body such as a local stream or lake, possibly via a drainage ditch. The discharge may initially be into a municipal separate storm sewer system (MS4). Check the appropriate boxes for whether storm water is discharged into an MS4. If you checked "Yes" to "An MS4?", then enter the name of the entity that operates the storm sewer —often a city, town, or utility district, but possibly another form of government. 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 may be discharged directly to a receiving stream or via a storm sewer system. If known, please include the segment number if the discharge is to a classified water body. For a map that includes segment numbers, go to: http://www.tnrcc.state.tx.us/water/quality/data/index.html 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. E. Payment Information Provide the number and account holder name from the check or money order used to pay the $100 application fee. F. Certification The operator must sign and date this statement to validate this NOI. Be sure to enter the full legal name of the person signing the form and the relevant 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" blank for such designations as Ph.D., Jr., Sr., III, or J.D., if applicable. For a corporation, the application shall be signed by a responsible corporate officer. A responsible corporate officer means a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision -making functions for the corporation; or the manager of one or more manufacturing, production, or operating facilities employing more than 250 persons or having gross annual sales or expenditures exceeding $25 million (in second-quarter 1980 dollars), if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Corporate procedures governing authority to sign permit applications may provide for assignment or delegation to applicable corporate positions rather than to specific individuals. For a partnership or sole proprietorship, the application shall be signed by a general partner or the proprietor, respectively. For a municipality, state, federal, or other public agency, the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this application, a principal executive officer of a federal agency includes the chief executive officer of the agency, or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g. regional administrator of the United States Environmental Protection Agency). Questions? 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 Web site: www.tceq.state.tx.us TCEQ-20022-Instructions (05/03) Page 2 of 2 c Notice of Termination (NOT) for Storm INNS Water Discharges Associated with Construction Activity under the TPDES `•• Construction General Permit (TXR1 50000) TCEQ TCEQ Office Use Only TPDES Permit Number: TXR151_1_1_1_1 - NO GIN Number: 11 1 1 1 ill For 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 N ame. Mailing Address: City: State: -- Zip Code: Country Mailing Information (if outside USA) Territory: Country Code: Postal Code: P hone Number: Extension: Fax Number: E-mail Address: C. Project / Site Information Regulated Entity Reference Number: RN Name. P hysical Address: Location Access Description: City: County: Zip Code: D. Contact - If the TCEQ needs additional information regarding this termination, who should be contacted? N ame. 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 n ecessary based on the provisions of the general permit. I understand that by submitting this Notice of Termination, I am n o ionger 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 N otice 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 Completing the Notice of Termination for Storm Water Discharges Associated with Construction Activity under the TPDES Construction General Permit (TXR150O00) Who May File a Notice of Termination (NOT) Form Permittees disturbing 5 acres or more (or part of a larger common plan of development or sale disturbing 5 acres or more) who are presently covered under the Texas Pollutant Discharge Elimination System (TPDES) Construction General Permit must submit a Notice of Termination (NOT) when final stabilization has been achieved on all portions of the site that is the responsibility of the permittee• or another permitted operator has assumed control over all areas of the site that have not been finally stabilized and all silt fences and other temporary erosion controls have either been removed, scheduled for removal as defined in the SWP3, or transferred to a new operator if the new operator has sought permit coverage. Erosion controls that are designed to remain in place for an indefinite period, such as mulches and fiber mats, are not required to be removed or scheduled for removal. Final Stabilization occurs when either of the following conditions are met. (a) All soil disturbing activities at the site have been completed and a uniform (e.g evenly distributed, without large bare areas) perennial vegetative cover with a density of 70% of the native background vegetative cover for the area has been established on all unpaved areas and areas not covered by permanent structures, or equivalent permanent stabilization measures (such as the use of riprap, gabions or goetextiles) have been employed. (b) For individual lots in a residential construction site by either: (1) the homebuilder completing final stabilization as specified in condition (a) above; or (2) the homebuilder establishing temporary stabilization for an individual lot prior to the time of transfer of the ownership of the home to the buyer and after informing the homeowner of the need for, and benefits of final stabilization. (c) For construction activities on land used for agricultural purposes (e.g. pipelines across crop or range land) final stabilization may be accomplished by returning the disturbed land to its preconstruction agricultural use. Areas disturbed that were not previously used for agricultural activities, such as buffer strips immediately adjacent to a surface water and areas which are not being returned to their preconstruction agricultural use must meet the final stabilization conditions of condition (a) above. A. TPDES Permit Number Provide the TPDES permit number assigned to the operator of the construction site. B. Construction Site Operator Information Customer Reference Number This number designates the operator's status as a TCEQ ' customer" —in 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," followed by nine digits. This is not a permit number, registration number, or license number. In the remainder of this section, we will use "this customer" to mean the operator for Part B of the form. If this customer has not been assigned a Customer Reference Number, leave the space for the Customer Reference Number blank. If this customer has already been assigned this number, enter the operator's Customer Reference Number. Do not enter a permit number, registration number, or license number in place of the Customer Reference Number. ■ ■ O Name Enter the legal name of this customer as authorized to do business in Texas. Include any abbreviations (LLC Inc , etc.). Mailing Address Enter a central and general mailing address for this customer to receive mail from the TCEQ For example, if this customer is a large company, this address might be the corporate or regional headquarters. On the other hand, for a smaller business, this address could be the same as the site address. If this is a street address, please follow US Postal Service standards. In brief, these standards require this information in this order: ■ ■ ■ ■ ■ ■ the "house" number for example, the 1401 in 1401 Main St if there is a direction before the street name, the one- or two -letter abbreviation of that direction (N S, E, W, NE, SE, SW, or NW) the street name (if a numbered street do not spell out the number —for example, 6th St, not Sixth St) an appropriate abbreviation of the type of street —for example, St, Ave, Blvd, Fwy, Exwy, Hwy, Cr Ct, Ln if there is a direction after the street name, the one - or two -letter abbreviation of that direction (N, S, E, W, NE, SE, SW, or NW) if there is a room number, suite number, or company mail code City, State, and ZIP Code 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.) TCEQ-20023-Instructions (09/02) Page 1 of 2 Country Mailing Information If this address is outside the United States, enter the territory name, country code, and any non -ZIP mailing codes or other non—U.S. Postal Service features here. If this address is inside the United States, leave these spaces blank. Phone Number and Extension This number should correspond to this customer's mailing address given earlier Enter the area code and phone number here. Leave "Extension" blank if this customer's phone system lacks this feature. Fax Number This number should correspond to this customer's mailing address given earlier Enter the area code and fax number here. E-mail Address As with the mailing address this should be a general address that is appropriate for e-mail to this customer's central or regional headquarters, if applicable. C. Project / Site Information Regulated Entity Reference Number This number designates this site's status as a TCEQ ' regulated entity" —in other words, a location where an activity that we regulate occurs. We assign each regulated e ntity a number that begins with ' RN," followed by rune digits. This is not a permit number registration n umber, or license number. If this site has not been assigned a Regulated Entity Reference Number, leave the space for the Regulated Entity Reference Number blank. If this site has already been assigned this number, enter the Regulated Entity Reference Number. Do not enter a permit number, registration number, or license number in place of the Regulated Entity Reference Number ■ e ■ Name Enter the name by which you want this site to be known to the TCEQ. Physical Address 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. E Certification The operator must sign and date this statement to validate this NOI. Be sure to enter the full legal name of the person signing the form and the relevant title —for example 'Operator," 'Operator's attorney,' or "Senior Site Manager." Use the "Prefix" blank for such titles as Dr., Mr., or Ms., as desired. Use the "Suffix" blank for such designations as Ph.D., Jr., Sr., III, or J.D., if applicable. For a corporation, the application shall be signed by a responsible corporate officer. A responsible corporate officer means a president, secretary, treasurer, or vice- president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision -making functions for the corporation; or the manager of one or more manufacturing, production, or operating facilities employing more than 250 persons or having gross annual sales or expenditures exceeding $25 million (in second-quarter 1980 dollars), if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Corporate procedures governing authority to sign permit applications may provide for assignment or delegation to applicable corporate positions rather than to specific individuals, For a partnership or sole proprietorship, the application shall be signed by a general partner or the proprietor, respectively. For a municipality, state, federal, or other public agency, the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this application, a principal executive officer of a federal agency includes the chief executive officer of the agency, or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g. regional administrator of the United States Environmental Protection Agency). Questions? 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 Web site: www.tceq.state.tx.us TCEQ-20023-instructions (09/02) Page 2 of 2 3arr "a Mit COrSTRUCTION SITFI t'OTICh FOR THE Texas Commission on Environmental Quality (TCEQ) Storm Water Program TPDES GENERAL PERMIT TXR15000O The following information is posted in compliance with Part II.D.2. of the TCEQ General Permit Number TXR150000 for discharges of store water runoff from construction sites. Additional information regarding the TCEQ storm water permit piogiam may be found on the interne at: www.tnrec.state,tx.usipermitting/waterpenn/vvwperm/tpdestonn Contact Name and Phone Number: Project Description: (Physical address or description of the site's location, estimated start date and projected end date, or date that disturbed soils will be stabilized) Location of Storm Water Pollution Prevention Plan : For Construction Sites Authorized Under Part II.D.2. (Obtaining Authorization to Discharge) the following certification must be completed: I (Typed or Printed Name Person Completing This Certification) certify under penalty of law that I have read and understand the eligibility requirements for olaiining an authorization under Part II.D.2. of TPDES General Permit TXR150000 and agree to comply with the terms of this permit A storm water pollution prevention plan has been developed and nnplemented according to permit requirements. A copy of this signed notice is supplied to the operator of the MS4 if discharges entei an MS4 system. I am aware there are significant penalties for providing false information or for conducting unauthorized discharges including the possibility of fine and imprisonment for knowing violations. Signature and Title Date • • • TEXAS COMMISSION ON ENVIRONMENTAL QUALITY PO BOX13087 Austin, TX 78711-3087 GENERAL PERMIT TO DISCHARGE WASTE under provisions of . Section 402 of the Clean Water Act and Chapter 26 of' the Texas Water Code Construction sites located in the state of Texas may discharge to surface water in the state • TPDES General Permit NO. TXR1S0000 This is a new general permit issued pursuant to Section 26.040 of the Texas Water Code and Section 402 of the Clean Water Act. • only according to effluent limitations, monitoring requirements and other conditions set forth in this permit, as well as the rules of the Texas Commission on Environmental Quality (TCEQ), the laws of the State of Texas, and other orders of the TCEQ. The issuance of this general permit does not grant to the permittee the right to use private or public property for conveyance of storm water and certain non -storm water discharges along the discharge route. This includes property belonging to but not limited to any individual, partnership, corporation or other entity. Neither does this permit authorize any invasion of personal rights nor any violation of federal, state, or local laws or regulations. It is the responsibility of the permittee to acquire property rights as may be necessary to use the discharge route. This permit and the authorization contained herein shall expire, at midnight five years after the date of issuance. • • • ISSUED AND EFFECTIVE DATE: MAR 003 • • F i the C s ion • • • • • • • • • • • • • • I . ' S TCEQ General Permit Number TXR150000 Relating To Discharges From Construction Activities Table of Contents Part I. Definitions Part II. Permit Applicability and Coverage Part III. Storm Water Pollution Prevention Plans Part IV. Numeric Effluent Limitations Part V. Retention of Records Part VI. Standard Permit Conditions Part VII. Fees Appendix A. Periods of Low Potential by County Attachment 1 Construction Site Notice for Part II.D.1 Waivers Attachment 2 Construction Site Notice for Part II.D.2. Authorizations Attachment 3 Discharge Monitoring Report for Concrete Batch Plants Page 2 Page 3 Page 7 Page 18 Page 28 Page 29 Page 29 Page 30 Page 31 Page 32 Page 33 Page 34 TPDES General Permit TXR150000 Part I. Definitions Best Management Practices - (BMPs) Schedules of activities, prohibitions of practices, maintenance procedures, structural controls, local ordinances, and other management practices to prevent or reduce the discharge of pollutants. BMPs also include treatment requirements, operating procedures, and practices to control construction site runoff, spills or leaks, waste disposal, or drainage from raw material storage areas. Commencement of Construction - The exposure of soils resulting from activities such as clearing, grading, and excavating. Common Plan of Development - A construction activity that is completed in separate stages, separate phlses, of in combination with other construction activities. A common plan of development is identified by the documentation for the construction project that identifies the scope of the project, and may include plats, blueprints, marketing plans, contracts, building permits a public notice or hearing, zoning requests, or other similar documentation and activities. Facility or Activity - Any TPDES "point source' or any other facility or activity (including land or appurtenances thereto) that is subject to regulation under the TPDES program. Final Stabilization - A construction site status where either of the following conditions are met: (a) All soil disturbing activities at the site have been completed and a uniform (e.g, evenly distributed, without large bale areas) perennial vegetative cover with a density of 70% of the native background vegetative cover for the area has been established on all unpaved areas and areas not covered by permanent structures, or equivalent permanent stabilization measures (such as the use of riprap, gabions, or goetextiles) have been employed. (b) For individual lots in a residential construction site by either: (1) the homebuilder completing final stabilization as specified in condition (a) above; or (2) the homebuilder establishing temporary stabilization for an individual lot prior to the time of transfer of the ownership of the home to the buyer and after informing the homeowner of the need for, and benefits of, final stabilization (c) For construction activities on land used for agricultural purposes (e.g. pipelines across crop or range land), final stabilizationmay be accomplished by returning the disturbed land to its preconstruction agricultural use. Areas disturbed that were not previously used for agricultural activities, such as buffer strips immediately adjacent to a surface water and areas which are not being returned to their preconstiuction agricultural use must meet the final stabilization conditions of condition (a) above. Page 3 TPDES General Permit TXR150000 Large Construction Activity - Construction activities including clearing, grading, and excavating that result in land disturbance of equal to or greater than five, (5) acres of land. Large construction activity also includes the disturbance of less than five (5) acres of total land area that is part of a larger common plan of development or sale if the larger common plan will ultimately disturb equal to or greater than five (5) acres of land Large construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, and original purpose of a ditch, channel, or other similar storm water conveyance Large construction activity does not include the routine grading of existing dirt roads, asphalt overlays of existing roads, the routine clearing of existing right-of-ways, and similar maintenance activities. Municipal Separate Storm Sewer System (MS4) - A separate storm sewer system owned or operated by a state, city, town, county, district, association, or other public body (created by or pursuant to state law) having jurisdiction over the disposal of sewage, industrial wastes, storm water, or other wastes, including special districts under state law such as a sewer district, flood control or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization. Notice of Intent (NOI) - A written submission to the executive director from an applicant requesting coverage under a general permit. N otice of Termination (NOT) - A written submission to the executive director from a perrnittee authorized under a general permit requesting termination of coverage. O perator - The person or persons associated with a large or small construction activity that meets either of the following two criteria: (a) the person or persons have operational control over construction plans and specifications to the extent necessary to meet the requirements and conditions of this general permit; or (b) the person or persons have day-to-day operational control of those activities at a construction site which are necessary to ensure compliance with a storm water pollution prevention plan for the site or other permit conditions (e.g. they are authorized to direct workers at a site to carry out activities required by the Storrs Water Pollution Prevention Plan or comply with other permit conditions) P ermittee - An operator authorized under this general permit The authorization may be gained through submission of a notice of intent by waiver, or by meeting the requirements for automatic coverage to discharge storm water runoff and certain non -storm water discharges. P oint Source - Any discernible, confined, and disciete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container rolling stock concentrated animal feeding operation, landfill leachate collection system, vessel or other floating craft from which pollutants are, or may be, discharged. This term does not include return flows from irrigated agriculture or agricultural stone water runoff. Page 4 TPDES General Permit TXR150000 Pollutant - (from the Texas Water Code, Chapter 26) Dredged spoil, solid waste, incinerator residue, sewage, garbage, sewage sludge, filter backwash, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand, cellar dirt and industrial, municipal, and agricultural waste dischai ged into any surface water in the state. The term "pollutant" does not include tail water cm runoff water from irrigation or rainwater runoff from cultivated or uncultivated rangeland, pastureland, and farmland. Pollution - (from the Texas Water Code, Chapter 26) The alteration of the physical, thermal, chemical, or biological quality of, or the contamination of, any surface water m the state that renders the water harmful, detrimental, or injurious to humans, animal life, vegetation, or property or to public health, safety or welfare, or impairs the usefulness or the public enjoyment of the water for any lawful or reasonable purpose. Runoff Coefficient - The fraction of total rainfall that will appear at the conveyance as runoff Separate Storm Sewer System - A conveyance or system of conveyances (including roads with drainage systems, streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains), designed or used for collecting or conveying storm water; that is not a combined sewer, and that is not part of a publicly owned treatment works (POTW). Small Construction Activity - Construction activities including clearing, grading, and excavating that result in land disturbance of equal to or greater than one (1) acre and less than five (5) acres of land. Small construction activity also includes the disturbance of less than one (1) acre of total land area that is part of a larger comrunon plan of development or sale if the larger common plan will ultimately disturb equal to or greater than one (1) and less than five (5) acres of land. Small construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, and original purpose of a ditch, channel or other similar storm water conveyance. Small construction activity does not include the routine grading of existing dirt roads, asphalt overlays of existing loads, the routine clearing of existing right-of-ways, and similar maintenance activities. Storm Water - Storm water runoff, snow melt runoff, and surface runoff and drainage. Storm Water Associated with Construction Activity - Storm water runoff from a construction activity where soil disturbing activities (including clearing, grading, excavating) result in the disturbance of one (1) or more acres of total land area, or are part of a larger common plan of development or sale that will result in disturbance of one (1) or more acres of total land area. Structural Control (or Practice) - A pollution prevention practice that requires the construction of a device, or the use of a device, to capture or prevent pollution in store water runoff. Structural controls and practices may include but are not limited to: silt fences, earthen dikes, drainage swales, sediment traps, check dams, subsurface drains storm drain inlet protection, rock outlet protection, reinforced soil retaining systems, gabions, and temporary or permanent sediment basins. Surface Water in the State - Lakes, bays, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, wetlands, marshes, inlets, canals, the Gulf of Mexico inside the territorial limits Page 5 TPDES General Permit TXR150000 of the state (from the mean high water mark (MHWM) out 10.36 miles into the Gulf), and all other bodies of surface water, natural or artificial, inland or coastal fresh or salt navigable or nonnavigable, and including the beds and banks of all water -courses and bodies of surface water, that aie wholly or partially inside or bordering the state or subject to the jurisdiction of the state; except that waters in treatment systems which are authorized by state or federal law, regulation, or permit and which are created for the purpose of waste treatment are not considered to be water in the state. Temporary Stabilization - A condition where exposed soils or disturbed areas are provided a protective cover, which may include temporary seeding, geotextiles, mulches, and other techniques to reduce or eliminate erosion until either final stabilization can be achieved or until further construction activities take place. Waters of the United States - (from title 40, part122, section 2 of the Code of Federal Regulations) Waters of the United States or waters of the U.S. means: (a) all waters which are currently used, were used in the past, or may be susceptible to use in interstate or foreign conunerce, including all waters which are subject to the ebb and flow of the tide; (b) all interstate waters, including interstate wetlands; (c) all other waters such as intrastate lakes, rivers, streams (including intermittent streams), rnudflats, sandflats, wetlands, sloughs, prairie potholes, wet meadows, playa lakes, or natural ponds that the use, degradation, or destruction of which would affect or could affect interstate or foreign cornrnerce including any such waters: (1) which are or could be used by interstate or foreign travelers for recreational or other purposes; (2) from which fish or shellfish are or could be taken and sold in interstate or foreign commmerce; or (3) which are used or could be used for industrial purposes by industries in interstate commerce; (d) all impoundments of waters otherwise defined as waters of the United States under this definition; tributaries of waters identified in paragraphs (a) through (d) of this definition; the territorial sea; and wetlands adjacent to waters (other than waters that are themselves wetlands) identified in paragraphs (a) through (f) of this definition. Page 6 TPDES General Permit TXR150000 Waste treatment systems, including treatment ponds or lagoons designed to meet the requirements of CWA (other than cooling ponds as defined in 40 CFR § 423.11(rn) which also meet the criteria of this definition) are not waters of the United States This exclusion applies only to manmade bodies of water which neither were originally created in waters of the United States (such as disposal area in wetlands) noi resulted from the impoundment of waters of the United States. Waters of the United States do not include prior convected cropland. Notwithstanding the determination of an area's status as prior converted cropland by any other federal agency, for the purposes of the Clean Water Act, the final authority regarding Clean 'Water Act jurisdiction remains with EPA. Part II. Permit Applicability and Coverage Section A. Discharges Eligible for Authorization 1. Storm Water Associated with Construction Activity Discharges of storm water runoff from small and large construction activities may be authorized under this general permit. 2. Discharges of Storm Water Associated with Construction Support Activities Discharges of storm water runoff from construction support activities, including concrete batch plants, asphalt batch plants, equipment staging areas, material stoi age yards, material borrow areas, and excav'rted material disposal areas may be authorized under this general permit provided: (a) the activity is located within a 1-mile distance from the boundary of the permitted construction site and directly supports the construction activity; (b) the storm water pollution prevention plan is developed according to the provisions of this general permit and includes appropriate controls and measures to reduce erosion and discharge of pollutants in storm water runoff from the supporting industrial activity site; and (c) the industrial activity either does not operate beyond the completion date of the construction activity or obtains separate TPDES authorization for discharges. 3. Non -storm Water Discharges The following non -storm water discharges from sites authorized under this general permit are also eligible for authorization under this general permit: (a) discharges from fire fighting activities; Page 7 TPDES General Permit TXR150000 (b) fire hydrant flushings; (c) vehicle, external building, and pavement wash water where detergents and soaps are not used and where spills or leaks of toxic or hazardous materials have not occurred (unless spilled materials have been removed; and if local state, or federal regulations are applicable, the materials are removed according to those regulations), and where the purpose is to remove mud dirt, an dust; (g) water used to control dust; potable water sources including waterline flushings; air conditioning condensate; uncontaminated ground water or spring water, including foundation or footing drains where flows are not contaminated with industrial materials such as solvents. 4. Other Permitted Discharges Any discharge authorized under a separate NPDES, TPDES, or TCEQ permit may be combined with discharges authorized by this permit. Section B. Limitations on Permit Coverage 1. Post Construction Discharges. Discharges that occur after construction activities have been completed, and after the construction site and any supporting activity site have undergone final stabilization, are not eligible for coverage under this general permit. Discharges originating from the sites are not authorized under this general permit following the submission of the notice of termination (NOT) for the construction activity. 9. Prohibition of Non -Stone Water Discharges Except as provided in Part II. A.2., A3., and A4., all discharges authorized by this general permit must be composed entirely of storm water associated with construction activity. Compliance With Water Quality Standards Discharges to surface water in the state that would cause or contribute to a violation of water quality standards or that would fail to protect and maintain existing designated uses are not eligible for coverage under this general permit. The executive director may require an application for an individual permit or alternative Page 8 TPDES General Permit TXR150000 general permit (see Part II.G.3) to authorize discharges to surface water in the state from any activity that is determined to cause a violation of water quality standards or is found to cause, or contribute to, the loss of a designated use. The executive director may also require an application for an individual permit considering factors described in Part II G.2. 4. Discharges to Water Quality -Impaired Receiving Waters. New sources or new discharges of the constituents of concern to unpaired waters are not authorized by this permit unless otherwise allowable under 30 TAC Chapter 305 and applicable state law. Impaired waters are those that do not meet applicable water ........... quality standards and are. listed on the EPA approved Clean Water Act Section 303(d) list. Constituents of concern are those for which the water body is listed as impaired Discharges of the constituents of concern to impaired water bodies for which there is a total maxnnum daily load (TMDL) implementation plan are not eligible for this permit unless they are consistent with the approved TMDL and the implementation plan. Peimittees must incorporate the limitations, conditions and requirements applicable to their discharges, including monitoring frequency and reporting required by TCEQ rules, into their storm water pollution prevention plan in order to be eligible for coverage under this general permit. 5. Discharges to the Edwards Aquifer Recharge Zone Discharges cannot be authorized by this general permit where prohibited by 30 Texas Administrative Code (TAC) Chapter 213 (relating to Edwards Aquifer). (a) For new discharges located within the Edwards Aquifer Recharge Zone, or within that area upstream from the recharge zone and defined as the Contributing Zone, operators must meet all applicable requirements of, and operate according to, 30 TAC Chapter 213 (Edwards Aquifei Rule) in addition to the provisions and requirements of this general permit. (b) For existing discharges, the requirements of the agency -approved Water Pollution Abatement Plan under the Edwards Aquifer Rules are in addition to the requii ements of this general permit. BMPs and maintenance schedules foi structural store water controls, for example, may be required as a provision of the rule. All applicable requirements of the Edwards Aquifer Rule for reductions of suspended solids in stone water runoff are in addition to the requirements in this general permit for this pollutant For discharges from large construction activities located on the Edwards Aquifer contributing zone, applicants must also submit a copy of the NOI to the appropriate TCEQ regional office. ' Page 9 TPDES General Permit TXR150000 Counties: Contact: Corral, Bexar, Medina, Uvalde, TCEQ and Kinney Water Program Manager San Antonio Regional Office 14250 Judson Rd. San Antonio, Texas (210) 490-3096 Williamson, Travis, and Hays TCEQ Water Program Manager Austin Regional Office 1921 Cedar Bend Dr., Ste. 150 Austin, Texas (512) 339-2929. 6. Discharges to Specific Watersheds and Water Quality Areas Discharges otherwise eligible for coverage cannot be authorized by this general permit where prohibited by 30 TAC Chapter 311 (relating to Wateished Protection) for water quality areas and watersheds. Protection of Streams and Watersheds by Other Governmental Entities This general permit does not limit the authority or ability of federal, other state, or local governmental entities from placing additional or more stringent requirements on construction activities or discharges from construction activities. For example, this permit does not limit the authority of a home -rile municipality provided by Section 401.002 of the Texas Local Government Code. 8. Indian Country Lands Stone water runoff from construction activities occurring on Indian Country lands aie not under the authority of the TCEQ and are not eligible for coverage under this general permit. If discharges of storm water require authorization under federal National Pollutant Discharge Elimination System (NPDES) regulations, authority for these discharges must be obtained from the U.S. Environmental Protection Agency (EPA) 9. Oil and Gas Production Stone water runoff from construction activities associated with the exploration, development, or production of oil or gas or geothermal resources, including transportation of crude oil or natural gas by pipeline, are not under the authority of the TCEQ and are not eligible for coverage under this general permit. If discharges Page 10 TPDES General Permit TXR150000 of storm water require authorization under federal NPDES regulations, authority for these discharges must be obtained from the EPA 10. Storm Water Discharges from Agricultural Activities Storm water discharges from agricultural activities that are not point source discharges of storm water are not subject to TPDES permit requirements. These activities may mclude clearing and cultivating ground for crops, construction of fences to contain livestock, construction of stock ponds, and other similar agricultural activities. Section C. Deadlines for Obtaining Authorization to Discharge 1. Large Construction Activities (a) New Constriction - Discharges "from sites where the commencement of construction occurs on or after the issuance date of this general permit must be authorized, either under this general pennit or a separate TPDES permit prior to the commencement of those construction activities. (b) Ongoing Construction - Operators of large construction activities continuing to operate after the issuance date of this permit, and authorized under NPDES general permit TXR100000 (issued July 6, 1998, FR 36490), must submit an NOI to obtain authorization under this general permit within 90 days of the issuance date of this general pennit. During this interim period, as a requirement of this TPDES pennit, the operator must continue to meet the conditions and requirements of the federal NPDES permit. If the construction activity is completed prior to this 90-day deadline, and the site would otherwise qualify foi termination of coverage under that federal NPDES pennit, the operator must notify the executive director of the TCEQ in writing within 30 days of that condition. Small Construction Activities (a) New Constriction - Discharges from sites where the commencement of construction occurs on or after the issuance date of this general pennit must be authorized, either under this general permit or a separate TPDES permit, prior to the commencement of those construction activities. (b) Ongoing Construction - Discharges from ongoing small construction activities that commenced prior to March 10, 2003, and that would not meet the conditions to qualify for termination of this permit as described in Part II.E. of this genial permit, must be authorized, either under this general permit or a separate TPDES permit, prior to March 10, 2003. Page 11 TPDES General Permit TXR150000 Section D. Obtaining Authorization to Discharge 1. Small construction activities are determined to occur during periods of low potential for erosion and operators of these sites may be automatically authorized under this general permit and not required to develop a storm water pollution prevention plan or submit a notice of intent (NOI), provided (a) the construction activity occurs in a county listed in Appendix A; (b) the construction activity is initiated and completed, including either final or temporary stabilization of all disturbed areas, within the time frame identified in Appendix A for the location of the construction site (c) all temporary stabilization is adequately maintained to effectively reduce or prohibit erosion, final stabilization activities have been initiated and a condition, of final stabilization is completed no later than 30 days following the end date of the time frame identified in Appendix A for the location of the construction site; (d) the pernittee signs a completed construction site notice (Attachment 1 of this general permit), including the certification statement; (e) a signed copy of the construction site notice is posted at the construction site in a location where it is readily available for viewing by the general public, local, state, and federal authorities prior to commencing construction activities, and maintained in that location until completion of the construction activity; (0 a copy of the signed and certified construction site notice is provided to the operator of any municipal separate storm sewer system receiving the discharge at least two days prior to conunencement of construction activities; and (g) any supporting concrete batch plant or asphalt batch plant is separately authorized for discharges of storm water runoff or other non -storm water discharges under an individual TPDES permit, another TPDES general permit or under an individual TCEQ permit where stone water and non - storm water is disposed of by evaporation or irrigation (discharges are adjacent to water in the state). 2. Operators of small construction activities not described in Part II D.1. above may be automatically authorized under this general. permit, and operators of these sites are not required to submit an NOI provided they: (a) develop a SWP3 according to the provisions of this general permit, that covers either the entire site or all portions of the site for which the applicant Page 12 TPDES General Permit TXR150000 is the operator, and implement that plan prior to commencing construction activities; (b) sign a completed construction site notice ( Attachment 2 of this general permit); (c) post a signed copy of the construction site notice at the construction site in a location where it is readily available for viewing by the general public, local, state, and federal authorities, prior to commencing construction activities, and maintain the notice in that location until completion of the construction activity; and (d) provide a copy of the signed and certified construction site notice to the operator of any municipal separate storm sewer system receiving the discharge at least two days prior to commencement of construction activities. 3. Operators of all other construction activities that qualify for coverage under this general permit must: (a) develop a SWP3 according to the provisions of this general permit, that covers either the entire site of all portions of the site for which the applicant is the operatoi, and implement that plan prior to commencing construction activities; (b) submit a Notice of Intent (NOI), using a form piovided by the executive director, at least 2 days prior to conunencing construction activities; or (c) if the operatoi changes, or an additional operator is added after the initial NOI is submitted, the new operator must submit an NOI at least two (2) days before assuming operational control; (d) post a copy of the NOI at the construction site in a location where it is readily available for viewing prior to commencing construction activities, and maintain the notice in that location until completion of the construction activity; (e) provide a copy of the signed NOI to the operator of any municipal separate store sewer system receiving the discharge, at least two (2) days prior to commencing construction activities; and (f) implement the SWP3 prior to beginning construction activities. Page 13 TPDES General Permit TXR150000 4. Effective Date of Coverage (a) Operators of construction activities described in either Part 11. D.1. or D.2. are authorized immediately following compliance with the conditions of Part II. D.1. or D.2. that are applicable to the construction activity. (b) Operators of all other construction activities eligible for coverage under this general permit unless otherwise notified by the executive director, are provisionally authorized two (2) days from the date that a completed NOI is postmarked for delivery to the TCEQ If electronic submission of the NOI is pu ovided and unless otherwise notified by the executive director, operators are provisionally authorized 24 hours following confirmation ofreceipt of the NOI by the TCEQ Authorization is non -provisional when the executive director finds the NOI is adthirifstratively complete and an authorization number is issued foi the activity. (c) Operators aie not prohibited from submitting late NOIs or posting late notices to obtain authorization under this general permit The TCEQ reserves the right to take appropriate enforcement actions for any unpermitted activities that may have occurred between the time construction commenced and authorization is obtained. 5. Notice of Change (NOC) Letter If the operator becomes aware that it failed to submit any relevant facts, or submitted incorrect information in an NOI, the correct information must be provided to the executive director in a NOC letter within 14 days after discovery If relevant information provided in the NOI changes, aNOC letter must be submitted within 14 days of the change. A copy of the NOC must be provided to the operator of any MS4 receiving the discharge. 6. Signatory Requirement for NOI Forms, Notice of Termination (NOT) Forms, NOC Letters, and Construction Site Notices NOI forms, NOT forms, NOC letters, and Construction Site Notices must be signed according to 30 TAC § 305,44 (relating to Application for Permit). 7 Contents of the NOI The NOI form shall require, at a minimum, the following information: (a) the naive, address, and telephone number of the operator filing the NOI for permit coverage; (b) the naive (or other identifier), address, county, and latitude/longitude of the construction project or site; Page 14 (c) TPDES General Permit TXR150000 number of acres that will be disturbed (estimated to the largest whole number); (d) whether the project or site is located on Indian Country lands; (e) confirmation that a SWP3 has been developed and that the SWP3 will be compliant with any applicable local sediment and erosion control plans; and (f) name of the receiving water(s). Section E. Application to Terminate Coverage Each operator that has submitted an NOI for authorization under this general permit must apply to terminate that authorization following the conditions described in this section of the general pei mit. Authorization must be terminated by submitting a Notice of Termination (NOT) on a form supplied by the executive director. Authorization to discharge under this permit terminates at midnight on the day the NOT is postmarked for delivery to the TCEQ If electronic submission of the NOT is provided, authorization to discharge under this permit terminates munediately following confirmation of receipt of the NOT by the TCEQ. Compliance with the conditions and requirements of this permit is required until an NOT is submitted. Notice of Termination Required The NOT must be submitted to TCEQ, and a copy of the NOT provided to the operator of any MS4 receiving the discharge within thirty (30) days, after: (a) final stabilization has been achieved on all portions of the site that is the responsibility of the permittee: or (b) another permitted operator has assumed control over all areas of the site that have not been finally stabilized; and (c) all silt fences and other temporary erosion controls have either been removed, scheduled for removal as defined in the SWP3 or transferred to a new operator if the new operator has sought permit coverage. Erosion controls that aie designed to remain in place for an indefinite period, such as mulches and fiber mats, aie not required to be removed or scheduled for removal. 2. Minimum Contents of the NOT The NOT form shall require, at a minimum, the following information: (a) if authorization was granted following submission of a NOI, the permittees site -specific TPDES general permit number for the construction site; Page 15 TPDES General Permit TXR150000 (b) an indication of whether the construction .activity. is . completed or if the permittee is simply no longer an operator at the site; (c) the name, address and telephone number of the permittee submitting the NOT; (d) the name (or other identifier), address, county, and latitude/longitude of the construction project or site; and (e) a signed certification that either all storm water discharges requiring authorization under this general permit will no longer occur, or that the applicant to terminate coverage is no longer the operator of the facility or construction site, and that all temporary structural erosion controls have either been removed, will be removed on a schedule defined in the SWP3, or transferred to a new operator if the new operator has applied for permit coverage. Erosion controls that are designed to remain in place for an indefinite period, such as mulches and fiber mats, are not required to be removed or scheduled for removal. Section F. Waivers from Coverage The executive director may waive the otherwise applicable requirements of this general permit for stoim water discharges from small construction activities under the terms and conditions described in this section. 1. Waiver Applicability and Coverage Operators of small construction activities may apply for and receive a waiver from the requirements to obtain authorization under this general permit where: (a) the calculated rainfall erosivity R factor for the entire period of the construction project is less than five (5); (b) the operator submits a signed waiver certification form, supplied by the executive director, certifying that the constriction activity will commence and be completed within a period when the value of the calculated rainfall erosivity R factoi is less than five (5); and (c) the waiver certification form is submitted to the TCEQ at least two (2) days before construction activity begins. 2. Effective Date of Waiver Operators of small construction activities are provisionally waived from the otherwise applicable requirements of this general permit two (2) days from the date that a completed waiver certification form is postmarked for delivery to TCEQ. Page 16 TPDES General Permit TXRI 50000 3. Activities Extending Beyond the Waiver Period If a construction activity extends beyond the approved waiver period due to circumstances beyond the control of the operator, the operator must either: (a) recalculate the rainfall erosivity factor R factor using the original start date and a new projected ending date, and if the R factor is still under five (5), submit a new waiver ceitification forun at least two (2) days before the end of the original waiver period; or (b) obtain authorization under this general permit according to the requirements dehneated in either Part II.D.2. or Part II D 3 at least two (2) days before the end of the approved waiver period. Section G. Alternative TPDES Permit Coverage 1. Individual Permit Alternative Any discharge eligible for coverage under this general permit may alternatively be authorized under an individual TPDES permit according to 30 TAC Chapter 305 (relating to Consolidated Permits) Applications for individual permit coverage should be submitted at least three hundred and thirty (330) days prior to commencement of construction activities to ensure timely issuance. 2. Individual Permit Required The executive director may suspend an authorization or NOI in accordance with the procedures set forth in 30 TAC Chapter 205, including the requirement that the executive director provide written notice to the permittee The executive director may require an operator of a construction site, otherwise eligible for authorization under this general permit, to apply for an individual TPDES permit because of (a) the conditions of an approved TMDL or TMDL implementation plan; (b) the activity is determined to cause a violation of water quality standards or is found to cause, or contribute to, the loss of a designated use of surface water in the state: and (c) any other considerations defined in 30 TAC Chapter 205 would include the provision at 30 TAC § 205 4(c)(3)(D), which allows TCEQ to deny authorization under the general permit and require an individual permit if a discharger "has been determined by the executive director to have been out of compliance with any rule, order, or permit of the commission, including non-payment of fees assessed by the executive director." Page 17 TPDES General Pennit TXR150000 3. Any discharge eligible for authorization under this general permit may alternatively be authorized under a separate, applicable general permit according to 30 TAC Chapter 205 (relating to General Permits for Waste Discharges). Section H. Permit Expiration This general permit shall be issued for a term not to exceed five (5) years. Following public notice and continent, as provided by 30 TAC § 205.3 (relating to Public Notice, Public Meetings, and Public Cornment), the cominission may amend, revolve, cancel, 01 renew this general permit. If the TCEQ publishes a notice of its intent to renew or amend this general permit before the expiration date, the permit will remain in effect for existing, authorized, dischaiges until the commission takes final action on the permit. Upon issuance of a renewed or amended permit, permittees may be required to submit an NOI within 90 days following the effective date of the renewed or amended permit, unless that permit provides for an alternative method for obtaining authorization. In the event that the general permit is not renewed, discharges that are authorized under the general permit must obtain either a TPDES individual permit d or coverage under an alternative general permit. Part III. Storm Water Pollution Prevention Plans (SWP3) Storm water pollution prevention plans must be prepared for storm water discharges that will reach Waters of the United States, including dischaiges to MS4 systems and privately owned separate storm sewer systems that drain to Waters of the United States, to identify and address potential sources of pollution that are reasonably expected to affect the quality of discharges from the construction site, including off -site material storage areas, overburden and stockpiles of dirt, born ow areas, equipment staging areas, vehicle repair areas, fueling ai eas, etc., used solely by the permitted project. The SWP3 must describe and ensure the implementation of practices that will be used to reduce the pollutants in storm water dischaiges associated with construction activity at the construction site and assure compliance with the terns and conditions of this permit. Individual operators at a site may develop separate SWP3s that cover only their portion of the project provided reference is made to the other operators at the site. Where there is more than one SWP3 for a site pennittees must coordinate to ensure that BMPs and controls are consistent, and do not negate or impair the effectiveness of each other Regardless of whether a single comprehensive SWP3 is developed, or separate SWP3s are developed for each operator, it is the responsibility of each operator to ensure that compliance with the terms and conditions of this general permit is met in the areas of the construction site where that operator has operational control over construction plans and specifications or day-to-day operational control. Section A. Shared SWP3 Development For more effective coordination of BMPs and opportunities for cost sharing, a cooperative effort by the different operators at a site is encouraged. Operators must independently submit an NOI and obtain authorization, but may work together to prepare and implement a single comprehensive SWP3 for the entire construction site Page 18 • TPDES General Permit TXR150000 1. The SWP3 must clearly list the name and, for large construction activities, the general permit authorization numbers, for each operator that participates in the shared SWP3. Until the TCEQ responds to receipt of the NOI with a general permit authorization number, the SWP3 must specify the date that the NOI was submitted to TCEQ by each operator. Each participant in the shared plan must also sign the SWP3. 2. The SWP3 must clearly indicate which operator is responsible for satisfying each shared requirement of the SWP3. If the responsibility for satisfying a requirement is not described in the plan, then each permittee is entirely responsible for meeting the requirement within the boundaries of the construction site where they perform construction activities. The SWP3 must clearly describe responsibilities for meeting each requirement in shared or common areas. Section B. Responsibilities of Operators 1. Operators with Control Over Construction Plans and Specifications All operators with operational control over construction plans and specifications to the extent necessary to meet the requirements and conditions of this general permit must: ensure the project specifications allow or provide that adequate BMPs may be developed to meet the requirements of Part III of this general permit; ensure that the SWP3 indicates the areas of the project where they have operational control over project specifications (including the ability to make modifications in specifications); ensure all other operators affected by modifications in project specifications are notified in a timely manner such that those operators may modify best management practices as are necessary to remain compliant with the conditions of this general permit; and (d) ensure that the SWP3 for portions of the project where they are operators indicates the name and TPDES permit numbers for perrnittees with the day- to-day operational control over those activities necessary to ensure compliance with the SWP3 and other permit conditions. In the case that responsible parties have not been identified, the permittee with operational control over project specifications must be considered to be the responsible party until such time as the authority is transferred to another party and the plan is updated. Page 19 TPDES General Permit TXR150000 2. Operators with Day -to -Day Operational Control Operators with day-to-day operational control of those activities at a project that are necessary to ensure compliance with a SWP3 and other permit conditions must: (a) ensure that the SWP3 for portions of the project where they are operators meets the requirements of this general permit. • (b) ensure that the SWP3 identifies the parties responsible for implementation of best management practices described in the plan; (c) ensure that the SWP3 indicates areas of the project where they have operational control over day-to-day activities' (d) ensure that the SWP3 indicates, for areas where they have operational control over day-to-day activities, the name and TPDES permit number of the parties with operational control over project specifications (including the ability to make modifications in specifications), Section C. Deadlines for SWP3 Preparation and Compliance 1. The SWP3 must be: (a) completed prior to obtaining authorization under this general permit; (b) implemented prior to commencing construction activities that result in soil disturbance; (c) updated as necessary to reflect the changing conditions of new operators, new areas of responsibility and changes in best management practices; and (d) prepared so that it provides for compliance with the terms and conditions of this general permit. Section D. Plan Review and Making Plans Available The SWP3 must be retained on -site at the construction site or, if the site is inactive or does not have an on -site location to store the plan, a notice must be posted describing the location of the SWP3. The SWP3 must be made readily available at the time of an on -site inspection to: the executive director; a federal, state, or local agency approving sediment and erosion plans, grading plans, or storm water management plans; local government officials; and the operator of a municipal separate storn sewer receiving discharges from the site. 2. Operators of a large constriction activity obtaining authorization to discharge through submission of a NOI must post a notice near the main entrance of the Page 20 TPDES General Permit TXR150000 construction site. If the construction project is a linear construction project (e.g. pipeline, highway, etc.), the notice must be placed in a publicly accessible location near where construction is actively underway. Notice for these linear sites may be relocated, as necessary, along the length Of the project The notice must be readily available for viewing by the general public, local, state and federal authorities, and contain the following information: (a) the TPDES general permit number for the project (or a copy of the NOI that was submitted to the TCEQ if a permit number has not yet been assigned); (b) the name and telephone number of a representative for the operator; (c) a brief description of the project; and (d) the location of the SWP3. 3. This permit does not provide the general public with any right to trespass on a construction site for any reason, including inspection of a site; nor does this permit require that permittees allow members of the general public access to a construction site. Section E The permittee Keeping Plans Current must revise or update the storm water pollution prevention plan whenever: there is a change in design, construction, operation, or maintenance that has a significant effect on the discharge of pollutants and that has not been previously addressed in the SWP3; or 2. results of inspections or investigations by site operators, operators of a municipal separate storm sewer system receiving the discharge authorized TCEQ personnel, or a federal, state or local agency approving sediment and erosion plans indicate the SWP3 is proving ineffective in eliminating or significantly minimizing pollutants in discharges authorized under this general permit. Section F. Contents of SWP3 The SWP3 must include, at a minimum, the information described in this section. 1. A site description, or project description must be developed to include: (a) a description of the nature of the construction activity, potential pollutants and sources; (b) a description of the intended schedule or sequence of major activities that will disturb soils for major portions of the site; Page 21 TPDES General Permit TXR150000 (c) the total number of acres of the entire property and the total number of acres where construction activities will occur, including off -site material storage areas, overburden and stockpiles of dirt, and borrow areas; (d) data describing the soil or the quality of any discharge from the site; (e) a map showing the general location of the site (e.g. a portion of a city or county map); (f) a detailed site map (or maps) indicating the following: (i) drainage patterns and approximate slopes anticipated after major grading activities; (ii) areas where soil disturbance will occur; (iii) locations of all major structural controls either planned or in place; (iv) locations where stabilization practices are expected to be used; (v) locations of off -site material, waste, borrow, fill, or equipment storage areas; (vi) surface waters (including wetlands) either adjacent or in close proximity; and (vii) locations where storm water discharges from the site directly to a surface water body. (g) the location and description of asphalt plants and concrete plants providing support to the construction site and authorized under this general permit; (h) the name of receiving waters at or near the site that will be disturbed or that will receive discharges from disturbed areas of the project; and (i) a copy of this TPDES general permit. The SWP3 must describe the best management practices that will be used to minimize pollution in runoff The description must identify the general timing or sequence foi implementation At a minimum, the description must include the following components: (a) Erosion and Sediment Controls (i) Erosion and sediment controls must be designed to retain sediment on -site to the extent practicable with consideration for local Page 22 TPDES General Permit TXR150000 topography soil type, and rainfall. Controls must also be designed and utilized to reduce the offsite transport of suspended sediments and other pollutants if it is necessary to pump or channel standing water from the site. (ii) Control measures must be properly selected, installed, and maintained according to ..the -.manufacturer's or designer's specifications. If periodic inspections or other information indicates a control has been used incorrectly, or that the control is performing inadequately, the operator must ieplace or modify the control as soon as practicable after discovery that the control has been used incorrectly, is performing inadequately, or is damaged. (iii) Sediment must be removed from sediment traps and sedimentation ponds no later than the time that design capacity has been reduced by 50%. (iv) If sediment escapes the site, accumulations must be removed at a frequency to minimize further negative effects, and whenever feasible, prior to the next rain event. (v) Controls must be developed to limit, to the extent practicable, offsite transport of litter, construction debris, and construction materials. (b) Stabilization Practices The SWP3 must include a description of interim and permanent stabilization practices for the site, including a schedule of when the practices will be implemented Site plans should ensure that existing vegetation is preserved where it is possible. (i) Stabilization practices may include but are not limited to: establishment of temporary vegetation establishment of permanent vegetation, mulching geotextiles, sod stabilization, vegetative buffer strips, protection of existing trees and vegetation, and other similar measures. (ii) The following records must be maintained and either attached to or referenced in the SWP3, and made readily available upon request to the parties in Part III.D.1. of this general permit: (a) the dates when major grading activities occur; (b) the dates when construction activities temporarily or permanently cease on a portion of the site; and Page 23 TPDES General Permit TXR150000 (c) the dates when stabilization measures are initiated. (iii) Stabilization measures must be initiated as soon as practicable in portions of the site where construction activities have temporarily or permanently ceased, and except as provided in (a) through (c) below, must be initiated no mole than fourteen (14) days after the construction activity in that portion of the site has temporarily or permanently ceased. (a) Where the initiation of stabilization measures by the 14th day after construction activity temporarily or permanently ceased is precluded by snow cover or frozen ground conditions, stabilization measures must be initiated as soon as practicable. (b) Where construction activity on a portion of the site is temporarily ceased, and earth disturbing activities will be resumed within twenty-one (21) days, temporary stabilization measures do not have to be initiated on that portion of site. (c) In arid areas (areas with an average rainfall of 0 to 10 inches), semiarid areas (areas with an average annual rainfall of 10 to 20 inches), and areas experiencing droughts where the initiation of stabilization measures by the 14th day after construction activity has temporarily or permanently ceased is precluded by seasonably arid conditions stabilization measures must be initiated as soon as practicable. 3. Structural Control Practices The SWP3 must include a description of any structural control practices used to divert flows away from exposed soils, to limit the contact of runoff with disturbed areas or to lessen the off -site transport of eroded soils (a) Sediment basins are required, where feasible for common drainage locations that serve an area with ten (10) or more acies disturbed at one time, a temporary (or permanent) sediment basin that provides storage for a calculated volume of runoff from a 2-year, 24-hour storm from each distuibed acre drained, or equivalent control measures, shall be provided where attainable until final stabilization of the site. Where rainfall data is not available or a calculation cannot be performed, a temporary (or permanent) sediment basin providing 3,600 cubic feet of storage per acre drained is required where attainable until final stabilization of the site. When calculating the volume of runoff from a 2-year, 24-hour storm event, it is not required to include the flows from offsite areas and flow from onsite areas that are either undisturbed or have already undergone final stabilization, if Page 24 TPDES General Permit TXR150000 these flows are diverted around both the disturbed areas of the site and the sediment basin In determining whether installing a sediment basin is feasible, the permittee may consider factors such as site soils, slope, available area on site, public safety, piecipitation patterns, site geometry, site vegetation, infiltration capacity, geotechnical factors, depth to groundwater and other similar considerations. Where sediment basins are not feasible equivalent control measures , which may include a series of smaller sediment basins, must be used At a minimum, silt fences, vegetative buffer strips, or equivalent sediment controls are required for all down slope boundaries (and for those side slope boundaries deemed appropriate as dictated by individual site conditions) of the construction area. (b) Sediment traps and sediment basins may also be used to control solids in storm water runoff for drainage locations serving less than ten (10) acres. At a minimum, silt fences, vegetative buffer strips, or equivalent sediment controls are required for all down slope boundaries (and for those side slope boundaries deemed appropriate as dictated by individual site conditions) of the construction. Alternatively, a sediment basin that provides storage for a calculated volume of runoff from a 2-year, 24-hour stoim from each disturbed acre drained, or equivalent control measures, may be provided or where rainfall data is not available or a calculation cannot be performed, a temporary (or permanent) sediment basin providing 3,600 cubic feet of storage per acre drained may be provided. 4. Permanent Storm Water Controls A description of any measures that will be installed during the construction process to control pollutants in storm water discharges that will occur after construction operations have been completed must be included in the SWP3. Pennittees are only responsible for the installation and maintenance of storm water management measures prior to final stabilization of the site or prior to submission of an NOT. 5. Other Controls (a) Off -site vehicle tracking of sediments and the generation of dust must be minimized (b) The SWP3 must include a description of construction and waste materials expected to be stored on -site and a description of controls to reduce pollutants from these materials. (c) The SWP3 must include a description of pollutant sources from areas other than construction (including stone water discharges from dedicated asphalt plants and dedicated concrete plants), and a description of controls and measures that will be implemented at those sites to minimize pollutant discharges. Page 25 TPDES General Permit TXR150000 (d) Velocity dissipation devices shall be placed at discharge locations and along the length of any outfall channel to provide a non -erosive flow velocity from the structure to a water course so that the natural physical and biological characteristics and functions are maintained and protected. 6. Approved State and Local Plans (a) Pernittees must ensure the SWP3 is consistent with requirements specified in applicable sediment and erosion site plans or site permits, or storm water management site plans or site permits approved by federal, state, or local officials. (b) SWP3s must be updated as necessary to remain consistent with any changes applicable to protecting surface water resources in sediment erosion site plans or site permits or stone water management site plans or site permits approved by state or local official for which the permittee receives written notice. 7. Maintenance All erosion and sediment control measures and other protective measures identified in the SWP3 must be maintained in effective operating condition. If through inspections the permittee determines that BMPs are not operating effectively, maintenance must be performed before the next anticipated storm event or as necessary to maintain the continued effectiveness of storm water controls. If maintenance prior to the next anticipated storm event is impracticable, maintenance must be scheduled and accomplished as soon as practicable. Erosion and sediment controls that have been intentionally disabled, run -over, removed, or otherwise rendered ineffective must be replaced or corrected immediately upon discovery. 8. Inspections of Controls In the event of flooding or other uncontrollable situations which prohibit access to the inspection sites, inspections rnust be conducted as soon as access is practicable (a) Personnel provided by the pennittee and familiar with the SWP3 must inspect disturbed areas of the construction site that have not been finally stabilized, areas used for storage, of materials that are exposed to precipitation, and structural controls for evidence of or the potential for, pollutants entering the drainage system. Sediment and erosion control measures identified in the SWP3 must be inspected to ensure that they are operating correctly Locations where vehicles enter or exit the site must be inspected for evidence of off -site sediment tracking. Inspections must be conducted at least once every fourteen (14) calendar days and within twenty four (24) hours of the end of a storm event of 0.5 inches or greater. Page 26 TPDES General Permit TXR150000 Where sites have been finally or temporarily stabilized, where runoff is unlikely due to winter conditions (e.g. site is coveted with snow, ice or frozen ground exists), or during seasonal arid periods in arid areas (areas with an average annual rainfall of 0 to 10 inches) and semi -arid areas (areas with an average annual rainfall of 10 to 20 inches), inspections must be conducted at least once every month As an alternative to the above -described inspection schedule of once every fourteen (14) calendar days and within twenty four (24) hours of a storm event of 0.5 inches or greater, the SWP3 may be developed to require that these inspections will occur at least once every seven (7) calendar days. If this alternative schedule is developed, the inspection must occur on a specifically defined day regardless of whether or not there has been a rainfall event since the previous inspection (b) Utility line installation, pipeline construction, and other examples of long, narrow linear construction activities may provide inspection personnel with limited access to the areas described in Part III.F.8.(a) above. Inspection of these areas could require that vehicles compiomise temporarily or even permanently stabilized areas, cause additional disturbance of soils, and mcrease the potential for erosion. In these circumstances, controls must be inspected at least once every fourteen (14) calendar days and within twenty four (24) hours of the end of a stone event of 0.5 inches, but representative inspections may be performed. For representative inspections, personnel must inspect controls along the construction site for 0 25 mile above and below each access point where a roadway, undisturbed right-of-way, or other similar feature intersects the construction site and allows access to the areas described in Part III.F.8 (a) above The conditions of the controls along each inspected 0.25 mile segment may be considered as representative of the condition of controls along that reach extending from the end of the 0.25 mile segment to either the end of the next 0.25 mile inspected segment, or to the end of the project whichever. occurs. first. (c) As an alternative to the above -described inspection schedule of once every fourteen (14) calendar days and within twenty four (24) hours of a storm event of 0 5 inches or greater, the SWP3 may be developed to require that these inspections will occur at least once every seven (7) calendar days. If this alternative schedule is developed, the inspection must occur on a specifically defined day regardless of whether or not there has been a rainfall event since the previous inspection. The SWP3 must be modified based on the results of inspections, as necessary, to better control pollutants in runoff. Revisions to the SWP3 must be completed within seven (7) calendar days following the inspection. If existing BMPs are modified or if additional BMPs are necessary, an implementation schedule must be described in the SWP3 and wherever Page 27 TPDES General Permit TXR150000 possible those changes implemented before the next storm event. If implementation before the next anticipated storm event is impracticable, these changes must be implemented as soon as practicable. (d) A report summarizing the scope of the inspection, naives and qualifications of personnel making the inspection the dates of the inspection, and major observations relating to the implementation of the SWP3 must be made and retained as part of the SWP3. Major observations should include: The locations of discharges of sediment or other pollutants fiom the site; locations of BMPs that need to be maintained; locations of BMPs that failed to operate as designed or proved inadequate for a particular location; and locations where additional BMPs are needed. Actions taken as a result of inspections must be described within, and retained as a part of, the SWP3 Reports must identify any incidents of non- compliance. Where a report does not identify any incidents of non- compliance, the report must contain a certification that the facility or site is in compliance with the SWP3 and this permit. The report must be signed by the person and in the manner required by 30 TAC § 305.128 (relating to Signatories to Reports) 9. The SWP3 must identify and ensure the implementation of appropriate pollution prevention measures foi all eligible non -storm water components of the discharge. Part IV. Numeric Effluent Limitations Section A. Limitations All discharges of storm water runoff from concrete batch plants that qualify for coverage, and that are autho_ized to discharge storm water under the ptnv_sions of this general permit m„ st he monitored at the following monitoring frequency and comply with the following numeric effluent limitations: Par ameter Total Suspended Solids Oil and Grease pH * If discharge occurs. Section B. Reporting Requirements Limitations Daily Maximum 65 mg/1 15 mg/1 between 6 and 9 standard units Monitoring Frequency 1/Year* 1/Year* 1/Year* Results of monitoring for determining compliance with numeric effluent limitations must be recorded on a discharge monitoring report (DMR). The DMR must either be an original EPA No. 3320-1 form (Attachment 3 of this general permit), a duplicate of the form, or as otherwise pi ovided by the executive director. Monitoring must be conducted prior to December 31' for each annual Page 28 TPDES General Permit TXR150000 monitoring period. A copy of the DMR must either be retained at the facility or shall be made readily available for review by authorized TCEQ personnel upon request, by March 31' following the end of each annual monitoring period. If the results indicate the violation of one or more of these numeric limitations, the pennittee must also submit the DMR to the TCEQ's Information Resources Center (MC 212) by March 3151 of each annual monitoring period. Part V. Retention of Records The permittee must retain the following records for a minimum period of three (3) years from the date that a NOT is submitted as required by Part II.D. For activities that are not required to submit an NOT, records shall be retained for a minimum period of three (3) years from the date that either: final stabilization has been achieved on all portions of the site that is the responsibility of the permittee; or another permitted operator has assumed control according to over all areas of the site that have not been finally stabilized Records include: 1. A copy of the SWP3 plan. 2. All reports and actions required by this permit, including a copy of the construction site notice. 3. All data used to complete the NOI, if an NOI is required for coverage under this general permit. Part VI. Standard Permit Conditions The permittee has a duty to comply with all permit conditions. Failure to comply with any permit condition is a violation of the permit and statutes under which it was issued, and is grounds for enforcement action, for terminating coverage under this general permit, or for requiring a discharger to apply for and obtain an individual TPDES permit. 2. Authorization under this general permit may be suspended or revoked for cause. Filing a ,otice of planked changes or anticipated non-compliance by the permittee does not stay any permit condition The permittee must furnish to the executive director, upon request and within a reasonable time, any information necessary for the executive director to determine whether cause exists for revoking, suspending, or terminating authorization under this permit. Additionally the permittee must provide to the executive director, upon request, copies of all records that the pennittee is required to maintain as a condition of this general permit. 3. It is not a defense for a discharger in an enforcement action that it would have been necessary to halt or.reduce the permitted activity to maintain compliance with the permit conditions. 4. Inspection and entry shall be allowed under Texas Water Code Chapters 26-28 Health and Safety Code §§ 361.032-361.033 and 361.037, and 40 Code of Federal Regulations (CFR) §122.41(i). The statement in Texas Water Code § 26 014 that commission entry of a facility shall occur according to an establishment's rules and regulations concerning safety, internal security, and fire protection is not grounds for denial or restriction of entry to any part of the Page 29 TPDES General Permit TXR150000 facility or site, but merely describes the conunission's duty to observe appropriate rules and regulations during an inspection. 5. The discharger is subject to administrative, civil and criminal penalties, as applicable, under Texas Water Code §§ 26.136 26.212, and 26.213 for violations including but not limited to the following: a. negligently or knowingly violating CWA, §§ 301, 302, 306, 307, 308, 318, or 405, or any condition or limitation implementing any sections in a permit issued under CWA, § 402, or any requirement imposed in a pretreatment program approved under CWA, §§ 402(a)(3) or 402(b)(8); b. knowingly making any false statement, representation, or certification in any record or other document submitted or requii ed to be maintained under a permit, including monitoring reports or reports of compliance or noncompliance. 6. All reports and other information requested by the executive director must be signed by the person and in the manner required by 30 TAC § 305.128 (relating to Signatories to Reports). 7. Authorization under this general permit does not convey property or water rights of any sort and does not grant any exclusive privilege. Part VII. Fees Section A. Application Fees An application fee of $100 must be submitted with each NOI for coverage of a large construction activity. A fee is not required for submission of an NOT or NOC letter. Section B. Water Quality Fees Large construction activities authorized under this general permit must pay an annual Water Quality Fee of $100 under Texas Water Code 26.0291 and according to TAC Chapter 205 (relating to General. Permits for Waste Discharges). Page 30 Appendix A. Periods of Low Erosion Potential by County Start Date - End Date Start Date - End Date Start Date - End Date Dec 15 - Feb. 14 Nov. 15 - Apr. 30 Nov. 15 - Jan 14 or Feb. 1- Mar. 30 Archer Andrews Crockett Baylor Armstrong Dickens Brown Borden Kent Callahan Brewster Motley Childress Briscoe Val Verde Coke Carson Coleman Castro Start Date - End Date Concho Crane Nov. 1 - Apr. 14 or Nov. 15 - Apr. 30 Cottle Crosby Dallam Dimwit Dawson Hockley Eastland Deaf Smith Lamb Edwards Ector Parmer Fisher Floyd Ward Foard Gaines Hardeman Garza Start Date - End Date Haskell Glasscock Nov. 1 - Apr. 30 or Nov. 15 - May. 14 Irion Hale Bailey Jones Hansford Cochran Kerr Hartley Jeff Davis Kimble Howard Loving King Hutchinson Presidio Kimsey Lubbock Reeves Knox Lynn Winkler Mason Martin Yoakum Maverick Midland McCulloch Mitchell Start Date - End Date Menard Moore Nov. 1- May 14 Nolan Oldham Cuiberson Real Pecos Hudspeth Runnels Potter Schleicher Randall Start Date - End Date Shackelford Reagan Jan. 1- Jul. 14 or May. 15 - Jul. 31 or Stephens Scurry Jun. 1 - Aug. 14 of Jun. 15 - Sept 14 or Stonewall Sherman Jul 1 - Oct 14 or Jul, 15 - Oct. 31 or Sutton Sterling Aug. 1 - Apr 30 or Aug. 15 - May. 14 or Taylor Swisher Sept. 1 - May. 30 or Oct. 1 - Jun. 14 or Tlu•oclanorton Terrell Nov. 1- Jun. 30 or Nov 15 - Jul. 14 Tom Green Terry El Paso Uvalde Upton Wichita Start Date - End Date Wilbarger Start Date - End Date Jan 1- Mar 30 or Dec. 1 - Feb. 28 Young Feb 1- Mar. 30 Collingsworth Wheeler Zavala Hall Donley Gray Hemphill . Lipscomb... Ochiltree Rober is Page 31 Attachment 1 TPDES General Permit TXR150000 INNEWilt IMENre IOW maim INNEN CONSTRUCTION SiTHINOTICH', FOR THE Texas Commission on Environmental Quality (TCEQ) Storm Water Program TPDES GENERAL PERMIT TXR150000 The following information is posted in compliance with Part ILD.1. of the TCEQ General Permit Number TXR150000 for discharges of storm water runoff from construction sites. Additional information regarding the TCEQ storm water permit program may be found on the Internet at: www.tnrcc.state.tx.us/perrnitting/waterpenn/wwperm/tpdestorrn Contact Name and Phone Number: Project Description: (Physical address or description of the site's ocation, estimated start date and projected end date, or date that disturbed soils will be stabilized) For Construction Sites Authorized Under Part II.D.1i the following certification must be completed: I (Typed or Printed Name Person Completing This Certification) certify under penalty of law that I have read and understand the eligibility requirements for claiming an authorization by waiver under Part ILD 1. of TPDES General Permit TXR150000 and agree to comply with the terms of this permit. Construction activities at this site shall occur within a time period listed in Appendix A of the TPDES general permit for this county, that period beginning on and ending on . I understand that if construction activities continue past this period, all stone water runoff must be authorized under a separate provision of this general pent. A copy of this signed notice is supplied to the operator[ofthe MS4 • if discharges enter an MS4 system. I am aware there are significant penalties for providing false information or for conducting unauthoi ized discharges, including the possibility of fine and imprisonment for knowing violations. Signature and Title Date Page 32 Attachinent 2 Sal 111111111011111 TPDES General Permit TXR150000 CO\STRUCTION SITE NOTICH FOR THE Texas Commission on Environmental Quality (TCEQ) Storm Water Program TPDES GENERAL PERMIT TXR150000 The following information is posted in compliance with Part ILD.2. of the TCEQ General Permit Number TXR150000 for discharges of storm water runoff from construction sites. Additional information regarding the TCEQ storm water permit program may be found on the internet at: www.tnrcc.state.tx.us/permitting/waterperm/wwperm/tpdestorn Contact Name and Phone Number: Project Description: ((Physical address or description of the site's ocation, estimated start date and projected end date, or date that disturbed soils will be stabilized) Location of Storm Water Pollution Prevention Plan : For Construction Sites Authorized Under Part 11.112. (Obtaining Authorization to Discharge) the following certification must be completed: I (Typed or Printed Name Person Completing This Certification) certify under penalty of law that I have lead and understand the eligibility requirements for claiming an authorization under Part II.D.2. of TPDES General Permit TXR150000 and agree to comply with the terms of this permit A storm water pollution prevention plan has been developed and implemented according to permit requirements. A copy of this signed notice is supplied to the operator of the MS4 if discharges enter an MS4 system. I am aware there are significant penalties for providing false information or for conducting unauthorized discharges including the possibility of fine and imprisonment for knowing violations. Signature and Title Date Page 33 TPDES General Pe Attachment 3 STW/ TXR15 CONCRETE BATCH FACILITIES w W } OD 0 Z O Q Z w J W W C7 z W O % o 0 2 W 0 0 NATIONAL POLLUTANT PERMITTEE NAME/ADDRESS (Include Facility Name/Location if Different) co co ch‘l co N M r O r X 2 O~ O CO w0 o) H Q DISCHARGE NUMBER ADDRESS MONITORING PERIOD 0 0 0 O 0 2 O cc W } Z tzb 0 0 L¢ 0 SAMPLE TYPE (69-70) J' ro, 0 It ro 1. 1.-�; 1 ro OS 1 C. L ro lam‘' ,ro a)tr L. ea FREUU OI ANAL' rae_� XXel OWN Z to a. t % (3 Card Only) QUANTITY OR LOADING 1(4 Card Only) QUALITY OR CONCENTRATION (46-53) (54-61) (38-45) (46-53) (54-61) • cn CA E 0) E f,nt aF ln, coy ro•; ; ;i5:;li Dail Max rn oro_ rn; ,, a Fr al IGO tI II it ixi 4 it x *I E ,�t I t 5 4C r * '-.- 1 14&'} �' x.-- xxx.. __ .. :ti. CIII1444 .' « 1 (.. * j y 1h,, ,_.. ATTACHMENTS )ANCE WITH A YGATHERAND {k k i x 4 * k k M k : * k IT.L. * Pr k {*{ I Lrif, * I ' qb 1:; Is V.' t SAMPLE REWIREMEN SAMPLE REQUIREMENT: AMPLE 3UREM MPLE JREM SAMPI MEASURE Wi 44 i _,. Total Suspended Solids I & Grease 2 a N a) L C 0) E L U ro m U C: a) a) LL cn O 0 0 0 2 O LL. 0 wn V (REPLACES EPA FORM T-40 WHICH MAY NOT BE USED) 0 O O V Cn O I N CO d Z .I CO02 N 0 M o E O0 as LL Q C E Wu_ 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 Description 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 perfoi iced under this Section in pay items of which this work is a component. 2.0 PRODUCTS - NotUsed 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 F,quipment 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 storing hauling, and disposing of spoil, silt, and waste materials 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, maintain, 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 during topsoil placement operations. 1 When placing topsoil, maintain erosion and sediment control systems, such as swales, grade stabilization structures, beiins, 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 stoiin 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 04/2002 A Keep streets clean of construction debris and mud carried by construction vehicles and equipment. If necessary to keep the streets clean, install stabilized construction exits at construction, staging, storage, and disposal areas. A vehicle/equipment wash area (stabilized with coarse aggregate) may be installed adjacent to the stabilized construction exit, as needed. Release wash water into 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 mto adjacent areas is not allowed 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 during 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 in 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 materials 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 stoini water conveyance systems Methods of ultimate disposal of these materials 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 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 include both Protective Systems and Shoring Systems but are not limited to sloping, sheeting, trench boxes or trench shields, slide rail systems, sheet piling, cribbing, bracing, shoring, dewatering or diversion of water to provide adequate drainage. 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 shoring 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 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. 1 06 INDEMNIFICATION 04/2002 01570-2 CITY OF PEARLAND TRENCH SAFETY SYSTEM A Contractor shall indemnify and hold harmless the Owner, its employees, and agents, from any and all damages, costs (including, without limitation, legal fees, court costs, and the cost of investigation), judgments or claims by anyone for injury or death of persons resulting from the collapse or failure of trenches constructed under this Contract. B Contractor acknowledges and agrees that this indemnity provision provides indemnity for the Owner in case the Owner is negligent either by act or omission in providing for trench safety, including, but not limited to safety program and design reviews, inspections, failures to issue stop work orders, and the hiring of the Contractor. 2.0 PRODUCTS - NotUsed 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 in 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 Verify 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 1.0 GENERAL Section 01580 PROJECT IDENTIFICATION SIGNS 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, storur 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 Contractoi 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 04/2002 A Structure and Framing: 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 piime 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. 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 b. Rainbow Graphic on Header for Neighborhoods to Standard 1) Dark Violet 2) Intense Blue 3) Kelly Green 4) Bright Yellow 5) Bright Orange 6) Tomato Red 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 PFARLAND. However, when Community Development funds are used for any part of the project, Line 1 shall read, THIS PROJECT IS FINANCED BY FFDERAL COMMUNITY DEVELOPMENT FUNDS. Other text could be substituted depending on the funding source for the Project. 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 covet the full line length In either case, the lettering may be condensed, if necessary. 04/2002 01580-3 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS 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 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, Controller, Council Members, Director of the Department of Public Works and Engineering, and the City Engineer. These lines will be placed exactly as shown on the Drawings with the same size and spacing as indicated. 3. Logo for the Department of Public Works and Engineering: A space approximately 12 inches high by 17 inches wide shall be reserved for the Public Works logo in the lower right corner of the sign. The City Engineer will provide the Contractor with the logo. The logo shall be affixed to the sign by the sign maker. 2.03 LAYOUT AND COMPOSITION FOR HEADERS 04/2002 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. Line 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. 01580-4 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS B Elliptical Sign Header (Neighborhoods to Standard): 1. A 1-1/2-foot by 6-foot half ellipse sign header will be affixed to the top of the sign. An example of this elliptical sign header is illustrated on the standard detail labeled Construction Sign Standard - Neighborhoods to Standard 2. Standard Text Line A identifies the project as Neighborhoods to Standard with Helvetical Regular lettering in initial capitals. 3. Variable Text: Line B of the header is a short description of the project area. The City Engineer will provide the Contractor with the project area to be included on the sign. C City of Pearland Seal: A space approximately 12 inches in 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. 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 deterioration and damage. B Remove signs, framing, supports, and foundations to a depth of 2 feet upon completion of Project. Restore the area to a condition equal to or better than before construction. END OF SFCTION 04/2002 01580-5 CITY OF PEARLAND ATTACHMENT PROJECT IDENTIFICATION SIGNS TABLE 01580-1 SPONSORING DEPARTMENTS AND DIRECTORS SPONSORING DEPARTMENTS DEPARTMENT DIRECTORS / CHIEFS Police Department Fire Department Parks & Recreation Department Public Library Department Solid Waste Department Department of Housing and Community Development Health & Human Services Department 04/2002 01580-6 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS GFS NO: (FILE NO: CONTRACTOR CONTACT: REVIEWED BY: INSTRUCTIONS TO SIGN MAKER (LIST COMPANY NAME): QTY ACTION ITEMS: Make new sign(s) Follow City standards attached Provide submittal (drawing) to City for project sign showing content, layout, lettering style, lettering size, and colors VARIABLE TEXT Sign: Financed by: Line 1 Project Amount: Line 2 Project Name. $ Line 11 Consultant: Telephone: Line 12 Contractor: Contractor ( ) Header: Line B FOR THE (Use only if line C or D is given) Line C Sponsoring Department: Director / Chief: Line D Department Project Area (Neighborhoods to Standard Project ONLY.) Line B INCLUDED ATTACHMENTS QTY SEALS / LOGOS City of Pearland STANDARDS Project Identification Sign Standard Specification Section 01580 — Standard Detail ■ 01580-01 (Public Works) 0 01580-02 (Neighborhoods to Standard) 04/2002 01580-7 CITYOFPEARLAND PROJECT IDENTIFICATION SIGNS INSTRUCTIONS 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 Line 2 Line 11 Line 12 Header Line B Line C Line D Line B List source of funds for FINANCING project, if other than "by the Citizens of Pearland." Give PROJECT NAME Indicate amount financed. Give name of CONSULTANT. Give name of CONTRACTOR and his TELEPHONE NUMBER Use the words FOR THE in conjunction with Lines C and D. Give name of SPONSORING DEPARTMENT, if applicable. Give name of DEPARTMENT DIRECTOR or CHIEF, if applicable. Use Line B to describe PROJECT AREA for a Neighborhoods to Standard project. 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 01580-8 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 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 materials and equipment, designated to be removed, except as specified by the Contract Documents. C Provide equipment and components from the fewest number of manufacturers as is practical, in order to simplify spare parts inventory and to allow for maximum interchangeability of components. For multiple components of the same size, type or application, use the same make and model of component throughout the project. 1.03 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. 1.04 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. 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. 04/2002 01600-1 CITY OF PEARLAND MATERIAL AND EQUIPMENT 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 1.05 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. 1.06 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 in the vicinity of the Work Keep materials and equipment neatly and compactly stored in locations that will cause a minimum of inconvenience to other contractors, public travel, adjoining owners, tenants, and occupants. Arrange storage in a manner to provide easy access for inspection. C Restrict storage to areas available on the construction site for storage of material 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. 04/2002 01600-2 CITY OF PEARLAND MATERIAL AND EQUIPMENT E Do not use lawns, grass plots, or other private property for storage purposes without written permission of the owner or other person in possession or control of such premises. 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 Engineei. The total length which materials may be distributed along the route of construction at any one time is 1000 lineal feet, unless otherwise approved in writing by the City Engineer. 2.0 PRODUCTS -NotUsed 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 installing system components resulting in an integral, functioning 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 in 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 aie 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 04/2002 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 period has expired, requests for alternate products will be considered only when a specified product becomes unavailable because of conditions beyond the Contractor's control. D Submit 5 copies of each request for alternate product approval Include the following information: 1. Complete data substantiating compliance of proposed substitution with Contract Documents 2, For products: a. Product identification, including manufacturer's name and address b. Manufacturer's literature with product description, performance and test data, and reference standards c. Samples, as applicable d. Name and address of similar projects on which product was used and date of installation. Include the name of the Owner, Architect/Engineer, and installing contractor. 01630-2 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 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 infoiination requested by the Engineer. E Approved alternate products will be subject to the same review process as the specified product would have been for shop drawings, product data, and samples. 2.0 PRODUCTS -NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 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 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 infoiination under provisions of Section 01350 - Submittals. 1.03 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. 1.04 EXAMINATION A Verify locations of survey control points prior to starting Work. B Notify Engineer immediately of any discrepancies discovered. 1.05 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 starting 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. 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. 04/2002 01720-1 CITY OF PEARLAND 1.06 SURVEY REQUIREMENTS FIELD SURVEYING A Utilize recognized engineering survey practices. B Establish a minimum of two permanent bench marks on site, referenced to established control points. Record locations, with horizontal and vertical data, on Project Record Documents. C Establish and record in survey notes elevations, lines and levels to provide quantities required for measurement and payment and to provide appropriate controls forthe Work. Locate and lay out by instrumentation and similar appropriate means: 1. Site improvements including pavements stakes for grading; fill and topsoil placement; utility locations, slopes, and invert elevations. 2. Grid or axis for structures D Verify periodically 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 1.0 GENERAL Section 01730 CUTTING AND PATCHING 1.01 SECTION INCLUDES A Cutting, patching and fitting of Work to existing facilities, or to accommodate installation or connection of Work with existing facilities, or to uncover work for access, inspection or testing. 1.02 UNIT PRICES A No separate payment will be made for cutting and patching under this section. Include amount in related work for which cutting and patching is incidental. 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 jurisdiction. 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. Pro\ ide openings, channels, chases and flues, if an), 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, iequired for the execution of the Work. E Provide shoring, bracing and support as required to maintain stiuctural integrity and protect adjacent Work from damage during cutting and patching. Before cutting beams 04/2002 01730-1 CITY OF PEARLAND CUTTING AND PATCHING 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 prior 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 refinishing. 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. 04/2002 B Coordinate with the Engineer, interruption of service requiring connection into existing facilities Bypassing of wastewater or sludge to waterways is not permitted Provide temporary pumping facilities to handle wastewater if necessary. Use temporary bulkheads (e.g., inflatable plugs) to minimize disruption. Provide temporary power supply and piping to facilitate construction where necessary C Submit a detailed schedule of proposed connections, including shut -downs and tie-ins. Include in the submittal the proposed time and date as well as the anticipated duiation of the Work. Submit the detailed schedule coordinated with the construction schedule. 01730-2 CITY OF PEARLAND CUTTING AND PATCHING 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 Engineei. 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 written notice to the Engineer at least 48 hours before shut -downs or by-passes are required E Existing sanitary Manholes 1. For connections to existing manholes where existing stub -outs do not exist will be accomplish by coring of the manhole for installation of the proper boot type connector and water stop. Under no circumstances will jack hammering or knocking out of manhole wall be acceptable for this type of connection. If jack hammering or knocking out of manhole is performed, contractor will be required to replace the entire manhole at no additional expense to the City. 2.0 PRODUCTS - Not Used. 3.0 EXECUTION - NotUsed. 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 - NotUsed 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 prior 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 minimum prior 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 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. 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. 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 Fngineer. 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, including: 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 original 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 1.0 GENERAL SECTION 01770 CONTRACT CLOSEOUT CONTRACT CLOSEOUT 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 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 period. 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. 1.03 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 final test of utilities and completion of the work. 1.04 OPERATION AND MAINTENANCE DATA A Submit operations and maintenance data as noted in Section 01350 - Submittals. 1.05 WARRANTIES A Provide one original of each warranty from Subcontractors, suppliers, and manufacturers. B Provide Table of Contents and assemble warranties in 3-ring/D binder with durable plastic cover. 01770-1 04/2002 CITY OF PEARLAND C Submit warranties prior to final Application for Payment. CONTRACT CLOSEOUT 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 Clearing and grubbing. B Removal of topsoil, stripping and stockpiling. C Removal of debris 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 No separate payment will be made for site preparation under this Section unless included in bid documents. Include payment in unit price for work in appropriate sections. B Side streets and utility easements involving any work in this contract will not be measured separately and are considered incidental to work under this Section. C Refer to Section 01200 - Measurement and Payment, for unit price procedures. 2.0 PRODUCTS 2.01 MATERIALS 04/2002 A Brought -in Structural Fill: 1. 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, organic matter, large stones, hard lumps of earth and frozen, corrosive or perishable material. d. Well broken up, free of clods of hard earth, rocks, and stones greater than 2-inch dimension. 02200-1 CITY OF PEARLAND SITE PREPARATION 2. 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 D 04/2002 Topsoil Removal: 1. Remove growths of grass from areas before stripping 2. Topsoil is defined as surface soil found of depth of not less than 4 inches. 3. Strip topsoil to depths encountered 4. Perform stripping in a manner to prevent intermingling of topsoil with underlying sterile subsoil and remove objectionable materials, including clay lumps, stones over 2 in in diameter, weeds roots, leaves, and debris. 5. Where trees are designated by Owner to be left standing, stop topsoil stripping at extreme limits of tree drip line to prevent damage to main root system. 6. Construct storage piles to freely drain surface water. 7. Cover storage piles, if required to prevent wind-blown dust. 8. At completion, transport topsoil from stockpiles to work site for spreading and final fine grading. Clearing and Grubbing. 1. Clear project site of trees, shrubs, and other vegetation, designated by Owner to be left standing. 2. Completely remove stumps, roots, and other debris protruding through ground surface 3. Use only hand methods for grubbing inside drip line of trees. 4. Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated. 5. Place fill material in horizontal layers not exceeding 6 inches loose depth, and thoroughly compact to density equal to adjacent original ground. 6. 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. except for those 02200-2 CITY OF PEARLAND SITE PREPARATION 7. On areas required for embankment construction, remove 2" diameter limbs, stumps and roots to depth of 2 feet below ground surface. 8. Blade entire area to prevent ponding of water and to provide drainage, except in areas to be immediately excavated. 9. 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. 10. 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 Material Disposal. END OF S I-b CTION 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 in appropriate sections. B No payment will be made for work outside maximum payment limits indicated on Drawings, or in areas removed for Contractor's convenience. C 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. 04/2002 02220-1 CITY OF PEARLAND SITE 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 B Store and protect materials and equipment designated for reuse until time of installation. 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. 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 debris in a manner conforming to applicable laws and regulations. 2.0 PRODUCTS 2.01 EQUIPMENT AND MATERIALS FOR DEMOLITION A 04/2002 Use equipment and materials approved under Paragraph 1.03, Submittals. 02220-2 CITY OF PEARLAND SITE DEMOLITION 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. 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 of settlement. Provide proper framing and shoring necessary for support. Cease operations if an adjacent structure appears to be endangered Resume demolition only after proper protective measures have been taken. 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 04/2002 02220-3 CITY OF PEARLAND SITE DEMOLITION 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 interfeie with new work shall be removed to the nearest solid support, capped, and the remainder left m place. Purge chemical and fuel lines and tanks. Verify that such hnes are safe prior to removal or capping. C Where piping that is to be removed passes through existing walls, cut and cap piping on each side of the wall Use cap appropriate for pipe material to be capped. Provide fire - rated sealant for walls classified as fire -rated. D When underground piping, which is not located in the public right-of-way, is to be altered or removed, cap the remaining piping. Abandoned underground piping may be left in place unless it interferes with new work of 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 04/2002 A Electrical removals consist of disconnecting and removing existing switchgear, distribution switchboards, control panels, bus duct, conduits and wiles panelboards, hghting 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. 02220-4 CITY OF PEARLAND SITE DEMOLITION 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 price 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 confoi in to requirements of Section 01350 - Submittals. B Submit material qualification and mix design tests to include• 1. Three series of tests of sand or fine aggregate material from the proposed source. Tests shall include procedures defined in Paragraph 2.01. 2. Three moisture -density relationship tests prepared using the material 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. 3. 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 curing. 1.04 DESIGN REQUIREMENTS A Design sand -cement mixture to produce a minimum unconfined compressive strength of 100 pounds per square inch in 48 hours when compacted to 95 percent in accordance with ASTM D558 and when cured in accordance with ASTM D1632, and tested in accordance with ASTM D1633. Mix for general use shall contain a minimum of 1-1/2 sacks of cement per cubic yard. Compact mix with a moisture content on the dry side of optimum. 02252-1 04/2002 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: 1. Classified as SW, SP or SM by the United Soil Classification System of ASTM D2487. 2. 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. 3. 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 periodically Material samples will be obtained and tested in accordance with Paragraph 2.01, Materials, if there is evidence of change in material characteristic. 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 02252-3 04/2002 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 No separate or additional payment will be made for surface water control, ground water control, or for excavation drainage Include in the unit price for the installed piping, sewer, conduit, or duct work. C Refer to Section 01200 - Measurement and Payment for unit price procedures. D 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. 1. Cost for item shall include: a. Dewatering and surface water control. b. Protection of pipes, ducts, or other structures encountered including bracing, shoring and sheeting necessary for support. c. Replacement of pipes, ducts, or structures damaged by special excavation operations except where payment for replacement is authorized by Engineer due to deteriorated condition of pipes, ducts, or structure. 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. 2. Include cost for following items in payment for applicable Division 2 - Site Work Sections: a. Trench safety system including sheeting and shoring b. Utility piping installed in trenches excavated under this item. 02318-1 04/2002 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 04/2002 c. Removal and replacement of associated streets, driveways, and sidewalks. E If listed in Bid Schedule, extra hand excavation: Measurement for extra hand excavation is on a cubic yard basis, measured in place. 1. Cost for item shall include: a Dewatering and surface water control. b. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Project. 2. Include cost for placement of extra hand excavation in payment for Extra Work Bid Item for Extra Placement of Material. 3. Include cost for following items in payment for applicable Division 2 - Site Work Sections: a. Trench safety system including sheeting and shoring b. Removal and replacement of associated streets, driveways, and sidewalks. F 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. 1. Cost for item shall include: a. Dewatering and surface water control. b. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Project. 2. Include cost for placement of extra machine excavation in payment for Extra Work Bid Item for Extra Placement of Material. 3. Include cost for following items in payment for applicable Division 2 - Site Work Sections: a. Trench safety system including sheeting and shoring b. Removal and replacement of associated streets, driveways, and sidewalks. G If listed in Bid Schedule, there will be payment for extra placement of material: 1. 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 in conjunction with the Work. 2. Cost for this item shall include resodding required for surface restoration within designated limits of Extra Hand Excavation or Extra Machine Excavation. H If listed in Bid Schedule, there will be payment for extra placement of special excavation: 1. Measurement for extra placement of special material is on a cubic yard basis, measured in place. 2. Cost for this item shall include geotextile material and concrete trench dams required to complete the placement of special material conforming to the Specifications. 02318-2 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES I No payment will be made for delays in completion of Work resulting from extra unit price Work. 04/2002 02318-3 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 1.03 DEFINITIONS 04/2002 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 augering, 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 Fxtra Hand Excavation or Extra Machine Excavation Placement and compaction shall confoiin 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 confoini 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 mrtial 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. 02318-4 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES Unsuitable Material: Unsuitable soil materials are the following: 1. Materials that are classified as ML, CL-ML, MH, PT, OH and OL according to ASTM D 2487. 2. Materials that cannot be compacted to required density due to either gradation, plasticity, or moisture content. 3. Materials that contain large clods, aggregates, stones greater than 4 inches in any dimension, debris, vegetation, waste or any other deleterious materials. 4. 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. 0 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 depressurization 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. 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. 1. Dry Stable Trench: Stable and substantially dry trench conditions exist in pipe embedment zone as a result of typically dry soils or achieved by ground water control (dewatering or depressurization) for trenches extending below ground water level. 2. 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. Q 04/2002 02318-5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. 3. 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, sliding, boiling, 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 deteitnined 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 Shoring 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. 105 SUBMITTALS 04/2002 02318-6 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES A Conform to Section 01350 - Submittals. B Submit a written description for information only of the planned typical method of excavation backfill placement and compaction, including: 1. Sequence of work and coordination of activities. 2. Selected trench widths. 3. Procedures for foundation boxes and otherpremanufactured td edment ad systems while 4. Procedure for usese of trench assuring specified compaction against undisturbed soil. 5. Procedure for installation of Special Shoring at locations identified on the Drawings. C Submit a ground and surface water n Waterrdance with andand SurfacerW ferments in this Section and Section 01564 Control of Ground 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 byan independent West Testing Laboraboratory lded by the tory Serviceand as wner in accordance with requirements of Section 01450 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 01563 - Tree and PlanttProtDection.gs, and in accordance with requirements of Section 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 02318-7 04/2002 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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 water pressures as applicable, and to prevent ground movements affecting adjacent installations or improvements such as structures pavements and utilities. Special shoring may be 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: 04/2002 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: 1. 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 02318-8 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2. Class IP. Poorly graded gravels and sands, silty gravels and sands, little to moderate fines: a. Plasticity index: nonplastic to 4. b. 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. 3. Class III: Clayey gravels and sands, poorly graded mixtures of gravel, sand, silt, and clay (GC, SC, and dual classifications, e.g., SP-SC): a. Plasticity index: greater than 7. b. Gradation. amount passing No. 200 sieve - between 12 percent and 50 percent. 4. Class IVA: Lean clays (CL). a. 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. b. Liquid limit. less than 50. c. Gradation: amount passing No. 200 sieve - greater than 50 percent. d Inorganic. 5. Class IVB: Fat clays (CH) a. Plasticity index: above A line. b. Liquid limit: 50 or greater. c. Gradation: amount passing No. 200 sieve - greater than 50 percent. d. Inorganic. 6. 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 may be 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 materials 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, debris, trash, organic material, unstable material, non -soil matter, hydrocarbon or other contamination, conforming to the following limits for deleterious materials: 1. Clay lumps: Less than 0.5 percent for Class I, and less than 2.0 percent for Class II, when tested in accordance with ASTM C 142. 02318-9 04/2002 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2. Lightweight pieces• Less than 5 percent when tested in accordance with ASTM C 123. 3. Organic impurities: No color darker than standard color when tested in accordance with ASTM C 40. 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 deteimnined 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: 1. Less than 15 percent passing the number 200 sieve when tested in accordance with ASTM D 1140. The amount of clay lumps or balls not exceeding 2 percent. 2. Material passing the number 40 sieve shall meet the following requirements when tested in accordance with ASTM D 4318: a Liquid limit: not exceeding 25 percent. b. Plasticity index: not exceeding 7. 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 3/8" No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 PERCENT PASSING 100 95 to 100 80 to 100 50 to 85 25 to 60 lO to 30 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 3/8" No. 4 No. 8 04/2002 PERCENT PASSING 95 to 100 60 to 80 15 to 40 02318-10 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: H Crushed Aggregates: Crushed aggregates g consist of durable particles obtained from an l approved source and meeting the 1. Materials of one product delivered for the same construction activity from a single source. 2. Non -plastic fines. 3. Los Angeles abrasion test wear not exceeding 45 percent when tested in accordance with ASTM C 131. 4. Crushed aggregate shall have ore crushed faminimum of9es as determined byercent of the 1cles Te Teetained st on the No. 4 sieve with 2 0 Tex-460-A, Part I. 5. Crushed stone: Produced from oversize plant processed stone or gravel, sized by crushing to predominantly angular particles from a naturally occurring single source. Uncrushed gravel are not acceptable materials for embedment where crushed stone is shown on the applicable utility embedment drawing details. 6. Crushed Concrete: Crushed concrete is an acceptable substitute for crushed stone as utility backfill. Gradation and quality control test requirements are the same as crushed stone. Provide crushed concrete produced from noiival weight concrete of uniform quality containing particles of aggregate and cement material, free from other substances such as asphalt, reinforcing steel fragments, soil, waste gypsum (calcium sulfate), or debris 7. Gradations, as determined in accordance with Tex-110-E. SIEVE 1' 3/4" 1/2" 3/8" No. 4 No. 8 04/2002 PERCENT PASSING BY WEIGHT FOR PIPE EMBEDMENT BY RANGES OF NOMINAL PIPES SIZES B11 >15" 95 - 100 60 - 90 25 - 60 0 - 5 NOD 15" - 8" 100 90 - 100 MID 20-55 0-10 0- 5 100 90 - 100 40 70 0 - 15 0 5 02318-11 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. 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: 1. Cement: Type 1 Portland cement conforming to ASTM C150. 2. San& 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 materials: 1) Clay lumps ASTM C142; less than 0.5 percent 2) Lightweight pieces, ASTM C123; less than 5.0 percent. 3) Organic impurities, ASTM C40; color no darker than the standard color. c. Plasticity index of 4 or less when tested in accordance with ASTM D4318. 3. 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 4. 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 unifouu properties to allow practical construction and quality control. 04/2002 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 material to be delivered Tests shall verify that the materials 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: 02318-12 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 1. 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. 2. Plasticity of material passing the No. 40 sieve. 3. Los Angeles abrasion wear of material retained on the No. 4 sieve. 4. Clay lumps. 5. Lightweight pieces 6. Organic 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 in Section 03300 - Cast -in -Place Concrete. F Geotextile (Filter Fabric): 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 barricades and warning 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 Fmploy a trench safety system as specified in Section 01570 - Trench Safety Systems. 04/2002 02318-13 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. E Install and operate necessary dewatering and surface water control measures to confotnt 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 04/2002 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 (0 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. Piovide sufficient space between shoring cross braces to pelntit equipment operations and handling of forms, pipe, embedment and backfll, 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. 1. Install Special Shoring in advance of trench excavation or simultaneously with the trench excavation, so that the soils within the full height of the trench excavation walls will remain fully laterally supported at all times. 02318-14 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2. For all types of shoring, support trench walls in the pipe embedment zone throughout the installation. Provide trench wall supports sufficiently tight to prevent washing the trench wall soil out from behind the trench wall support. 3. Unless otherwise directed by the Engineer, leave sheeting diiven into or below the pipe embedment zone in place to preclude loss of support of foundation and embedment materials. Leave rangers, waters, and braces in place as long as required to support sheeting, which has been cut off, and the trench wall in the vicinity of the pipe zone. 4. Employ special methods for maintaining the integrity of embedment or foundation material. Before moving supports, place and compact embedment to sufficient depths to provide protection of pipe and stability of trench walls. As supports are moved finish placing and compacting embedment. 5. If sheeting or other shoring is used below top of the pipe embedment zone, do not disturb pipe foundation and embedment materials by subsequent removal. Maximum thickness of removable sheeting extending into the embedment zone 1 inch Fill voids left on removal of supports with compacted backfill material. G Use of Trench Shields. When a trench shield (trench box) is used as a worker safety device, the following requirements apply: 1. Make trench excavations of sufficient width to allow shield to be lifted or pulled freely, without damage to the trench sidewalls. 2. Move trench shields so that pipe, and backfill materials, after placement and compaction, are not damaged nor disturbed, nor the degree of compaction reduced. 3. When required, place, spread, and compact pipe foundation and bedding materials beneath the shield. For backfill above bedding move the shield as backfill is placed and ramped in. Place and compact backfill materials against undisturbed trench walls and foundation. 4. Maintain trench shield in position to allow sampling and testing to be performed in a safe manner. 3.04 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 confoiniing with requirements in this Section C Do not place stockpiles of excavated materials on streets and adjacent pioperties Maintain site conditions in accordance with Section 01500 - Temporary Facilities and Controls. 04/2002 02318-15 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 Fxcavate 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. 04/2002 B Place geotextile, if specified, to prevent particle migration from the in -situ into open- giaded (Class I) embedment materials or drainage layers. C Place embedment including bedding, haunching and initial backfi ll 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 and trench is unstable. 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. Perfoim placement and compaction directly against the undisturbed soils in the trench sidewalls, or against sheeting which is to remain in place. 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 alloyv 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 dui ing compaction of haunch areas and placement beside the pipe with sand bags or other suitable means. 02318-16 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES H Place electrical conduit directly on foundation without bedding. 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. 1. Class I embedment materials. a Maximum 6-inches compacted lift thickness. b. Systematic compaction by at least two passes of vibrating equipment. Increase compaction effort as necessary to effectively embed the pipe to meet the deflection test criteria. c. Moisture content as determined by Contractor for effective compaction without softening the soil of trench bottom, foundation or trench walls. 2. Class II embedment and cement stabilized sand. a. Maximum 6-inches compacted thickness. b. Compaction by methods determined by Contractor to achieve a minimum of 95 percent of the maximum dry density as determined according to ASTM D 698 for Class II materials and according to ASTM D 558 for cement stabilized materials. c. Moisture content of Class II materials within 3 percent of optimum as determined according to ASTM D 698. Moisture content of cement stabilized sands on the dry side of optimum as determined according to ASTM D 558 but sufficient for effective hydration. J Place trench dams in Class I embedments in line segments longer than 100 feet between manholes, and not less than one in every 500 feet of pipe placed Install additional dams as needed to achieve workable construction conditions. Do not place trench dams closer than 5 feet from manholes. 3.08 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 deteiiuined 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 rigid pavement. For asphalt concrete, use flexible base material within one foot below pavement subgrade. D For water lines backfill in trench zone, including auger pits, with bank run sand, select fill, or random backfill material as specified in this Section. 04/2002 02318-17 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES E For trench excavations under pavement, place trench zone backfill in lifts and compact by methods indicated below. Fully compact each lift before placement of the next lift. 1. Bank 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 2. Cement -stabilized sand. a. Maximum lift thickness determined by Contractor to achieve uniform placement and required compaction, but not exceeding 24 inches. b. Compaction by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 558. c. Moisture content on the dry side of optimum determined according to ASTM D 558 but sufficient for cement hydration. 3. Select fill a. Maximum 6-inches compacted thickness. b. Compaction by equipment providing tamping or kneading impact to a minimum of 95 percent of the maximum dry density determined according to ASTM D 698. c. Moisture content within 2 percent of optimum determined according to ASTM D 698. F For trench excavations outside pavements, a random backfill of suitable material may be used in the trench zone. 1. Fat clays (CH) may be used as trench zone backfill outside paved areas at the Contractor's option. If the required density is not achieved, the Contractor, at his option and at no additional cost to the Owner, may use lime stabilization to achieve compaction requirements or use a different suitable material 2. Maximum 9-inch compacted lift thickness for clayey soils and maximum 12-inch lift thickness for granular soils. 3. Compact to a minimum of 90 percent of the maximum dry density determined according to ASTM D 698, or to same density as adjacent soils. 4. Moisture content as necessary to achieve density. 3.09 MANHOLES, JUNCTION BOXES AND OTHER PIPELINE STRUCTURES 04/2002 A Meet the requirements of adjoining utility installations for backfill of pipeline structures, as shown on the Drawings. 02318-18 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 unifoiui 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 02318-19 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 3.12 FIELD QUALITY CONTROL A Quality Control 1. The Engineer may sample and test backfill at: a. Sources including borrow pits, production plants and Contractor's designated off -site stockpiles. b. On -site stockpiles. c. Materials placed in the Work. 2. The Engineer may resample material at any stage of work or location if changes in characteristics are apparent. B Production Verification Testing: The City's testing laboratory will provide verification testing on backfill materials as directed by the Engineer. Samples may be taken at the source or at the production plant, as applicable. C Provide excavation and trench safety systems at locations and to depths required for testing and retesting during construction D Tests will be performed on a minimum of three different samples of each material type for plasticity characteristics, in accordance with ASTM D 4318, and for gradation characteristics, in accordance with Tex-101-F 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 in accordance with ASTM D 558. Additional moisture -density relationship tests will be perfouned 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 perfoiined according to ASTM D 1556, or ASTM D 2922 and ASTM D 3017, and at the following frequencies and conditions. 1. A minimum of one test for every 20 cubic yards of compacted embedment and for every 50 cubic yards of compacted trench zone backfill material. 2. A minimum of three density tests for each full shift of Work when backfill is placed. 3. Density tests will be distributed among the placement areas. Placement areas are: foundation, bedding haunching initial backfill and trench zone. 4. The number of tests will be increased if inspection determines that soil type or moisture content are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density, as specified. 5. Density tests may be performed at various depths below the fill surface by pit excavation. Material in previously placed lifts may therefore be subject to acceptance/rejection. 6. Two verification tests will be perfon ned adjacent to in -place tests showing density less than the acceptance criteria. Placement will be rejected unless both verification tests show acceptable results. 04/2002 02318-20 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 7. Recompacted placement will be retested at the same frequency as the first test series, including verification tests. G Recondition, recoinpact, 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 04/2002 02318-21 CITY OF PFARLAND SUBGRADE Section 02335 SUBGRADE 1.0 GENERAL 1.01 SECTION INCLUDES A Foundation course of lime stabilized or lime/fly ash stabilized natural subgrade material. 1.02 UNIT PRICES A If included in the bid form, measurement and payment for Subgrade is on a square yard basis. Separate measurement will be made for each different required thickness of stabilized subgrade. B No separate payment will be made for Subgrade associated with pavement repair as described in Section 02980 — Pavement Repair and Resurfacing. C 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 certificates stating that hydrated lime, quicklime, or commercial lime slurry complies with these specifications. C Submit weight tickets, certified by supplier, with each bulk delivery of lime to work site. D Submit manufacturer's description and characteristics for rotary speed mixer and compaction equipment for approval 1.04 TESTS A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B Tests and analysis of soil materials will be performed in accordance with ASTM D4318. C Sampling and testing of lime slurry shall be in accordance with Tex-600-J. 04/2002 02335-1 CITY OF PEARLAND SUBGRADE D Sample mixtures of hydrated lime or quicklime in slurry form will be tested to establish compliance with specifications. E Soil will be evaluated to establish percent of hydrated lime, fly ash, quicklime, or lime slurry to be applied to subgrade material. F Moisture -density relationship will be established on material sample from roadway, after stabilization with lime, in accordance with ASTM D698. 1.05 DELIVERY, STORAGE, AND HANDLING A Bagged lime shall bear manufacturer's name, product identification, and certified weight. Bags varying more than 5 percent of certified weight may be rejected; average weight of 50 random bags in each shipment shall not be less than certified weight. B Store lime in weatherproof enclosures. Protect lime from ground dampness. C Quicklime can be dangerous; exercise extreme caution if used for the Work. Contractor shall become informed about recommended precautions in the handling, storage and use of quicklime. 2.0 PRODUCTS 2.01 WATER A Water shall be clean; clear; and free from oil, acids, alkali, or organic matter. 2.02 LIME A Type A - Hydrated lime: Dry material consisting essentially of calcium hydroxide or mixture of calcium hydroxide and an allowable percentage of calcium oxide and magnesium hydroxide. B Type B - Commercial lime slurry' Liquid mixture consisting essentially of lime solids and water in slurry form. Water or liquid portion shall not contain dissolved material in sufficient quantity to be injurious or objectionable for purpose intended C Type C - Quicklime: Dry material consisting essentially of calcium oxide. Furnish quicklime in either of the following grades: 1. Grade DS: Pebble quicklime of a gradation suitable for use in the preparation of a slurry for wet placing. 2. Grade S: Finer -graded quicklime for use in the preparation of a slurry for wet placing. Do not use grade S quicklime for dry placing. (So called "Blue Lime" is not acceptable) 04/2002 02335-2 CITY OF PEARLAND SUBGRADE D Lime shall confoiin to following requirements: CHEMICAL COMPOSITION TYPE A B C Active % by weight lime content Ca(OH)2 CaO 90.0 mine 87.0 mine - + Unhydrated lime content, % by weight CaO 5.0 max - 87.0 min water content, % by weight H2O 5.0 max - - Free SWING Wet Sieve, as % by weight residue retained: No. 6 0.2 max 0.2 max2 8.0 max3 No. 30 4.0 max 4.0 - max2 Dry sieve, as % by weight residue retained: 1-inch - - 0.0 3/4-inch - - 10.0 max Notes: ' Maximum lime content. 5.0% by weight CaO shall be allowed in detennining total active 2 Maximum solids content of slurry. 3 exceed active 2.0% hme content, by weight as CaO, of original in retained C lime. on the No. 6 sieve shall Total not material Type E Lime slurry may be delivered to the job site as commercial lime, or may be prepared at the job site by using hydrated hme or quicklime. The slurry shall be free of liquids other than water and shall be of a consistency that can be handled and uniformly applied without difficulty. 2.03 FLY ASH A Residue or ash remaining after burning finely pulverized coal at high temperatures conforming to the requirements of ASTM C618, Class C, and the following: 1. Have a minimum CaO content of 20 percent. 2. Loss on ignition shall not exceed 3 percent. 3. Contain no lignite ash. 04/2002 02335-3 CITY OF PEARLAND SUBGRADE 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted subgrade is ready to support imposed loads. B Verify subgrade lines and grades are correct. 3.02 PREPARATION A Complete backfill of new utilities below future grade. B Cut material to bottom of subgrade using an approved cutting and pulverizing machine meeting following requirements: 1. Cutters accurately provide a smooth surface over entire width of cut to plane of secondary grade. 2. Visible indication that cut is to proper depth. C Alternatively, scarify or excavate to bottom of stabilized subgrade. Remove material or windrow to expose secondary grade. Correct wet or unstable material below secondary grade by scarifying, adding lime, and compacting. Obtain unifoun stability. 3.03 LIME SLURRY APPLICATION A Mix hydrated lime or quicklime with water to form a slurry of the solids content specified. Commercial lime slurry shall have dry solids content as specified. Confouuni to cautionary requirements of Paragraph 1.06C concerning use of quicklime. B Apply slurry with a distributer truck equipped with an agitator to keep lime and water in a consistent mixture. Make successive passes over measured section of roadway to attain proper moisture and lime content. Limit spreading to an area where preliminary mixing operations can be completed on the same working day. C Apply so that dry subgrade will contain a minimum lime content of 5 percent by weight of dry subgrade unless otherwise instructed by Testing Laboratory. 3.04 PRELIMINARY MIXING A Do not mix and place material when temperature is below 40 degrees F and falling. Base may be placed when temperature taken in shade and away from artificial heat is above 35 degrees F and rising. B Use approved single -pass or multiple -pass rotary speed mixers to mix soil, lime, and water to required depth. Obtain a homogeneous friable mixture free of clods and lumps. C Shape mixed subgrade to final lines and grades. D Eliminate following operations and final mixing if pulverization requirements of Paragraph 3.05C can be met during preliminary mixing 04/2002 02335-4 CITY OF PEARLAND SUBGRADE 1. Seal subgrade as a precaution against heavy rainfall by rolling lightly with light pneumatic rollers. 2. Cure soil -lime material for 1 to 4 days. Keep subgrade moist during cure. 3.05 FINAL MIXING A Use approved single -pass or multiple -pass rotary speed mixers to unifoinily mix cured soil and lime to required depth. B Add water to bring moisture content of soil mixture to a minimum of optimum or above. C Mix and pulverize until all material passes a 1 inch sieve; a minimum of 90 percent, excluding nonslaking fractions, passes a 3/4-inch sieve; and a minimum of 65 percent excluding nonslaking fractions passes a No. 4 sieve. D Shape mixed subgrade to final lines and grades. E Do not expose hydrated lime to open air for more than 6 hours during interval between application and mixing. Avoid excessive hydrated lime loss due to washing or blowing. 3.06 COMPACTION A Aerate or sprinkle to attain optimum moisture content as deteuunined by Testing Laboratory. Remove and reconstruct sections where average moisture content exceeds ranges specified at time of final compaction B Start compaction immediately after final mixing, unless approved by Engineer. C Spread and compact in two or more approximately equal layers where total compacted thickness is to be greater than 8 inches D Compact with approved heavy pneumatic or vibrating rollers, or a combination of tamping rollers and light pneumatic rollers. Begin compaction at the bottom and continue until entire depth is uniformly compacted. E Do not allow stabilized base to mix with underlying material Correct irregularities or weak spots immediately by replacing material and recompacting. F Compact to following minimum densities at a moisture content of optimum to 3 percent above optimum as determined by ASTM D698, unless otherwise indicated on the Drawings: 1. Areas to receive pavement without subsequent base course: Minimum density of 98 percent of maximum dry density. 2. Areas to receive subsequent base course: Minimum density of 95 percent of maximum dry density. G Seal with approved light pneumatic tired rollers: Prevent surface hair line cracking. Rework and recompact at areas where hair line cracking develops. 04/2002 02335-5 CITY OF PEARLAND SUB GRADE H All references to lime or lime slurry shall include fly ash as appropriate for application, mixing, and compaction. Contractor shall conduct operations to minimize elapsed time between mixing and compacting fly -ash stabilized subgrade in order to take advantage of rapid initial set characteristics. Complete compaction within 2 hours of commencing compaction, and not more than 6 hours after adding and mixing the last stabilizing agent. 3.07 CURING A Moist cure for a minimum of 3 days before placing base or surface course, or opening to traffic. Time may be adjusted as approved by Engineer. Subgrade may be opened to traffic after 2 days if adequate strength has been attained to prevent damage. Restrict traffic to light pneumatic rollers or vehicles weighing less than 10 tons. B Keep subgrade surface damp by sprinkling. Roll with light pneumatic roller to keep surface knit together. C Place base, surface, or seal course within 14 days after final mixing and compaction unless prior approval is obtained from Engineer. 3.08 TOLERANCES A Completed surface shall be smooth and conform to typical section and established lines and grades. B Top of compacted surface: Plus or minus 1/4 inch in cross section or in 16 foot length. 3.09 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B A minimum of one phenolphthalein test will be made at random locations per 1000 linear feet per lane of roadway or 500 square yards of base to determine in -place depth. C Contractor may, at his own expense, request additional cores in the vicinity of cores indicating nonconforming in -place depths If the average of the tests falls below the required depth, place and compact additional material at no cost to the Owner. D Compaction Testing will be perfouued in accordance with ASTM D 1556 or ASTM D2922 and ASTM D3017 at a random locations near depth determination tests. Rework and recompact areas that do not conform to compaction requirements at no cost to the Owner. E Fill test sections with new compacted lime stabilized subgrade. 04/2002 02335-6 CITY OF PEARLAND SUBGRADE 3.10 PROTECTION A Maintain stabilized subgrade to lines and grades and in good condition until placement of base or surface course. Protect the asphalt membrane, if used, from being picked up by traffic. B Repair defects immediately by replacing material to full depth. END OF SECTION 04/2002 02335-7 CITY OF PEARLAND GEOTEXTILE Section 02370 GEOTEXTILE 1.0 GENERAL 1.01 SECTION INCLUDES A Geotextile fabric, also called filter fabric, in applications such as under a granular fill, as a pipe embedment wrap, around the exterior of a tunnel liner, or around the foundations of pipeline structures. 1.02 UNIT PRICES A Unless listed by the square yard in place in the Bid Schedule, no separate payment will be made for work performed under this Section. Include the cost of such work in unit prices for work requiring geotextile, such as embankment, pipe embedment, sewer line in tunnel, or placement of manhole foundations, as appropriate. 1.03 SUBMITTALS A Conform to Section 01350 - Submittals. B Submit the standard manufacturer's catalog sheets and other pertinent information, for approval, prior to installation. C Submit installation methods, as a part of the work plan for tunneling or for excavation and backfill for utilities. Obtain approval from Engineer for geotextile material and the proposed installation method prior to use of the geotextile. 2.0 PRODUCTS 2.01 GEOTEXTILE A Provide a geotextile (filter fabric) designed for use in geotechnical applications which forms a permeable layer or media while retaining the soil matrix. B Use a fabric which meets the physical requirements for Class A Subsurface Drainage installation conditions as defined in AASHTO M288 and as specified in paragraph 2.02. 2.02 PROPERTIES A Material: Nonwoven, nonbiodegradable fabric consisting only of continuous chain polymer filaments or yarns, at least 85 percent by weight polyolefins, polyesters or polyamide, formed into a dimensionally stable network. B Chemical Resistance* Inert to commonly encountered chemicals and hydrocarbons over a pH range of3to12. 04/2002 02370-1 CITY OF PEARLAND GEOTEXTILE C Physical Resistance: Resistant to mildew and rot, ultraviolet light exposure, insects and rodents. D Minimum Test Values: PROPERTY VALUE (MIN) TEST METHOD 180 lbs ASTM D 4632 Grab strength 50 lbs ASTM D 4533 Trapezoidal Tear Strength Puncture Strength 80 lbs ASTM D 4833 290 psi ASTM D 3786 Mullen Burst Strength Apparent Opening Size (1) 0.25 mm ASTM D 4751 Permittivity 0.2 ASTM D 4491 (seC1) (1) Maximum average roll value 3.0 EXECUTION 3.01 LINE WORK A Use geotextile with backfill for utilities in conformance with Section 02318 - Excavation and Backfill for Utilities. END OF SECTION 04/2002 02370=2 CITY OF PEARLAND AUGERING PIPE AND CASING Section 02415 AUGERING PIPE AND CASING 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 installation and water or sanitary sewer pipes. B Contractor shall select a method of construction by augering, which can be demonstrated to successfully complete the Project. 1.02 MEASUREMENT AND PAYMENT A Payment of augered casing with water and sewer pipes will be full compensation for all labor, equipment, casing, water and sewer pipes, materials and supervision for construction, complete in place, including dewatering, augering, joints, spoil removal, pipe installation, grouting, utility adjustments, testing, cleanup, and other work necessary for construction as shown on the Drawings and as specified. B Augered casing with water and sewer pipes will be measured along the axis of the pipe from end to end of the casing. C Payment of augered pipe will be full compensation for labor, pipe, equipment, materials, and supervision for construction complete in place including dewatering, jacking, utility adjustments, testing, cleanup, and other work necessary for construction as shown on the Drawings and as specified. D 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 lanes or from a line to an appurtenance will be measured between the centerlines of each. E 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 conform to requirements in Section 01570 - Trench Safety Systems. F 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 augering. G If open -cut construction is requested by Contractor for his convenience in areas designated for augering, and if approved in advance by the Engineer, such areas shall be paid for at the Contract Unit Price for open -cut installation. Payment includes necessary surface restoration and pavement repair. 04/2002 02415-1 CITY OF PEARLAND AUGERING PIPE AND CASING H No separate payment will be made for the repair of public or private utilities damaged during augering. It is the contractors responsibility to located and protect all utilities during construction. 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 sewer pipe by first drilling a small diameter pilot hole from shaft to shaft, followed by reaming the bore to full diameter by augering 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 pipe shall be defined as the Contractor's installed sewer pipe in casing. 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. 1. American Railway Engineering Association (AREA) Manual for Railway Engineering 2. American Association of State Highway and Transportation Officials (AASHTO) 1.05 REGULATORY REQUIREMENTS A Conform to Texas Department of Transportation for installations under state highways. Owner will obtain required permits for State Highway crossings. City will make submittal to TxDOT. Contractor will supply Traffic Control Plans. B Installations under railroads: 1. Secure and comply with requirements of right -of -entry for crossing railroad company's easement or right-of-way from railroad companies affected. Comply with railroad permit requirements. Submit copy to the Engineer. 2. Use dry augei method only. 3. No extra compensation for damages due to delays caused by the railroad requesting work to be done at hours which will not inconvenience the railroad. 04/2002 02415-2 CITY OF PEARLAND AUGERING PIPE AND CASING 4. Maintain minimum 35-foot clearance from centerline of tracks. 1.06 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 Augering Operation. 1. Submit for review a Pipe and Casing Augering 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. 2. Depending on the Contractor's method of construction, the Pipe and Casing Augering Work Plan shall be submitted on the following items: a. Arrangement drawings and technical specifications of the augering 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. £ 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. 3. Casing and pipe fabrication drawings, including joint details. C Trench Safety 1. Shall be in accordance with Section 01570 - Trench Safety System. 2. 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 Augering Work Plan. 04/2002 02415-3 CITY OF PFARLAND AUGERING PIPE AND CASING D Quality Control Methods. At least 30 days prior to the start of augering, the Contractor shall submit a description of the quality control methods proposed for use in this operation to the City Engineer. The submittal shall include: 1 Supervision. Supervisory control to ensure that work is performed in accordance with the Drawings and Specifications, and Pipe and Casing Augering Work Plan. 2. Line Grade. Procedures for surveying, controlling and checking line and grade, including field forms. 3. Augering Observation and Monitoring. Procedures for preparing and submitting daily logs of augering operations, including field forms. 4. Products and Materials. A plan for testing and submittal of test results to demonstrate compliance with the specification and Contractor s design critei is for permanent products, material and installations. The plan shall identify applicable standards and procedures for testing and acceptance. 5. Monitoring Settlement. Submit a settlement Monitoring Plan if requested by the Engineer. 1.07 CRITERIA FOR DETERMINING INSTALLATION LOADS A Pipes and casings shall be selected by the Contractor to carry overburden pressure and applicable surcharge and installation loads. B The criteria to be used for truck loading shall be HS-20 vehicle loading distributions in accordance with AASHTO. C The Contractor shall be responsible for the selection of the casing, pipe and pipe joints to carry the thrust of the jacks or loads due to the pulling mechanism. D The Contractor shall select the diameter of the casing to meet the minimum dimensions defined in the 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 Sanitary 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. 04/2002 02415-4 CITY OF PEARLAND AUGERING PIPE AND CASING C Water pipe shall be provided in accordance with Section 02510 — Water Mains. The water 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. D For grouting materials refer to Section 02430 - Tunnel Grout. E Insulators: Where casings are required by Drawings, casing insulator width 8 inches for pipe sizes 4 to 14 inches; 12 inches for pipe sizes 16 to 30 inches. 1. For welded steel pipe 12 inches and smaller, use Pipeline Seal & Insulator Model PE, or approved equal. 2. For other pipe materials, use Pipeline Seal & Insulator Model C8G-2 or approved equal for pipe sizes up to 12 inches. 3. For all pipe sizes above 12 inches, use Pipeline Seal & Insulator Model Cl2G-2 or approved equal. F Casing End Seals: Where casings are required by Drawings, provide Pipeline Seal & Insulator Model C or approved equal. 3.0 EXECUTION 3.01 PROTECTION AND SAFETY A Contractor shall be responsible for means and methods for augering 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 augering 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. C Provide steerable front section of casing to allow vertical grade adjustments. A water level or other means shall be provided to allow monitoring 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. 04/2002 02415-5 CITY OF PEARLAND AUGERING PIPE AND CASING 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 Contractoi 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 augering 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 reaming the pilot hole. The diameter of the augered hole shall be not mole than 1 inch greater than the outside diameter of the installed pipe measured from the barrel of the pipe. Place excavated material outside the working pit and dispose of it, as specified in Section 01500 - Tempoiary Facilities and Controls. Jetting is not permitted Augered holes which do not meet the specified tolerances shall be grouted. 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. 04/2002 02415-6 CITY OF PEARLAND AUGERING PIPE AND CASING F Acceptance criteria 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 JACKING A Comply with Section 01570 - Tiench Safety Systems for all pits, access shafts, end trenches and other excavations relating to work required by this specification. B If grade of pipe at jacking end is below ground surface, excavate suitable pits or trenches for conducting jacking operations and for placing end joints of pipe. Wherever end trenches are cut in sides of embankment or beyond it, sheath securely and brace such work to prevent earth caving. C No more than one joint shall be made-up in pit or trench prior to jacking. D Construction shall not interfere with operation of railroad, street, highway, or other facility, nor weaken or damage embankment or structure. E Duiing construction operations, furnish and maintain barricades and lights to safeguard traffic and pedestrians as directed by the Engineer, until such time as backfill has been completed and removed from site. F Provide heavy-duty jacks suitable for forcing pipe through embankment. Use suitable Jacking head, usually of timber, and suitable bracing between jacks and jacking head and suitable jacking frame or backstop so that jacking pressure will be applied to pipe uniformly around ring of pipe. Set pipe to be jacked on guides, properly braced together, to support section of pipe and to direct it in proper line and grade. Place jacking assembly in line with direction and grade of pipe. Excavate embankment material Just ahead of pipe and remove material through pipe. Force pipe through embankment with jacks, into space thus provided G Conform excavation for underside of pipe to contour and grade of pipe, for at least one third of circumference of pipe. Provide clearance of not more than 2 inches for upper half of pipe. Taper off upper clearance to zero at point where excavation conforms to contour of pipe.Distance that excavation shall extend beyond end of pipe depends on character of material, but it shall not exceed 2 feet in any case. Decrease distance on instructions from the Engineer, if character of material being excavated makes it desirable to keep advance excavation closer to end of pipe. 04/2002 02415-7 CITY OF PEARLAND AUGERING PIPE AND CASING H Jack pipe from low or downstream end Lateral or vertical variation in final position of pipe from line and grade established by the Engineer will be permitted only to extent of 1 inch in 10 feet, provided such variation is regular and only in one direction and that final grade of flow line is in direction indicated on plans. I Use cutting edge of steel plate around head end of pipe extending short distance beyond end of pipe with inside angles or lugs to keep cutting edge from slipping back onto pipe. J Once jacking of pipe is begun, carry on without interruption to prevent pipe from becoming firmly set in embankment. K Remove and replace any pipe damaged in jacking operations. L Backfill pits or trenches excavated to facilitate jacking operations immediately after completion of jacking of pipe. M Grout annular space when loss of embankment occurs or when clearance of two inches is exceeded. 3.05 INSULATOR INSTALLATION A There must be no inadvertent metallic contact between casing and metallic carrier pipe. Spacing of spacers should ensure that carrier pipe is adequately supported throughout its length, particularly at ends, to offset settling and possible electrical shorting. End spacer must be within 6 inches of end of casing pipe, regardless of size of casing and carrier pipe or type of spacer used. Casing spacers are designed to withstand much greater loads than can be safely applied to most coatings. Therefore, spacing between spacers depends largely on load bearing capabilities of pipe coating and flexibility of pipe. B Bottom of trench adjacent to each end of casing should be graded to provide firm, uniform and continuous support for carrier pipe. If trench requires some backfill to establish final trench bottom grade, backfill material should be placed in 6-inch lifts and each layer properly compacted. C Casing spacers should be installed in accordance with manufacturer's instructions. Special care should be taken to ensure that all subcomponents are correctly assembled and evenly tightened, and that no damage occurs during tightening of insulators or canier pipe insertion. D Annulus between carrier pipe and casing should be sealed with casing end seals at each end of casing. E Insulator Spacing: 1. Spacing shall be as shown on Drawing with maximum distance between spacers to be 10 feet for pipe sizes 4 to 14 inches and 8 feet for pipe sizes 16 to 30 inches. 2. For ductile iron pipe, flanged pipe, or bell -and -spigot pipe, spacers should be installed within one foot on each side of bell or flange and one in center of joint when 18- to 20-foot-long joints are used. 04/2002 02415-8 CITY OF PEARLAND AUGERING PIPE AND CASING 3. If casing or carrier pipe is angled, bent or dented, spacing should be reduced. 3.06 AUGER PITS A Contractor's Pipe and Casing Augering 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 - Fxcavation and Bacicfill 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. D Backfill auger pits in accordance with Section 02318 - Excavation and Bacicfill for Utilities. 3.07 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. 3.08 INFILTRATION LEAKAGE TESTING A Pipes installed by augering shall be tested in accordance with Section 02530 - Gravity Sanitary Sewers and Section 02510 - Water Mains. 3.09 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 01562 — Waste Material Disposal. END OF SECTION 04/2002 02415-9 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: 1. Pressure grouting of jacked -pipe. 2. Annular grouting of cased or uncased water and sewer pipes. 3. Grouting voids in ground resulting from caving, loss of ground, or settlement. 4. Grouting of manholes constructed in shafts. B Compaction grouting is not part of this 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 Malce 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, grouting sequence, schedule, and stage volumes. 04/2002 02430-1 CITY OF PEARLAND TUNNEL GROUT C Submit a grout mix design report, including* 1. Grout type and designation 2. Grout mix constituents and proportions, including materials by weight and volume. 3. Grout densities and viscosities, including wet density at point of placement. 4. Initial set time of grout. 5. Bleeding, shrinkage/expansion. 6. Compressive strength. D Maintain and submit logs of grouting operations indicating pressure, density, and volume for each grout placement. 2.0 PRODUCTS 2.01 MATERIALS A Grouting materials: Conform to Section 03300 - Cast -in -Place Concrete, except as modified in the following paragraphs. B Grout Type Applications. 1. Grout for pressure grouting and back grouting: Sand -cement mortar mix. 2. Grout for annular grouting: Sand -cement mortar mix. 3. Grout for filling space around manholes in shafts: Sand -cement mortar mix. 4. Ground stabilization: Sand cement mortar mix. C Do not include toxic or poisonous substances in the grout mix or otherwise inject such substances underground 2.02 GROUT A Employ and pay for a commercial testing laboratory, acceptable to the Engineer, to prepare and test the grout mix design. Develop one or more mixes based on the following criteria as applicable: 1. Size of the annular void between sewer pipe and liner, or size of the void between primary liner and the surrounding soil. 2. Absence or presence of groundwater. 3. Adequate retardation. 4. Non -shrink characteristics. 5. Pumping distances. B Prepare mixes that satisfy the required application. Materials used in grout mix shall meet the following standards• 1. Cement: ASTM C 150. 2. Fly Ash: ASTM C618. 3. Water: Potable. 4. Slurry: ASTM C138. 5. Sand for sand -cement mortar mix: ASTM C144. 04/2002 02430-2 CITY OF PEARLAND TUNNEL GROUT C Provide grout that meets the following minimum requirements: 1. Minimum 28 day unconfined compressive strength: 1,000 psi for sand -cement mortar grout. 2. 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. 1. 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. 2. Ensure that admixtures used in a mix are compatible. Provide written confirmation from the admixtures' manufacturers of their compatibility. 3.0 EXECUTION 3.01 PREPARATION A Notify the Engineer at least 48 hours in advance of grouting operations. B Select and operate grouting equipment to avoid damage to new or existing underground utilities and structures. C In selection of 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 dewatering 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 1. 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. 2. 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 3. Pump grout until a material discharging is similar in consistency to that at point of injection 4. In a primary lined tunnel, limit length of pipe installed to 200 feet or less before grouting the same length of sewer line. Repeat this cycle until all pipe is installed and grouted. 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 may be left ungrouted unless the excavated diameter exceeds the external pipe diameter by more than one inch B Inject grout through grout holes in the water and sewer pipes. Drilling holes from the surface or through the carrier pipe walls is not allowed Perfoim 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 04/2002 02430-4 CITY OF PEARLAND TUNNEL GROUT B Take care in grouting operations to prevent damage to adjacent utilities or public or private property. Grout at a pressure that will not distort or imperil any portion of the work or existing installations or structures. C Verify that the void has been filled by volumetric comparisons and visual inspection. In the case of settlement under existing slabs, take cores as directed by the Engineer, at no additional cost to the Owner, to demonstrate that the void has been filled 3.06 FIELD QUALITY CONTROL A Annular Grouting for Sewer Line in Cased or Uncased Augers. 1. 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. 04/2002 END OF SECTION 02430-5 WATER MAINS CITY OF PEARLAND Section 02510 WATER MAINS 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of water mains, including valves fire hydrants, wet connections, cut and plug of mains, disinfection and hydrostatic testing for pipelines. 1.02 UNIT PRICES A Measurement for water mains installed by open cut is on a linear foot basis for each size of pipe installed excluding length of pipe installed in auger or bore. 1. Mains: Measure along axis of pipe and include fittings and valves. 2. Branch Pipe: Measure from axis of main to end of branch. B Measurement for pipe offsets for water main obstruction will be per each offset for each size of water main. Contractor to hand excavate existing utilities (obstruction) to determine if minimum clearance can be met without offset, and if it cannot be met then provide offset If minimum clearance can be provided, then offset is not required. 1.03 QUALITY ASSURANCE A Regulatory Requirements 1. Pipe shall bear Underwriter's Laboratories (UL) label. 2. Pipe material acceptable without penalty to State's community fire insurance rating agency. 3. System acceptable to City and Texas Natural Resource Conservation Commission. 4. Bacteriological disinfection acceptable to local health officials and Texas Department of Health. 5. Water taps and drawoff lines in compliance with local municipal specifications and regulations. 1.04 SUBMITTALS 04/2002 A Product Data: 1 Obtain from pipe manufacturer installation instructions, manuals, and printed recommendations except for Owner furnished pipe. 2. Retain product data on job site for reference. 3. Submit certified record of tests of pipe, fittings, or valves upon request of Engineer. 4. Submit hydrant manufacturer flow and friction loss curve. B Samples: 02510-1 CITY OF PEARLAND WATER MAINS 1. Submit water samples from each 1000 ft. of completed and disinfected water main to health authorities for testing for contamination. 1.05 PRODUCT HANDLING A Deliver pipe to trench in sound, undamaged condition. B Cut pipe neatly avoiding sharp, ragged, or unbeveled plain ends and do not damage lining by cutting. C Remove damaged or rejected materials from project site. 1.06 ENVIRONMENTAL REQUIREMENTS A Do not lay pipe when it is raining or when trench is muddy, soft, or contains standing water. 2.0 PRODUCTS 2.01 FITTINGS A Ductile iron or gray cast iron complying with AWWA C 110. B Mechanical joint fittings: AWWA C 110 and C 111. C Push On Joint Fittings: AWWA C111 D All fittings shall be cement lined according to AWWA C-104. 2.02 POLYVINYL CHLORIDE (PVC) PRESSURE PIPE A Pipe: PVC pressure pipe 4 inches through 12 inches for water shall conform to AWWA C-900. Class 150 pipe shall conform to requirements of DR18. PVC compounds shall conform to ASTM D1784. 04/2002 B Joints: Joints of plastic pressure pipe using elastomeric seals shall conform to ASTM D3139 Elastic seals shall conform to ASTM F-477. C Fittings: Above ground Fittings shall have ductile iron mechanical joints conform to AWWA C-100 with joints meeting the requirements of AWWA C-111 and below ground shall be push on fittings meeting the requirements of AWWA C-111, unless approved otherwise in writing by the Engineer. D Tests: 1. Each standard, random, or short length of pipe and each coupling sleeve, when manufactured from same material as pipe, shall be tested in accordance with USDC CS-272. 2. Use Class 150 except pipe 6 in. or less shall be Class 200. 02510-2 CITY OF PEARLAND WATER MAINS 2.03 FIRE HYDRANTS A Type. Dry -barrel, break -top construction, traffic type conforming to AWWA C 502 with main valve opening at least 5 1/4 in. I.D, according to Section 02514. B Must break cleanly upon impact at or near ground line without loss of water. C Pressure Design. 150 lbs. working pressure and 300 lbs. hydrostatic test pressure. D Compression type main valve such that main valve closes with water pressure. E Materials: Bronze working parts. F Each fire hydrant shall be equipped with two (2) two and one-half (2 /2) inch nominal inside diameter hose nozzles and one (1) 4.492 inch nominal inside diameter pumper nozzle with National Standard Threads on each nozzle Contractor shall verify pumper and hose nozzle sizes and thread requirements with the City of Pearland prior to ordering fire hydrants. G Nozzles: 18 in minimum above nominal grade. H Nozzle Section: Rotatable 360 deg. I Centrifugally -cast ductile iron barrel. J Valve stem shall operate to OPEN COUNTER CLOCKWISE. K Bronze -to -bronze drain mechanism utilizing no facing, 0-rings, or other non-metallic parts. L Drain activated by main operating rod. M Entire inside assembly, including valve seat and all moving parts removable from top. N 6 in. bottom connection and lead-in with 6 in. gate valve and box. 0 Flat bottom, ribbed back and strapping lugs to facilitate installation. P Provisions for lubricating operation threads without disassembly. Q Finish: Paint with one coat of primer and two finishing coats of manufacturer's standard paint Color shall be ACE #225A120 Blue for the Bonnet and ACE #225A100 White for the hose nozzles and stem. R Coat below ground line with asphalt base coating. S Inlet Connection Type: Mechanical joint. T Acceptable Product: 04/2002 02510-3 CITY OF PEARLAND WATER MAINS 1. All fire hydrants for this project shall be manufactured by Mueller, 110 Centurion or CLOW 5 1/4" Medallion. 2. Contractor shall submit shop drawing for fire hydrant prior to ordering fire hydrant. 2.04 VALVES 04/2002 A General: 1. Manual operators: a. Provide handwheel manual operators for in -plant valves. b. Equip buried valves with 2 in. square operating nuts 2. Furnish no less than one operating key with each lot of 10 buried valves with nut operators. 3. Rotation: a. Direction: OPEN COUNTERCLOCKWISE (OPEN LEFT). 4. Shop coating* a. Shop coat ferrous metal surfaces of valves both interior and exterior for corrosion protection. b. Protect internal iron surfaces of valves with coating of 4 mils dft. of two-part thermosetting epoxy: AWWA C 550. c. Protect external iron surfaces of valves with coatings of asphalt varnish, FS TT-V-51. 5. Working and test pressures: a. Valves 2 in. through 12 in.: 200 psi working pressure, 400 psi hydrostatic test pressure b. Valves 14 in. through 36 in.: 150 psi working pressure, 300 psi hydrostatic test pressure B Gate Valves (3 in Through 36 in )• 1. Buried valves: a. Comply with AWWA C500, non -rising stem (NRS); splitwedge, double disc type. b. Cast iron body and bonnet, inside screw. c. Bronze* Seat and disc rings, stem and mountings, and disc wedges. d. 'O' ring sealed stem and 2 in square operating nut. e. Valves 4 in. through 16 in • Vertical type without by-passes. f. Valves 18 in. through 36 in.: Horizontal type with enclosed steel bevel gears, standard size by-pass valves and roller tracks and scrapers. g. Install in section of horizontal pipe. h. Mechanical joint ends with gasketing complying with AWWA C 111. i. Acceptable product: 1) "500 Series ', Kennedy Valve Manufacturing Co. 2) "2480 Series", CLOW 3) "A-2380 Series", Mueller Co. 02510-4 CITY OF PEARLAND WATER MAINS C Gate Valves (Smaller than 3 in.): 1. 2 in and 2 /z in. gate valves: a. 200 psi hydrostatic test pressure, iron body, brass trimmed, double disc gate non -rising stem. b. Acceptable double disc gate valve: "No. 2485", by Crane, "561X" by Kennedy Valve. c. Acceptable screwed gate valve: "No. 480" by Crane, "57X" by Kennedy Valve. 2. Smaller than 2 in." a. 200 psi hydrostatic test pressure, brass body, rising stem, solid wedge, capable of being repacked under pressure when valve is fully open. b. Acceptable threaded end gate valves: "No. 428" by Crane. D Tapping Valves and Tapping Sleeves: 1. Tapping sleeves and valves shall be of the size indicated on the drawings and shall be Mueller H-610 or equal or Mueller H-662 or equal. E Globe Valves: 1. 'A in thru 2 in : a. Rated for 200 psi water service. b. Screwed ends. c. Bronze body and disk. d. Acceptable product: "No. 1250", Crane. F Valve Boxes: 1. Cast iron, threaded screw extension sleeve type, adjustable suitable for depth of cover over pipe, with base and cover. 2. 3/16 in thick, 5 in diameter minimum. 3. Coat valve box, base, and cover with hot bituminous varnish FS TT-V-51. 4. Provide with suitable cast iron bases and covers. 5. Covers: Cast name designating type of service, e.g., "WATER" for water service. 2.05 RELATED MATERIALS A Concrete: As specified in Section 03300 - Cast -in -Place Concrete. B Meter Box: 1. Cast iron to Owner's dimensions: ASTM A 48. 2. Prefabricated cast concrete or plastic meter box to Owner's dimensions. C Underground Coppei Tubing: Type "K" soft annealed, ASTM B 88, straight 20 ft. lengths in 1 '/2 in. and 2 in. sizes. D Underground Curb Stops and Fittings: ASTM B 62, red brass (bronze). 04/2002 02510-5 CITY OF PEARLAND WATER MAINS E Polyethylene wrap as specified in Section 02512 - Polyethylene Wrap, Type I low density 8 mils. thickness. 3.0 EXECUTION 3.01 PREPARATION A Thoroughly clean pipe interiors of foreign matter before being lowered into trench B Clean hydrant and valve interiors of foreign matter before installation. 3.02 INSTALLATION 04/2002 A Inspection: 1. Carefully examine each piece of pipe for soundness and specifications compliance after delivery at trench before placing in trench 2. Remove rejected pipe and fittings from site of work and replace with sound pipe. 3. Pipe and fittings will be rejected because of any of the following• a Cracks in pipe or fittings. b. Damaged or cracked ends. c. Damaged gaskets or gasket groves. d. Less than minimum wall thickness. e. Defects and deformations. B Cleaning• 1. Clean interior of pipe and fittings of foreign matter before laying 2. Keep interiors and ends clean during installation. 3. Keep joint contact surfaces clean during installation 4. Take precautions to prevent foreign material from entering pipe during installation. 5. Do not place rubbish, tools, rags, or other materials in pipe. 6. Whenever pipe laying is stopped, place plugs in uncompleted ends of pipe. C Installation: 1. Install pipe, couplings, and fittings in accordance with pipe manufacturer's recommendations. 2. Install gaskets and necessary lubricants. 3. Full length of each barrel of pipe shall rest solidly on pipe bed with recesses excavated to accommodate bells and joints 4. Take up and relay pipe that has grade or joint disturbed. 5. Do not joint pipe with water in trench. 6. Keep water out of trench until jointing is completed. 7. Do not lay water pipe closer than 10 ft. horizontally from sanitary sewer. 8. Do not locate joints at cross-overs with sanitary sewers closer than 9 ft. from cross -over point. 9. Where water lines cross sanitary sewers, construct sewer from cast iron, ductile iron, or PVC pressure pipe rated for 200 psi for distance of 9 ft. each side of crossing with no joint located within 9 ft. of crossing or construction sewer with 02510-6 CITY OF PEARLAND WATER MAINS initial backfill zone filled with cement stabilized sand (2 or more bags of cement per cubic yard of sand) for all sections of sewer within 9 ft. of the water line). 10. Where pipe ends are left for future connections, install valve and plug or cap end. Twenty foot minimum line section required between valve and plug or cap end. 11. Install concrete thrust blocking at bends and tees and at ends of lines to pi ovide adequate reaction backing. D Polyvinyl Chloride (PVC) Pipe: Install in compliance with ASTM D 2774. E Steel Pipe: Installation in a dry augered hole shall comply with Specification 02417 Augering Pipe for Water Lines F Setting Valves, Valve Boxes, and Fire Hydrants: 1. Set plumb. 2. Center valve boxes on valves. 3. Where feasible, locate valves outside area of roads and streets. 4. Carefully tamp earth fill around each valve box to distance of 4 ft. on all sides or to undisturbed trench face if less than 4 ft. 5. Set hydrants at elevation so that connecting pipe will not have less cover than mains. 6. Set hydrants on slab of concrete. 7. Depth of bury of hydrant is defined as distance from bottom of inlet pipe to ground line. 8. Place concrete thrust block back of hydrant opposite pipe connections set against vertical face of trench to prevent from blowing off line. 9. If character of soil is such that hydrant cannot be securely wedged with thrust block, use 3/4 in. stock bridle rods and rod collars protected by coat of acid -resisting paint. 10. Place not less than 5 cu. ft. of broken stone around base of hydrant to ensure drainage 11. Compact backfill to grade line. 12. Tighten stuffing boxes. 13. Test hydrant and valve in opened and closed position to ensure that parts are in working condition. G Anchorage of Fittings• 1. Anchor tees, elbows and plugs in water mains with concrete thrust blocks. 2. Place blocks so that joints will be accessible for inspection and repair. 3.03 WET CONNECTIONS A Definitions: 1. Wet connections consist of isolating sections of pipe to be connected with installed valves, draining the isolated sections, and completing the connections. 2. Connection of 2 inch or smaller lines, which may be referred to on Drawings as "2 inch standard connections ' or' gooseneck connections" will be measured as 2" wet connections. This item is not to be used as any part of a 2-inch service line. 04/2002 02510-7 CITY OF PEARLAND WATER MAINS B Materials: 1. Corporation stops and saddles shall confoiin to requirements of Section 02515. 2. Valves shall conform to requirements of Section 02541. 3. Brass fittings shall conform to requirements of AWWA C800. C Execution: 1. Plan wet connections in such manner and at such hours as to least inconvenience public. Notify Engineer at least 48 hours in advance of making connections. 2. Do not operate valves on mains in use by Owner. Owner will handle, at no cost to Contractor, all operations involving opening and closing valves for wet connections. 3. Conduct connection operations when Inspector is at job site. Connection work shall progress without interruption until complete, once existing mains have been cut or plugs has been removed for making connections. D 2-Inch Wet Connections 1. Tap water main. Provide and install corporation stops; saddles; copper tubing as required for line and grade adjustment; and brass fittings necessary to adapt to existing main. Provide 2-inch valves when indicated on Drawings for 2-inch copper gooseneck connections. 3.04 CUT, PLUG AND ABANDONMENT OF MAINS A Materials: 1. Concrete for reaction blocks: Class B conforming to requirements of Section 03305. 2. Plugs and clamps shall be suitable for type of pipe to be plugged B Execution 1. Do not begin cut, plug and abandonment operations until replacement main has been constructed disinfected, and tested, and all service lines have been transferred to replacement main. 2. Install plug, clamp, and concrete reaction block and make cut at location shown on Drawings 3. Main to be abandoned shall not be valved off and shall not be cut or plugged other than at supply main or as shown on Drawings 4. After main to be abandoned has been cut and plugged, check for other sources feeding abandoned main. If sources are found, notify Engineer immediately. Cut and plug abandoned main at point of other feed as directed by Engineer. 5. Plug or cap all ends or openings in abandoned main in an acceptable manner approved by Engineer. 6. Remove and dispose of all surface identifications such as valve boxes and fire hydrants. Valve boxes in improved streets, other than shell, may be poured full of concrete after removing cap. 7 Backfill all excavations in accordance with Section 02318 - Excavation and Backfill for Utiltities. 04/2002 02510-8 CITY OF PEARLAND WATER MAINS 8. Repair all street surfaces in accordance with Section 02980 - Pavement Repair and Resurfacing. 3.05 DISINFECTION A All waterlines constructed shall be promptly disinfected before any tests are conducted on waterlines and before waterlines are connected to water distribution system. B Water for disinfection and flushing will be furnished without charge to Contractor. C Preparation: 1. Furnish all required temporary blind flanges, cast-iron sleeves, plugs, and other items needed to facilitate disinfection of new maws prior to connecting them to water distribution system. Normally, each valved section of waterline requires two each 3/4-inch taps. A 2-inch minimum blow -off is required for waterlines up to and including 6-inch diameter. 2. Fire hydrants shall be used as blow -offs to flush newly constructed waterlines 8- inch diameter and above. Where fire hydrants are not available on waterlines, locations and designs for blow -offs shall be as indicated on Drawings. Install temporary blow -off valves and remove promptly upon successful completion of disinfection and testing. Abandon tap by use of a full circle stainless steel clamp. 3. Slowly fill each section of pipe with water in a manner approved by Engineer Average water velocity when filling pipeline should be less than 1 fps and shall not, under any circumstance exceed 2 fps. Before beginning disinfection operations, expel all air from pipeline. 4. All excavations made shall be backfilled immediately after installation of risers or blow -offs. 5. Install blow -off valves at end of main to facilitate flushing at all dead-end water mains. Install permanent blow -off valves as per drawing. D Disinfection: 1. Use not less than 100 parts of chlorine per million parts of water Introduce chlorinating material to water lines in accordance with AWWA C651. After contact period of not less than 24 hours, flush system with clean water until residual chlorine is no greater than 1 0 parts per million parts of water. Open and close valves in lines being sterilized several times during contact period. 2. If a chemical compound is used for a sterilizing agent, it shall be placed in pipes as directed by Engineer. E Bacteriological Testing: 1. After disinfection and flushing of waterlines, bacteriological tests will be performed by Owner or testing laboratory in accordance with Section 01450 - Testing Laboratory Services. If test results indicate need for additional disinfection of waterlines based upon Texas Department of Health requirements Contractor shall perform additional disinfection operations at no additional cost to the Owner. F Completion: 04/2002 02510-9 CITY OF PEARLAND WATER MAINS 1. Upon completion of disinfection and testing, remove risers except those approved for use in subsequent hydrostatic testing, and backfill excavation promptly. 3.06 HYDROSTATIC TESTING A Hydrostatically test all new water pipelines for liquids after disinfection, if required, and before connecting to water distribution system B Pipelines shall be tested in lengths between valves, or plugs, of not more than 1,500 feet unless greater length is approved by Engineer. C Conduct hydrostatic tests in presence of Engineer in accordance with requirements of this Section D Preparation: 1. Disinfect water system pipelines prior to hydrostatic testing. E Test Procedures 1. Furnish, install, and operate connections, pump, meter and gages necessary for hydrostatic testing. 2. Allow pipeline to sit minimum of 24 hours from time it is initially disinfected until testing begins, to allow pipe wall or lining material to absorb water. Contractor should be aware that periods of up to 7 days may be required for mortar lining to become saturated 3. Expel all air and apply a minimum test pressure of 125 psi or 150 psi as directed by Engineer. 4. Maintain test pressure for 8 hours. If a large quantity of water is required to maintain pressure during test, testing shall be discontinued until cause of water loss is identified and corrected F Allowable Leakage for Water Mains: 1. During hydrostatic tests, no leakage will be allowed for sections of water mains consisting of welded joints. 2. Maximum allowable leakage for water mains with rubber gasketed joints: 11.65 gallons per inch nominal diameter per mile of pipe per 24 hours while testing at the required pressure G Correction for Failed Tests: 1. Repair all joints showing visible leaks on surface regardless of total leakage shown on test. Check all valves and fittings to ensure that no leakage occurs that could affect or invalidate test. Remove any cracked or defective pipes, fittings and valves discovered during pressure test and replace with new items. 2. Engineer may direct Contractor to disinfect failed lines after repair and prior to retesting. Conduct subsequent disinfection operations in accordance with requirements under Disinfection 3. Repeat test until satisfactory results are obtained 04/2002 02510-10 CITY OF PEARLAND WATER MAINS H Completion: 1. Upon satisfactory completion testing, remove risers remaining from disinfection and hydrostatic testing, and backfill excavation promptly. END OF SECTION 04/2002 02510-11 CITY OF PEARLAND WATER METERS Section 02511 WATER METERS 1.0 GENERAL 1.01 SECTION INCLUDES A Water meters for customer service, including submeters (i.e., cooling tower meters, sewer credit meters, etc.), for fire service in sizes 5/8 inch through 10 inches. 1.02 UNIT PRICES A Measurement for water meters is on a lump sum basis for installation of each meter type and size. Owner will furnish all water meters. B Refer to Section 01200 - Measurement and Payment for unit price procedures. 2.0 PRODUCTS 2.01 GENERAL A Owner furnishes all water meters. 2.02 CONNECTIONS AND FITTINGS A Connections: Provide pipe in accordance with Section 02510 - Water Mains, restrained joints only. B Fittings: Restrained ductile iron; push -on bell joints or mechanical joint fittings outside of meter vault installations; Class 125 flanged inside meter vaults cement mortar lined and sealed 2.03 LAYING LENGTHS A The minimum length (with 1 inch tolerance) for meter and standard strainer shall be shown as indicated on the detail drawing for water meters. 3.0 EXECUTION 3.01 TAPPING AND SERVICE LINE INSTALLATION A Refer to Section 02541 Water and Wastewater Line Valves for tapping requirements. END OF SECTION 04/2002 02511-1 CITY OF PEARLAND POLYETHYLENE WRAP 1.0 GENERAL 1.01 SECTION INCLUDES Section 02512 POLYETHYLENE WRAP A Polyethylene wrap for cast and ductile iron pipe to be used only in open -cut construction when cathodic protection system is not required by Drawings. 1.02 UNIT PRICES A No separate payment will be made for polyethylene wrap Include cost of polyethylene wrap in unit price for items wrapped 1.03 SUBMITTALS A Submit product data in accordance with Section 01350 - Submittals. B Submit product data for proposed film and tape for approval. 2.0 PRODUCTS 2.01 MATERIALS A Polyethylene Film: Tubular or sheet foim without tears breaks, holidays or defects; conforming with requirements of AWWA C 105, 2.5 to 3 percent carbon black content, either low- or high -density: 1. Low -density polyethylene film. Low -density polyethylene film shall be manufactured of virgin polyethylene material conforming to the following requirements of ASTM D 1248. a. Raw material. 1) Type : I 2) Class: C (black) 3) Grade: E-5 4) Flow rate (founerly melt index): 0.4 g/10 minute, maximum 5) Dielectric strength: Volume resistivity, 1015 ohm -cm, minimum b. Physical properties. 1) Tensile strength: 1200 psi, minimum 2) Elongation: 300 percent, minimum 3) Dielectric strength: 800 V/mil thickness, minimum c. Thickness: Low -density polyethylene film shall have a nominal thickness of 0 008 inch. The minus tolerance on thickness is 10 percent of the nominal thickness. 04/2002 02512-1 CITY OF PEARLAND POLYETHYLENE WRAP 2. High -density, cross -laminated polyethylene film: High -density, cross laminated polyethylene film shall be manufactured of virgin polyethylene material conforming to the following requirements of ASTM D 1248 a. Raw material. 1) Type III 2) Class: C (black) 3) Grade: P33 4) Flow rate (formerly melt index): 0.4 to 0.5g/10 minute, maximum 5) Dielectric strength. Volume resistivity, 1015 ohm -cm, minimum Physical properties. 1) Tensile strength: 5000 psi, minimum 2) Elongation: 100 percent, minimum 3) Dielectric strength: 800 V/mil thickness, minimum c. Thickness: Film shall have a nominal thickness of 0.004 inch. The minus tolerance of thickness is 10 percent of the nominal thickness. B Polyethylene Tape. Provide 3-inch wide, plastic -backed, adhesive tape, Polyken No. 900, Scotchwrap No. 50, or equal. 3.0 EXECUTION 3.01 INSTALLATION A Preparation: 1. Remove all lumps of clay, mud, cinders, etc., on pipe surface prior to installation of polyethylene encasement. Prevent soil or embedment material from becoming trapped between pipe and polyethylene. 2. Fit polyethylene film to contour of pipe to effect a snug fit, but not tight; encase with minimum space between polyethylene and pipe. Provide sufficient slack in contouring to prevent stretching polyethylene where it bridges irregular surfaces, such as bell -spigot interfaces bolted joints or fittings, and to prevent damage to polyethylene due to backfilling operations. Secure overlaps and ends with adhesive tape to hold polyethylene encasement in place until backfilling operations are complete. 3. For installations below water table and/or in areas subject to tidal actions, seal both ends of polyethylene tube with adhesive tape at joint overlap. B Tubular Type (Method A): 1. Cut polyethylene tube to length approximately 2 feet longer than pipe section. Slip tube around pipe, centering it to provide 1-foot overlap on each adjacent pipe section, and bunching it accordion -fashion lengthwise until it clears pipe ends 2. Lower pipe into trench and make up pipe joint with preceding section of pipe. Make shallow bell hole at joints to facilitate installation of polyethylene tube. 3. After assembling pipe joint, make overlap of polyethylene tube. Pull bunched polyethylene from preceding length of pipe, slip it over end of new length of 04/2002 02512-2 CITY OF PEARLAND POLYETHYLENE WRAP pipe, and secure in place. Then slip end of polyethylene from new pipe section over end of first wrap until it overlaps joint at end of preceding length of pipe. Secure overlap in place. Take up slack width at top of pipe to make a snug, but not tight, fit along barrel of pipe, securing fold at quarter points. 4. Repair cuts, tears, punctures, or other damage to polyethylene. Proceed with installation of next section of pipe in same manner. C Tubular Type (Method B): 1. Cut polyethylene tube to length approximately 1 foot shorter than pipe section. Slip tube around pipe, centering it to provide 6 inches of bare pipe at each end Take up slack width at top of pipe to make a snug, but not tight, fit along barrel of pipe, securing fold at quarter points; secure ends. 2. Before making up joint, slip 3-foot length of polyethylene tube over end of preceding pipe section, bunching it accordion -fashion lengthwise. After completing joint, pull 3-foot length of polyethylene over joint, overlapping polyethylene previously installed on each adjacent section of pipe by at least 1 foot; make each end snug and secure. 3. Repair cuts, tears, punctures, or other damage to polyethylene. Proceed with installation of next section of pipe in same manner. D Sheet Type• 1. Cut polyethylene sheet to a length approximately 2 feet longer than pipe section. Center length to provide 1-foot overlap on each adjacent pipe section bunching it until it clears pipe ends Wrap polyethylene around pipe so that it circumferentially overlaps top quadrant of pipe. Secure cut edge of polyethylene sheet at intervals of approximately 3 feet. 2. Lower wrapped pipe into trench and make up pipe joint with preceding section of pipe. Make shallow bell hole at joints to facilitate installation of polyethylene. After completing joint, make overlap and secure ends 3. Repair cuts, tears punctures, or other damage to polyethylene. Proceed with installation of next section of pipe in same manner. E Pipe -shaped Appurtenances: Cover bends, reducers, offsets, and other pipe -shaped appurtenances with polyethylene in same manner as pipe. F Odd -shaped Appurtenances: When it is not practical to wrap valves, tees, crosses, and other odd -shaped pieces in tube, wrap with flat sheet or split length of polyethylene tube by passing sheet under appurtenance and bringing it up around body Make seams by bringing edges together folding over twice, and taping down Tape polyethylene securely in place at valve stem and other penetrations G Repairs: Repair any cuts, tears, punctures, or damage to polyethylene with adhesive tape or with short length of polyethylene sheet or cut open tube, wrapped around pipe to cover damaged area, and secured in place. H Openings in Encasement: Provide openings for branches, service taps, blowoffs, air valves, and similar appurtenances by making an X-shaped cut in polyethylene and temporarily folding back film. After appurtenance is installed, tape slack securely to 04/2002 02512-3 CITY OF PEARLAND POLYETHYLENE WRAP appurtenance and repair cut, as well as other damaged area in polyethylene, with tape. Service taps may also be made directly through polyethylene, with any resulting damaged areas being repaired as described above. Junctions between Wrapped and Unwrapped Pipe: Where polyethylene -wrapped pipe joins an adjacent pipe that is not wrapped, extend polyethylene wrap to cover adjacent pipe for distance of at least 3 feet. Secure end with circumferential turns of tape. Wrap service lures of dissimilar metals with polyethylene or suitable dielectric tape for minimum clear distance of 3 feet away from cast or ductile iron pipe. END OF SECTION 04/2002 02512-4 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY Section 02514 FIRE HYDRANT ASSEMBLY 1.0 GENERAL 1.01 SECTION INCLUDES A Fire hydrant assembly. 1.02 UNIT PRICES A Measurement is on a per each basis for each fire hydrant assembly installed including tee on main line, gate valve & box, lead, spool pieces, thrust blocking, hydrant, and any other appurtenances, complete in place, including testing. B No separate payment will be made for additional lead piping when fire hydrant is located within 30-feet of water main on the same side of the street. C That portion of fire hydrant lead longer than 30-feet or that will be under pavement will be installed, measured and paid for as described under Section 02510 — Water Mains. D Measurement for removing and salvaging of fire hydrants is on a lump sum basis for each fire hydrant removed. This includes removing hydrant and valve if available, plugging branch line and removing materials from site. Return salvage fire hydrants to Owner R Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Submit product data in accordance with Section 01350 - Submittals. 1. Control drawing(s) for proposed hydrant: Include model number, parts list, and material specifications, unique drawing number and descriptive legend identifying hydrant. Such drawing(s) should be same as approval diawing(s) on file with the Owner. 2. Material safety data sheets for lubricants. 3. Affidavit of compliance foi coating materials. 4. Certified hydraulic performance test report for proposed hydrant. 2.0 PRODUCTS 2.01 HYDRANT MATERIALS A Hydrants: AWWA C502; dry barrel design; tamper resistant; same manufacturer throughout project. 1. "O' Ring Seal Packing: Prevent water leakage between barrel and lubrication chamber. Provide dynamic seals of Buna "N" or other oil resistant material and static seals of Buna "N" or other approved synthetic rubber. 04/2002 02514-1 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 2. Bronze: Hydrant components in waterway to contain not more than 15 percent zinc and not more than 8 percent lead. 3. Acceptable Manufacturer: Mueller Super Centurian 250, American Darling B-84- B or approved equal. B Operating Stems • Everdur, or other high -quality non -corrodible metal where threads are located in barrel or waterway Bronze -to -bronze working parts in waterway; genuine wrought iron or steel where threads are not located in barrel or waterway, bronze bushed at penetration of stuffing box; seal threads against contact with water regardless of open or closed position of main valve. Connect operating stems with breakable coupling. C Main Valve (shut-off valve): Circular; compression -type; closes with line pressure; minimum opening of 5-1/4 inches in diameter. Seal bottom end of stem threads from contact with water with cap nut. D Valve Mechanism. Bronze valve seat ring threaded into bronze drain ring; seat ring and main valve assembly removable from above ground through upper barrel with lightweight seat removal wrench breakable stem coupling opposite barrel breakaway; bronze or corrosion -resistant pins and locking devices; bronze valve stem sleeve, 0-ring seals and travel stop; sealed lubricating reservoir at top and bottom which fully lubricates threads and bearing surfaces when opening or closing main valve; thrust bearing or lubricated thrust collar for operating assembly. Lubricants:Food Grade. Valve Seat Molded "Natural" rubber; scale durometer rating of 90 ±5; minimum thickness of 1/2 inch. Natural Rubbers: Resistant to microbiological attack. E Lower Hydrant Barrel: Single piece coupled to upper barrel to allow 360-degree rotation of upper barrel. Bury Length: Distance from bottom of inlet to ground line as specified. Ground Line: Clearly marked on barrel Indicate inside diameter and wall thickness (with tolerances) for upper barrel, lower barrel, and bonnet sections. Show dimensions at minimum sections to demonstrate compliance with Paragraph 3.2.6 of AWWA C502. F Extensions: Permit use of one or more standard extensions available from manufacturer in lengths from 6 inches to 60 inches in 6-inch increments. G Provide hydrants with automatic, positively operating, non -corrodible drain or drip valve to drain hydrant completely when main valve is shut. Bronze or con osion resistant drain line. Tapping of drain holes is not required. H Inlet Connection' Elbow with AWWA Standard bell designed for 6-inch mechanical joint, or push -on. Joints: ANSI A21.11; AWWA C111. Operating Nut and Hold-down Nuts: Stainless steel or cast or ductile iron with bronze inserts or, as an alternative, provide security device with bronze operating nut. Any such security devices shall not require special tools for normal off/on operation of hydrant. Fabricate hold-down assemblies of suitable metallic materials for service intended. 04/2002 02514-2 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY J Field -Replaceable Nozzles: NFPA No. 194, ANSI B26-1925; mechanically attached to hydrant body counterclockwise; sealed with '0" rings and mechanically located into place; provide two hose nozzles with 2-1/2 inch nominal inside diameter and one pumper nozzle with 4.492' nominal inside diameter; National Standard Threads; lock in place with security device. K Pumper Nozzle: Allow a minimum unobstructed radius of 10 inches from threaded surface of nozzle throughout path of travel of wrench or other device used to fasten hose to nozzle. L Nozzle Caps: Security chains to hydrant barrel, minimum 1/8 inch diamter; "Natural" rubber or neoprene gasket seals. M Hydrant shoe with 6-inch cast or ductile iron pipe diameter inlet, flanged, swivel or slip joint with harnessing lugs for restrained joints. Underground flanging shall incorporate minimum of six full 3/4-inch diameter electro-galvanized or cadmium coated steel bolts or four 5/8-inch diameter stainless or cadmium coated steel bolts. N Provide traffic model hydrants equipped with safety flange on hydrant barrel and stem. Equip body of hydrant with breakable flange, or breakable bolts, above finish grade. 0 Lubricate hydrants with food grade oil or with grease meeting requirements of FDA 21 CFR 178.3570 and manufactured with FDA approved oxidation inhibitors. P Accomplish replenishment of lubricant for hydrant working parts without removing hydrant bonnet. Store lubricant system in reservoir. Lubricate bearing surfaces and working parts during normal operation of fire hydrant. Q Hydrant Painting: Shop coated as follows: 1. Exterior Above Traffic Flange (including bolts and nuts) a. Surface Preparation: SSPC-SP10 (NACE 2); near white blast cleaned surface. b. Coat with a three (3) coat alkyd/alkyd/silicone alkyd system with a total dry film thickness (DFT) of 6 - 9 mils as follows: 1) Piime Coat Oil Modified Alkyd Primer, Acro Products No. 1104, Heavy Duty Tank & Steel Primer, or approved equal; SSPC Paint Specification No. 25. Total dry film thickness (DFT): 2 - 3 mils. 2) Intermediate Coat: Heavy Duty Industrial Alkyd Enamel Acro Products No 2214 or approved equal; SSPC Paint Specification No. 104; Federal Standard FF-E-489. Total dry film thickness (DFT): 2 - 3 mils. 3) Finish Coat: Silicone Alkyd Resin Enamel, Acro Products No. 2215 or approved equal SSPC Paint Specification No. 21. Total dry film thickness (DFT): 2 - 3 mils. Exception: hydrant bonnet shall not be finish shop coated - only 04/2002 02514-3 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY intermediate coated. Finish coating shall be field applied and color coded when installed 4) Colors: Primer: Manufacturers standard color. Finish coat of hydrant body: Blue (Acro 555 crystal blue or equivalent). Base connection caps: Finish coated white; paint white band of finish coat two inches (2") in width on hydrant body approximately six inches (6") above traffic flange and parallel thereto. Intermediate coat: Contrasting color to blue finish color, such as white. 2. Exterior Below Traffic Flange: a. Surface Preparation: SSPC-SP10 (NACE 2); near white blast cleaned surface. b. Coat with a three (3) coat system as follows: 1) Primer and Intermediate Coat: Cal tar epoxy, Acro Products No. 4467, or approved equal; SSPC Paint Specification No. 16. Apply two (2) coats with a dry film thickness (DFT) of 8 - 10 mils each for a total dry film thickness (DFT) of 16 - 20 mils. 2) Finish Coat: Water based vinyl acrylic mastic, Acro Pioducts No. 7782, or approved equal. Apply one (1) coat with a dry film thickness (DFT) of 6 - 8 mils. Finish coat color Same as finish coat for exterior above traffic flange, i.e. blue (Acro 555 crystal blue or equivalent). 3 Interior Surfaces Above and Below Main Valves a. All materials used for internal coating of hydrant interior ferrous surfaces must conform to ANSI/NSF Standard 61 as suitable for contact with potable water as requited by Chapter 290, Rules and Regulations for Public Water Systems, Texas Natural Resource Conservation Commission (TNRCC). b. Surface Prepaiation: SSPC-SP10 (NACE 2); near white blast cleaned surfaces. c. Coatings Liquid or powder epoxy system; AWWA Standard C550, latest revision. Coating may be applied in two (2) or three (3) coats, according to manufacturers recommendations, for a total dry film thickness (DFT) of 12 - 18 mils. 4. General Coating Requirements: a. Coatings: Applied in strict accordance with manufacturer's recommendations. No requirements of this specification shall cancel or supersede written directions and recommendations of specific manufacturer so as to jeopardize integrity of applied system. b. Hydrant supplier shall furnish an affidavit of compliance that all materials and work furnished complies with requirements of this specification and applicable standards referenced herein. 2.02 HYDRANT PERFORMANCE STANDARDS A Hydraulic Performance Standards: 04/2002 02514-4 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 1. Provide hydrants capable of a free discharge of 1500 gpm or greater from single pumper nozzle at a hydrant inlet static pressure not exceeding 20 PSIG as measured at or corrected to hydrant inlet at its centerline elevation. 2. Provide hydrants capable of a discharge of 1500 gpm or greater from single pumper nozzle at a maximum permissible head loss of 8.0 psig (when corrected for inlet and outlet velocity head) for an inlet operating pressure not exceeding 37 psig as measured at or corrected to hydrant inlet at its centerline elevation. B Hydraulic Performance Testing: AWWA C502; conduct certified pressure loss and quantity of flow test by qualified testing laboratory on production model (5-foot bury length) of hydrant (same catalog number) proposed for certification. Submit certified test report containing following information: 1. Date of test, no more than five years prior to date of proposed use, on fire hydrant with similar hydraulic characteristics. 2. Name, catalog number, place of manufacture, and date of production of hydrant(s) tested. 3. Schematic drawing of testing apparatus, containing dimensions of piping elements including: a. Inside diameter and length of inlet piping. b. Distance from flow measuring points to pressure measurement point. c. Distance from flow and pressure monitoring points to hydrant inlet. d. Distance from pressure monitoring point to nozzles. e. Inside diameter and length of discharge tubing. 4. Elevation of points of measurement, inlet, and 5. Reports or certificates documenting accuracy of measuring devices used in test 6. Conduct test on at least three separate hydrants of same fabrication design. Inlet water temperature: 70 degrees F + 5 degrees F. C Provide hydrants equipped with breakable barrel feature and breakable valve stem coupling such that vehicular impact will result in clean and complete break of barrel and valve stem at breakable feature. Provide hydrant shutoff valve which remains closed and tight against leakage upon impact. 2.03 LEADS A Branches (Leads): Conform to requirements of Section 02634 - Ductile -Iron Pipe and Fittings, Section 02635 - Steel Pipe and Fittings, and Section 02534 - PVC Pipe. 3.0 EXECUTION 3.01 INSTALLATION A Set fire hydrant plumb and brace at locations and grades as shown on Drawings. When barrel of hydrant passes through concrete slab, place a piece of standard sidewalk expansion joint material, % inch thick, around section of barrel passing through concrete. B Locate nozzle centerline minimum 18 inches above finish grade. 04/2002 02514-5 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY C Place 12-inch x 12-inch yellow indicators (plastic, sheet metal, plywood, or other material approved by Engineer) on pumper nozzles of new or relocated fire hydrants installed on new mains not in service. Remove indicators after new main is tested and approved by Engineer. D Do not cover drain ports when placing concrete thrust block. E All changes in profile from approved plans due to obstructions not shown on plans which require a change in depth of bury of fire hydrant shall be approved in writing by Engineer for design prior to installation of hydrant. Any adjustment required in flow hne of water main or to barrel length of fire hydrant shall be incidental to unit price of fire hydrant and no separate payment shall be made for such adjustments. F Remove and dispose of fire hydrants shown on Drawings as per paragraph 1.02 C. G Owner may, at any time prior to or during installation of hydrants for a specific project, randomly select a furnished hydrant for disassembly and laboratory inspection, at Owner's expense, to verify compliance with Owner's requirements. If such hydrant is found to be non -compliant replace at Contractor's expense, all or a portion of furnished hydrants with hydrants that comply with Owner's requirements. H Install branches (leads) in accordance with Section 02510 - Water Mains. END OF SECTION 04/2002 02514-6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION Section 02515 WATER TAP AND SERVICE LINE INSTALLATION 1.0 GENERAL 1.01 SECTION INCLUDES A Tapping existing mains and furnishing and installing new service lines for water. 1.02 UNIT PRICES A Measurement for water taps and service lines 3/4 inch though 1 inch is on a lump sum basis for each installation. Separate measurements will be made for "Short Side" and 'Long Side" connections as defined in Part 1.03 below. B Measurement for water taps and service lines 1-1/2 inch through 2 inch is on a lump sum basis for each installation. Separate measurements will be made foi "Short Side" and 'Long Side" connections as defined in Part 1.03 below. C Payment for "Short Side" and "Long Side" includes locating water main, tap installation and connection to meter and restoring site. D No additional payment will be made for bedding, backfill, compaction, push-unders, etc. E Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 DEFINITIONS A Short Side Connection: Service line connecting proposed curb stop, located inside water meter box, to water main on same side of street. B Long Side Connection: Service line connecting proposed curb stop, located inside water meter box, to water main on opposite side of street or from center of streets where supply main is located in street center such as boulevards and streets with esplanades. 2.0 PRODUCTS 2.01 MATERIALS A Copper Tubing: 1. Provide Type K annealed, seamless copper tubing, 3/4-inch to 2-inch in diameter confoiming to requirements of ASTM B88. 2. Furnish 3/4-inch and 1-inch tubing in straight stock of a minimum 20 feet in length. Furnish 1-1/2-inch and 2-inch tubing in coils 40 feet in length. 3. All tubing shall be manufactured in United States of America. Copper tubing may be inspected and tested by a laboratory designated by the Owner at point of 04/2002 02515-1 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION manufacture or locally. Furnish tubing, without cost, to designated testing laboratory with mil compliance certificates. 4. Provide compression -type brass fittings for use with Type K annealed copper tubing in accordance with AWWA C800. B Polyethylene Tubing - SDR 9 CTS. C Corporation Stops: AWWA C800 as modified herein: 1. Inlet End: AWWA standard thread. 2. Valve Body: Tapered plug type, 0-ring seat ball type, or rubber seat ball type. 3. Outlet End: Compression type fitting for use with type-K, soft copper. D Provide taps for various water main types and sizes in accordance with following schedule. PIPE TAPPING SCHEDULE WATER MAIN SERVICE SIZE TYPE AND DIAMETER 3/4" 1" 1-1/2" 2" 4" Cast Iron or Ductile Iron DSS,WBSS DSS, WBSS DSS,WBSS DSS, WBSS 4" Asbestos Cement WBSS WBSS DSS, WBSS DSS, WBSS 4" PVC (AWWA C900) DSS, WBSS DSS, WBSS DSS, WBSS DSS, WBSS 6" and 8" Cast Iron or Ductile Iron DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS -6" and 8" Asbestos Cement DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 6" and 8" Cast hon or Ductile Iron DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 6" and C900) 8" PVC (AWWA DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 12" Cast Iron or Ductile Iron DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 12" Asbestos Cement DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 12" PVC (AWWA C900) DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 16" and Up Cast Iron or Ductile Iron DWBSS DWBSS DWBSS DWBSS 16" and Up Asbestos Cement DWBSS DWBSS DWBSS DWBSS 16" and Up PVC (AWWA C900) DWBSS DWBSS DWBSS DWBSS DSS Dual Strap Saddles WBSS — Wide Band Strap Saddles DWBSS — Dual Wide Band Strap Saddles *Mueller — H-15092, or equal 04/2002 02515-2 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION E Dual Strap Saddles: Red brass body and straps; ductile -iron; vinyl -coated body and straps; or ductile -iron, vinyl -coated body and stainless -steel straps. F Taps for PVC Water Mains: Use dual -strap or single, wide -band strap saddles which provide full support around circumference of pipe and bearing area of sufficient width along axis of pipe, 2 inches minimum, ensuring that pipe will not be distorted when saddle is tightened. Romac Series 101N wide -band, stainless -steel tapping saddle with AWWA standard thread (Mueller thread) or equal. G Taps for Steel Pipe: Not allowed, unless specifically approved by Engineer. Use saddle only if tap is approved on steel pipe. H Curb Stops and Brass Fittings: AWWA C800 as modified herein. 1. Inlet End: Compression -type fitting. 2. Valve Body: Straight -through or angled, meter -stop design equipped with the following: a 0-Ring seal straight plug type. b. Rubber seat ball type. 3. Outlet End* Female, iron -pipe thread or swivel -nut, meter -spud thread on 3/4- inch and 1-inch stops and 2-hole flange on 1-1/2 and 2-inch sizes. 4. Fittings: Ford or approved equal; use same size open end wrenches and tapping machines as used with respective Ford fittings 5. Factory Testing of Brass Fittings* a. Submerge in water for 10 seconds at 85 psi with stop in both closed and open positions. b. Reject any fitting that shows air leakage. Owner may confirm tests locally. Entire lot from which samples were taken will be rejected when random sampling discloses unsatisfactory fittings. I Angle Stops: In accordance with AWWA C800; ground -key, stop type with bronze lock -wing head stop cap; inlet and outlet threads conform to application tables of AWWA C800 and inlets compression connection. 1. Outlet for 3/4-inch and 1-inch size. Meter swivel nut with saddle support. 2. Outlet for 1-1/2-inch through 2-inch size: 0-ring sealed meter flange, iron pipe threads. J Fittings: In accordance with AWWA C800 and: 1. Castings: Smooth, free from burrs, scales, blisters, sand holes, and defects which would make them unfit for intended use. 2. Nuts: Smooth cast and have symmetrical hexagonal wrench flats. 3. Thread fittings, of all types, shall have N.P.T. or AWWA threads, and male threaded ends shall be protected in shipment by plastic coating or other equally satisfactory means. 4. Compression tube fittings shall have Buna-N beveled gasket. 5. Stamp of manufacturer's name or trademark and size on body. 04/2002 02515-3 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 3.0 EXECUTION 3.01 GENERAL A Set service taps at right angles to proposed meter location and locate taps in upper pipe segment within 45 degrees of pipe springline unless otherwise approved by Engineer. B For service lines and lateral connections larger than those allowed in Part 2.01 C, branch connections and multiple taps may be used Corporation stops. spaced minimum 2 feet apart. C Tapped collars of appropriate sizes: Approved in new construction only provided they are set at right angles to proposed meter location. D All 2-inch and smaller service taps on pressurized water mains: Use tapping machine manufactured for pressure tapping purposes. E Install service lines in open -cut trench in accordance with Section 02318 except that service lines under all paved roadways, other paved areas and areas indicated on Drawings shall be installed in bored hole in accordance with paragraph 3.01F. F Unless otherwise approved by Engineer, lay service lines with minimum of 30 inches of cover as measured from top of curb or, in absence of curbs, from centerline elevation of crowned streets or roads. Provide minimum of 18 inches of cover below flow line of all ditches to service lines, unless otherwise approved by Engineer. G Service lines across existing street (push-unders): Pull service line through prepared hole under paving. Only full lengths of tubing will be used Take care not to damage copper tubing when pulling it through hole. A compression -type union is only permitted if Contractor cannot span underneath pavement with a full length of tubing. Contractor is allowed one compression -type union for each full length of tubing, provided it is not under the pavement. H Maintain service lines free of dirt and foreign matter at all times. I Install service lines per C.O.P. standard detail so that top of meter will be 4 to 6 inches below finished grade. J Locate water meters one foot inside back of curb. Contact Engineer when major landscaping or trees conflict with service line and meter box location. No additional payment will be made for work on customer side of meter. K Joints 1. Minimum joint spacing for 3/4-inch and 1-inch tubing shall be in multiples of 60- feet and for 1-1/2-inch and 2-inch tubing shall be in multiples of 40-feet. 2. Cut copper tubing squarely by using an approved cutting tool and avoiding excessive pressure on the cutting wheels which might bend or flatten pipe walls. 04/2002 02515-4 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 3. For compression fittings, cut copper tubing squarely prior to insertion into the fitting. Final assembly shall be in accordance with manufacturer's recommended procedure. BENDS 1. Bending of tubing shall be accomplished by using appropriate sized bending tool. No kinks, dents, flats, or crimps will be permitted, and should such occur, the damaged section shall be cut out and replaced. Bends shall have no smaller radius than radius of coil of tubing as packaged by manufacturer. Copper tubing shipped in straight lengths conform to following: a. For 2-inch diameter: Maximum of one 45-degree bend per 4-foot section b. For 1-1/2-inch diameter: Maximum of one 45-degree bend per 3-foot section. 3.02 CURB STOP INSTALLATION A Set curb stops or angle stops at outer end of service line inside of meter box. Secure opening in curb stop to prevent unwanted material from entering In close quarters, make an "S" curve in the field. No flattening of tube. In all 3/4-inch and 1-inch services, install meter coupling swivel -nut, or curb stop ahead of meter. Install straight meter coupling on outlet end of meter. 3.03 SEQUENCE OF OPERATIONS A Open trench for proposed service line in accordance with Section 02318. B Install curb stop on meter end of service line. C With curb stop open and prior to connecting service line to meter in slack position, open corporation stop and flush service line thoroughly. Close curb stop, leaving corporation stop in full -open position. D Check service line for apparent leaks. Repair any leaks before proceeding. E Call to schedule inspection prior to backfilling. After inspection, backfill in accordance with Section 02318. F Install meter box centered over meter with top of lid flush with finished grade. Meter box: Refer to Section 02520. END OF SECTION 04/2002 02515-5 CITY OF PEARLAND VALVE BOXES, METER BOXES, AND METER VAULTS Section 02520 VALVE BOXES, METER BOXES, AND METER VAULTS 1.0 GENERAL 1.01 SECTION INCLUDES A Valve boxes for water service. B Meter boxes for water service. C Meter vaults for water service. 1.02 UNIT PRICES A Unless included in the bid form, no separate payment will be made for valve . B Measurement for meter vaults is on a lump sum basis or installation of each meter vault t) pe and size. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit manufacturers product data for following items for approval: 1. Each type of valve box and lid. 2. 1- ach type of meter box and cover. 3. Each type of meter vault frame and cover. C Submit shop dravNings for cast -in -place meter vaults for approval if proposed construction varies from Drawings. D Submit manufacturer's certification that plastic meter boxes purchased for Work meet the requirements of paragraph of this Section on Plastic Meter Boxes. 2.0 PRODUCTS 2.01 VALVE BOXES A Provide Type "A", adjustable, cast-iron, screw -type, valve boxes as manufactured by Bass and Hays Foundry, Inc., or approved equal. Design of valve box shall minimize stresses on valve imposed by loads on box lid. B Cast a letter "W" into lid, 1/2 inch in height and raised 3/32 inch, for valves serving potable water lines. C Coat boxes, bases, and lids by dipping in hot bituminous varnish. 04/2002 02520-1 CITY OF PEARLAND VALVE BOXES, METER BOXES, AND METER VAULTS D Provide 6-inch PVC, Class 150, DR 18, riser pipes. E Concrete for valve box placement: 1. For locations in new concrete pavement, use strength and mix design of new pavement 2. For other locations, use class "A" concrete, with minimum compressive strength of 3000 psi, conforming to requirements of Section 03300 - Cast -in -Place Concrete. 2.02 METER BOXES GENERAL A The Owner will furnish all meter boxes for meters 1 1/2-inch and smaller. 2.03 METER VAULTS A Meter vaults may be constructed of precast concrete, cast -in -place concrete, or solid masonry unless a specific type of construction is required by Drawings B Concrete for meter vaults: Class A concrete, confolining to requirements of Section 03300, with minimum compressive strength of 4000 psi at 28 days. C Reinforcing steel for meter vaults: Conform to requirements of Section 03300. D Grates and Covers: Conform to requirements of Section 02542. 3.0 EXECUTION 3.01 EXAMINATION A Obtain approval from the Engineer for location of meter vault. B Verify lines and grade are correct. C Verify compacted subgrade will support loads imposed by vaults. 3.02 VALVE BOXES A Provide riser pipe with suitable length for depth of cover indicated on Drawings or to accommodate actual finish grade. B Install adjustable valve box and riser piping plumbed in a vertical position. Provide 6- inches telescoping freeboard space between riser pipe top butt end and interior contact flange of valve box, for vertical movement damping. Riser may rest on valve flange, or provide suitable footpiece to support riser pipe C Paint covers of new valve boxes as directed by the City. This work is incidental and no separate payment will be made. 04/2002 02520-2 CITY OF PEARLAND VALVE BOXES, METER BOXES, AND METER VAULTS 3.03 METER BOXES A Install plastic boxes in accordance with manufacturers instructions. B Construct concrete meter boxes to dimensions shown on Drawings. C Adjust top of meter boxes to conform to cover elevations specified in paragraph of this section for Frame and Cover for Meter Vaults. D Do not locate under paved areas unless approved by Engineer. Use approved traffic -type box with cast iron lid when meter must be located in paved areas. 3.04 METER VAULTS A Construct concrete meter vaults to dimensions and requirements shown on drawings. Do not cast in presence of water. Make bottom as uniform as practicable. B Precast Meter Vaults: 1. Install precast vaults in accordance with manufacturers recommendations. Set level on a minimum 3 inch thick bed of sand conforming to the requirements of Section 02318. 2. Seal lifting holes cement -sand mortar or non -shrink grout. C Meter Vault Floor Slab: 1. Construct floor slabs of 6-inch-thick reinforced concrete. Slope floor 1/4 inch per foot toward sump. Make sump 12 inches in diameter, or 12 inches square, and 4 inches deep, unless other dimensions are required by Drawings. Install dowels at maximum of 18 inches, center -to -center, or install mortar trench for keying walls to floor slab. 2. Precast floor slab elements may be used for precast vault construction. D Cast -in -Place Meter Vault Walls: 1. Key walls to floor slab and form to dimensions shown on Drawings. Minimum wall thickness shall be 4 inches. 2. Cast walls monolithically. One cold joint will be allowed when vault depth exceeds 12 Feet. 3. Set frame for cover while concrete is still green. 3.05 FRAME AND COVER FOR METER VAULTS A Set cast iron frame in a mortar bed and adjust elevation of cover as follows: 1. In unpaved areas, set top of meter box or meter vault cover 2 to 3 inches above natural grade. 2. In sidewalk areas, set top of meter box or meter vault cover 1/2 to 1 inch above adjacent concrete. 04/2002 02520-3 CITY OF PEARLAND VALVE BOXES, METER BOXES, AND METER VAULTS 3.06 BACKFILL A Provide bank run sand and backfill and compact in accordance with Section 02318. B In unpaved areas, slope backfill around meter boxes and vaults to provide a uniform slope 1 to 5 from top to natural grade. C In sidewalk areas slope concrete down from meter boxes to meet adjacent concrete. END OF SECTION 04/2002 02520-4 CITY OF PEARLAND GRAVITY SANITARY SEWERS Section 02530 GRAVITY SANITARY SEWERS 1.0 GENERAL 1.01 SECTION INCLUDES A Gravity sanitary sewers and appurtenances, including cleanouts, stacks, service connections and reconnections. 1.02 UNIT PRICES A Measurement for payment of pipe 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. 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, connections of existing sanitary sewers, required accessories, inspection and testing. Depths beyond 8' will be paid by 2 vertical feet increments. B No separate payment will be made for bypass pumping of wastewater from existing sanitary sewer or force mains. Include cost in amount for related sanitary sewer installation Existing sanitary sewers to be abandoned are to remain in service until new sanitary sewer is installed and accepted by the Owner. C 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 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. 1. 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 nevi 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. 04/2002 02530-1 CITY OF PEARLAND GRAVITY SANITARY SEWERS 2. Make notification to the Engineer if water lines are uncovered during sanitary sewer installation where the minimum separation distance cannot be maintained. 3. Lay gravity sewer lines in straight alignment and grade. 1.05 PRODUCT DELIVERY, STORAGE AND HANDLING A Inspect pipe and fittings upon arrival of materials at the job site. B Handle and store pipe materials and fittings to protect them from damage due to impact, shock, shear or free fall. Do not drag pipe and fittings along the ground. Do not roll pipe unrestrained from dehvery 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 viigin 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 pioperties. Deliver pipe with surfaces free from nicks and scratches with joining surfaces of spigots and joints free from gouges and imperfections which could cause leakage. C Gaskets: 1. Gaskets shall meet the requirements of ASTM F 477. Use elastomeric factory - installed gaskets to make Joints flexible and watertight. 04/2002 02530-2 CITY OF PEARLAND GRAVITY SANITARY SEWERS 2. 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 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. E PVC gravity sanitary sewer pipe shall be in accordance with the provisions in the following table: CONSTRUCTION WALL MANUFACTURER PRODUCT OPTIONS DESIGNATION ASTM SDR STIFFNESS (MIN) (MAX.)/ DIAMETER SIZE RANGE Solid J-M CertainTeed Can Carlon Diamond -Tex Pipe Approved D3034 SDR 26 / PS 115 6" to 10" Approved D3034 SDR 35 / PS 46 12" & 15" 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 Included the Schedule when in F949 N/A / 50 psi 12" to 36" Bid ETI Ultra -Rib F794 N/A / 46 psi 12" to 48" Lamson Vylon 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 confouuning to ASTM D 2241 with suitable PVC adapter couplings. H Joints: Spigot and integral wall section bell with solid cross section elastometric or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM F 477, or ASTM 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. 1. For clay pipe 21 inches in diameter and larger, conform to requirements for compression joints for bell -and -spigot pipe 2. 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 microtunmeling 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 Nitrile Rubber (diesel, gasoline) 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 microtunneling 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 maintain 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: CONSTRUCTION WALL MANUFACTURER PRODUCT OPTIONS DESIGNATION ASTM STIFFNESS (MIN) PIPE DIAME (INCHES) RANGE I ER Solid Wall Drisco Drisco Quail Poly Plexco Pipe Pipe 1000 8600 Approved F714 115 psi 8 to 10 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 material meeting the requirements of Type III, Class C, Categoiy 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. D Gaskets 1. 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. 2. 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 1. Preapproved manufacturer for centrifugally cast fiberglass pipe is Hobas Pipe USA, Inc. B Materials 1. Resin Systems: The manufacturer shall use only polyester resin systems with a proven history of performance in this particular application. The historical data shall have been collected from applications of a composite material of similar construction and composition as the proposed product. 2. Glass Reinforcements: The reinforcing glass fibers used to manufacture the components shall be of highest quality commercial grade glass filaments with binder and sizing compatible with impregnating resins. 3. Fillers: Silica sand or other suitable materials may be used. 4. Additives: Resin additives, such as pigments, dyes, and other coloring agents, if used, shall in no way be detrimental to the performance of the product nor shall they impair visual inspection of the finished products. 5. Rubber Gaskets: Supply from an approved gasket manufacturer in accordance with ASTM F 477, when no contaminant is identified and suitable for the service intended. Gaskets shall either be affixed to the pipe by means of a 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 by recommended the pipe manufacturer 6. The internal liner resin shall be suitable for service as sewer pipe, and shall be highly resistant to exposure to sulfuric acid as produced by biological activity from hydrogen sulfide gases. Pipe shall meet or exceed requirements of ASTM D 3681. C Pipes 1. Furnish pipes in the diameters specified and within the tolerances specified below. 2. Manufacture pipe by the centrifugal casting process to result in a dense, nonporous, corrosion -resistant, consistent composite structure to meet the operating conditions as shown on the Drawings. 3. Do not use stiffening ribs or rings. 04/2002 02530-6 CITY OF PEARLAND GRAVITY SANITARY SEWERS 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. 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 of 316 stainless steel or other corrosion -resistant material compatible with the pipe Grout port plugs shall be designed and installed to meet the test pressure of the pipe. H Dimensions 1. Diameters: The actual outside diameter of the pipes shall be in accordance with Table 3 of ASTM D 3262 for gravity sewers, or ASTM D 3754 for force mains. 2. Lengths. The pipe standard length will be approximately 20 feet. A maximum of 10 percent of the lengths, excluding special order pipes, may be supplied in random lengths. 3. Wall Thickness: The minimum average wall thickness shall be the stated design thickness. The minimum single point thickness shall not be less than 90 percent of the stated design thickness. 4. End Squareness. Pipe ends shall be square to the pipe axis. 5. Tolerance of Fittings: The tolerance of the angle of an elbow and the angle between the main and leg of a wye or tee shall be plus or minus 2 degrees. The tolerance on the laying length of a fitting shall be plus or minus 2 inches. Stiffness Classes 1. Stiffness class of FRP pipe shall satisfy design requirements, but shall not be less than 46 psi, when used in direct bury operation; 36 psi, when installed within a primary tunnel liner. 2. Stiffness class of FRP in a pipe jacking operation shall be governed either by the ring deflection limitations or by a pipe design providing longitudinal strength required by the jacking method and shall satisfy design requirements stated below. Submit design calculations as required in Paragraph 1.05, Submittals a. Pipe stress calculations based on jacking loads shall be perfonned to confouu 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 prism load) for the highest density of soil overburden and surcharge loads. Deflection on calculations shall be prepared using long-teiui (drained) values for soil parameters contained in the geotechnical 04/2002 02530-7 CITY OF PEARLAND GRAVITY SANITARY SEWERS investigation report for the Project, or other site -specific data obtained by the Contractor as approved by the Engineer. J Testing 1. Pipes shall be tested in accordance with ASTM D 3262 or ASTM D 3754, as applicable, except that the factory hydrostatic pressure testing is not required. 2. Joints: Coupling joints shall be qualified per the tests of Section 7 of ASTM D 4161. K Packaging, Handling, and Shipping 1. Packing, handling, and shipping should be done in accordance with the manufacturer's recommendations. L Installation 1. Install pipe and fittings in accordance with requirements of this Section. 2. The manufacturer must supply a suitable qualified field service representative to be present periodically during the installation of pipe. 3. Pipe Bedding: Confoiimi to requirements of Section 02318 - Excavation and Backfill for Utilities. 4. Pipe Handling: Use textile slings. 5. Jointing a Clean ends of pipe and coupling components. b. Check pipe ends and couplings for damage. Correct any damage found c. Coupling grooves must be completely free of dirt. d. Apply joint lubricant to pipe ends and rubber seals of coupling. Use only lubricants approved by the pipe manufacturer. e. Use suitable auxiliary equipment, such as a wire rope puller, to pull joints together. f. Do not exceed forces recommended by the manufacturer for coupling pipe If excessive force is required, remove coupling, determine source of problem, and correct it. g. In the process of jointing the pipe, do not allow the deflection angle to exceed the deflection permitted by the manufacturer. 6. If pressure grouting of the pipe is conducted as part of a pipe jacked tunnel installation, seal the grout holes with liner resin to a thickness equal to the pipe liner thickness, or with a threaded plug for that purpose. 7. Tests. Conform to requirements of this Section. 2.06 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. 04/2002 02530-8 CITY OF PEARLAND GRAVITY SANITARY SEWERS 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 degrees C plus or minus 2 degrees C) and 50 percent relative humidity plus or minus 5 percent relative humidity for not less than 40 hours prior to test. Conduct tests under the same conditions of temperature and humidity unless otherwise specified B Flattening. Flatten three specimens of pipe, prepared in accordance with Paragraph 2.05A, in a suitable press until the internal diameter has been reduced to 40 percent of the original inside diameter of the pipe. The rate of loading shall be uniforni 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 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 perfonnance. 2.08 MARKING A Mark each standard and random length of pipe in compliance with these Specifications with the following infounation: 1. Pipe size 2. Pipe class 3. Production code 4. Material designation 3.0 EXECUTION 3.01 PREPARATION A Prepare traffic control plans and set up street detours and barricades 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 barricades and warning lights where work is in progress or where traffic is affected by the work. 04/2002 02530-9 CITY OF PEARLAND GRAVITY SANITARY SEWERS 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. 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 Natural Resources Conservation Commission and the Environmental Protection Agency by the Engineer. 3.03 INSPECTION AND TESTING A Acceptance testing of sanitary sewers including: 1. Visual inspection of sewer pipes 2. Mandrel testing for flexible sewer pipes. 3. Leakage testing of sewer pipes. 4. Leakage testing of manholes. B All tests listed in this Section are not necessarily required on this Project. Required tests are named in other Sections which refer to this Section for testing criteria and procedures. C References 1. ASTM C 828 - Standard Test Method for Low Pressure Air Test of Vitrified Clay Pipe Lines. 2. ASTM C 924 - Standard Practice for Testing Concrete Pipe Sewer Lines by Low - Pressure Air Test Method. 04/2002 02530-10 CITY OF PEARLAND GRAVITY SANITARY SEWERS 3. ASTM D 3034 - Standard Specification for Type PSM Polyethylene (Vinyl Chloride) (PVC) Sewer Pipe and Fittings. 4. ASTM F 794 - Specification for Polyvinyl Chloride Large -Diameter Ribbed Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter. 5. ASTM F 1417 - Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using Low Pressure Air 6. 30 TAC 317.2 - Design Criteria for Sewage Systems. 7. Uni-Bell UN1-B-3 Polyvinyl Chloride (PVC) Pressure Pipe (Complying with AWWA C 900). D Performance Requirements 1. Gravity flow sanitary sewers are required to have a straight alignment and uniform grade between manholes. 2. Flexible pipe, including "semi -rigid" pipe, is required to show no more than 5 percent deflection. Test pipe no sooner than 30 days after backfilling of a line segment but prior to final acceptance using a standard mandrel to verify that installed pipe is within specified deflection tolerances. 3. Maximum allowable leakage for Infiltration or Exfiltration a The total exfiltration, as determined by a hydrostatic head test, shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours at a minimum test head of 2 feet above the crown of the pipe at the upstream manhole or 2 feet above the groundwater elevation whichever is greater. b. When pipes are installed more than 2 feet below the groundwater level, an infiltration test shall be used in lieu 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. 4. Perfonnni air testing in accordance with requirements of this Section and the Texas Natural Resources Conservation Commission requirements. Refer to Table 02530-2, Time Allowed For Pressure Loss From 3.5 psig to 2.5 psig Table 02530-3, Minimum 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: 1. Repair, correct, and retest manholes or sections of pipe which fail to meet specified requirements when tested 2. Provide testing reports and video tape of television inspection as directed by Engineer. 3. Upon completion of tape reviews by Engineer, Contractor will be notified regarding final acceptance of the sewer segment. F Sequencing and Scheduling 1. Perform testing as work progresses. Schedule testing so that no more than 1000 linear feet of installed sewer remains untested at any one time. 04/2002 02530-11 CITY OF PEARLAND GRAVITY SANITARY SEWERS 2. Coordinate testing schedules with Engineer. Perform testing under observation of Engineer. G Deflection Mandrel: 1. Mandrel Sizing. The rigid mandrel shall have an outside diameter (0 D) equal to 95 percent of the inside diameter (I.D.) of the pipe. The inside diameter of the pipe, for the purpose of determining the outside diameter of the mandrel, shall be the average outside diameter minus two minimum wall thicknesses for O.D controlled pipe and the average inside diameter for I.D. controlled pipe, dimensions shall be per appropriate standard. Statistical or other "tolerance packages" shall not be considered in mandrel sizing. 2. Mandrel Design. The rigid mandrel shall be constructed of a metal or a rigid plastic material that can withstand 200 psi without being deformed. The mandrel shall have nine or more "runners" or "legs" as long as the total number of legs is an odd number. The barrel section of the mandrel shall have a length of at least 75 percent of the inside diameter of the pipe. The rigid mandrel shall not have adjustable or collapsible legs which would allow a reduction in mandrel diameter during testing. A proving ring shall be provided and used for modifying each size mandrel. 3. Proving Ring. Furnish a "proving ring" with each mandrel. Fabricate the ring of 1/2-inch-thick, 3-inch-wide bar steel to a diameter 0.02 inches larger than approved mandrel diameter. 4. Mandrel Dimensions (5 percent allowance). Average inside diameter and minimum mandrel diameter are specified in Table 02530-5, Pipe vs. Mandrel Diameter, at the end of this Section Mandrels for higher strength, thicker wall pipe or other pipe not listed in the table may be used when approved by the Engineer. H Exfiltration Test 1. Water Meter: Obtain a transient water meter from the City for use when water for testing will be taken from the City system. Confoun to City requirements for water meter use. 2. Test Equipment a. Pipe plugs. b. Pipe risers where the manhole cone is less than 2 feet above highest point in pipe or service lead. Infiltration Test 1. Test Equipment: a. Calibrated 90 degree V-notch weir. b. Pipe plugs. J Low Pressure Air Test 1. Minimum Requirement for Equipment: a Control panel. b. Low-pressure air supply connected to control panel. 04/2002 02530-12 CITY OF PEARLAND GRAVITY SANITARY SEWERS c. Pneumatic plugs: Acceptable size for diameter of pipe to be tested; capable of withstanding internal test pressure without leaking or requiring external bracing. d Air hoses from control panel to: 1) Air supply. 2) Pneumatic plugs. 3) Sealed line for pressuring. 4) Sealed line for monitoring internal pressure. 2. Testing Pneumatic Plugs: Place a pneumatic plug in each end of a length of pipe on the ground. Pressurize plugs to 25 psig then pressurize sealed pipe to 5 psig Plugs are acceptable if they remain in place against the test pressure without external aids. K Ground tWater Determination 1. Equipment' Pipe probe or small diameter casing for ground water elevation determination. L Visual Inspection: 1. Check pipe alignment visually by flashing a light between structures. Verify if alignment is true and no pipes are misplaced In case of misalignment or damaged pipe, remove and re -lay or replace pipe segment M Mandrel Testing: 1. Perfouzn deflection testing on flexible and semi -rigid pipe to confiuin pipe has no more than 5 percent deflection. Mandrel testing shall conform to ASTM D 3034. Perfoim testing no sooner than 30 days after backfilling of line segment, but prior to final acceptance testing of the line segment. 2. Pull the approved mandrel by hand through sewer sections. Replace any section of sewer not passing the mandrel. Mandrel testing is not required for stubs. 3. Retest repaired or replaced sewer sections. N Leakage Testing: 1. 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. 2. Compensating for Ground Water Pressure: a. Where ground water exists, install a pipe nipple at the same time sewer line is placed Use a 1/2-inch capped pipe nipple approximately 10 inches long. Make the installation through manhole wall on top of the sewer hne where line enters manhole. 04/2002 02530-13 CITY OF PEARLAND GRAVITY SANITARY SEWERS b. Immediately before performing line acceptance test, remove cap, clear pipe nipple with air pressure, and connect a clear plastic tube to nipple. Support tube vertically and allow water to rise in the tube. After water stops rising, measure height in feet of water over invert of the pipe. Divide this height by 2.3 feet/psi to determine the ground water pressure to be used in line testing. 3. Exfiltration test: a. Detein me ground water elevation. b. Plug sewer in downstream manhole. c. Plug incoming pipes in upstream manhole. d Install riser pipe in outgoing pipe of upstream manhole if highest point in service lead (house service) is less than 2 feet below bottom of manhole cone e. Fill sewer pipe and manhole or pipe riser, if used, with water to a point 2- 1/2 feet above highest point in sewer pipe, house lead, or ground water table, whichever is highest. f. Allow water to stabilize for one to two hours. Take water level reading to deteunine drop of water surface, in inches, over a one -hour period, and calculate water loss (1 inch of water in 4 feet diameter manhole equals 8.22 gallons) or measure the quantity of water required to keep water at same level Loss shall not exceed that calculated from allowable leakage according to Table 02530-1 at the end of this Section. 4. Infiltration test: Ground water elevation must be not less than 2.0 feet above highest point of sewer pipe or service lead (house service). a Determine ground water elevation. b. Plug incoming pipes in upstream manhole. c. Insert calibrated 90 degree V-notch weir in pipe on downstream manhole. d Allow water to rise and flow over weir until it stabilizes. e. Take five readings of accumulated volume over a period of 2 hours and use average for infiltration. The average must not exceed that calculated for 2 hours from allowable leakage according to the Table 02530-1 at the end of this Section 5. Low Air Pressure Test: When using this test confoinu to ASTM C 828, ASTM C 924 or ASTM F 1417, as applicable, with holding time not less than that listed in Table 02530-2. a Air testing for sections of pipe shall be limited to lines less than 36-inch average inside diameter. b. Lines 36-inch average inside diameter and larger shall be tested at each joint. The minimum time allowable for the pressure to drop from 3 5 pounds per square inch gauge to 2.5 pounds per square inch during a joint test shall be 10 seconds, regardless of pipe size. c. For pipe sections less than 36-inch average inside diameter: 1) Determine ground water level. 2) Plug both ends of pipe. For concrete pipe, flood pipe and allow 2 hours to saturate concrete. Then drain and plug concrete pipe. 04/2002 02530-14 CITY OF PEARLAND GRAVITY SANITARY SEWERS 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. 6. Retest. Any section of pipe which fails to meet requirements shall be repaired and retested. 0 Test Criteria Tables 1. Exfiltration and Infiltration Water Tests: Refer to Table 02530-1, Water Test Allowable Leakage, at the end of this Section 2. Low Pressure Air Test: a. Times in Table 02530-2, Time Allowed For Pressure Loss From 3.5 psig to 2.5 psig, at the end of this Section, are based on the equation from Texas Natural Resources and Conservation Commission (TNRCC) Design Cnteria 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 L Q MildinamEr Average inside diameter in inches Length of line of same pipe size in feet Rate of loss, 0.0015 ft3/min./sq. ft. internal surface b. Since a K value of less than 1.0 shall not be used, there are minimum testing times for each pipe diameter as given in Table 02732-3, Minimum Testing Times for Low Pressure Air Test. Notes: 1. When two sizes of pipe are involved, the time shall be computed by the ratio of lengths involved 2. Line with a 27-inch average inside diameter and larger may be air tested at each joint. 3. Lines with an average inside diameter greater than 36 04/2002 02530-15 CITY OF PEARLAND GRAVITY SANITARY SEWERS 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 1. After completion of manhole construction, wall sealing, or rehabilitation, but prior to backfilling, test manholes for water tightness using hydrostatic or vacuum testing procedures. 2. Plug influent and effluent lines, including service lines with suitably -sized pneumatic or mechanical plugs. Ensure plugs are properly rated for pressures required for test; follow manufacturer's safety and installation recommendations. Place plugs a minimum of 6 inches outside of manhole walls. Brace inverts to prevent lines from being dislodged if lines entering manhole have not been backfilled. 3. Vacuum testing: a Install vacuum tester head assembly at top access point of manhole and adjust for proper seal on straight top section of manhole structure. Following manufacturer's instructions and safety precautions, inflate sealing element to the recommended maximum inflation pressure; do not over -inflate. b. Evacuate manhole with vacuum pump to 10 inches mercury (Hg), disconnect pump, and monitor vacuum for the time period specified in Table 02530-4, Vacuum Test Time Table. c. If the drop in vacuum exceeds 1 inch Hg over the specified time period tabulated above, locate leaks complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained 4. Hydrostatic exfiltration testing shall be performed as follows: a. Seal wastewater lines coming into the manhole with an internal pipe plug. Then fill the manhole with water and maintain it full for at least one hour. b. The maximum leakage for hydrostatic testing shall be 0.025 gallons per foot diameter per foot of manhole depth per hour c. If water loss exceeds amount tabulated above, locate leaks, complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. 04/2002 02530-16 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-1 WATER TEST ALLOWABLE LEAKAGE RISER DIAMETER STACK OF VOLUME PER INCH OF DEPTH ALLOWANCE INCHES OR LEAKAGE* INCH GALLONS INCHES SIZE IN GALLONS/MINUTE PER 100 FT. IN PIPE 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 for other l' diameter diameters, multiply square of diameters by value Equivalent to 50 per mile gallons per 24 per inch hours inside diameter * 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 Specification Time for Length (L) Shown (min:sec) Time for Longer Pipe Min. Length Diam Time for Min. Length 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 500 ft 550 ft 600 ft (in) (min:sec) Time 6 5:40 398 0.8548 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:25 7:07 7:50 8:33 8 7:33 298 1.5196 7:33 7:33 7:33 7:33 7:36 8:52 10:08 11:24 12:40 13:36 15:12 10 9:27 239 2.3743 9:27 9:27 9:27 9:54 11:52 13:51 15:50 17:48 19:47 21:46 23:45 12 11:20 199 3.4190 11:20 11:20 11:20 14:15 17:06 19:57 22:48 25:39 28:30 31:20 34:11 15 14:10 159 5.3423 14:10 14:10 17:48 22:16 26:43 31:10 35:37 40:04 44:31 48:58 53:25 18 17:00 133 7.6928 25:39 32:03 38:28 44:52 51:17 57:42 64:06 70:31 76:56 17:00 19:14 21 19:50 114 10.4708 19:50 26:11 34:54 43:38 52:21 61:05 69:48 78:32 87:15 95:59 104:42 24 22:40 99 13.6762 22:48 34:11 45:35 56:59 68:23 79:47 91:10 102:34 113:58 125:22 136:46 27 25:30 88 17.3089 28:51 43:16 57:42 72:07 86:33 100:58 115:24 129:49 144:14 158:40 173:05 30 28:20 80 21.3690 35:37 53:37 71:14 89:02 106:51 124:39 142:28 160:16 178:05 195:53 213:41 33 31:10 72 25.8565 43:06 64:38 86:11 107:44 129:17 150:50 172:23 193:55 215:28 237:01 258:34 Table 02530-3 MINIMUM TESTING TIMES FOR LOW PRESSURE AIR TEST PIPE MINIMUM LENGTH FOR TIME FOR DIAMETER TIME MINIMUM TIME LONGER LENGTH (INCHES) (SECONDS) (FEET) (SECONDS) 6 340 398 0.855 (L) 8 454 298 1.520 (L) 10 567 239 2.374 (L) 12 680 199 3.419 (L) 159 5.342 (L) 15 850 18 21 1020 1190 133 114 10.471 7 693 (L) (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 DEPTH IN FEET TIME IN BY PIPE DIAMETER SECONDS 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 (The values times listed for each above additional have been 2-foot extrapolated depth. from ASTM C 924-85) T 04/2002 02530-19 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-5 PIPE VS. MANDREL DIAMETER NOMINAL AVERAGE SIZE I D. MINIMUM MANDREL MATERIAL AND WALL CONSTRUCTION (INCHES) (INCHES) DIAMETER (INCHES) PVC 26) 6 5.764 5.476 -Solid (SDR 8 7.715 7.329 9.646 9.162 10 PVC 35) 12 11.737 11.150 -Solid (SDR 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 8 7.750 7.363 PVC -Truss 10 9.750 9.263 12 11.790 11.201 15 14.770 14.032 PVC F 794) 12 11.740 11.153 -Profile (ASTM 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 18.000 17.100 HDPE-Profile 18 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 Cast 12 12.85 11.822 -Centrifugally 46) 18 18.66 17.727 (Class SN 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 unifouui 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 according to requirements of Section 02921 - Hydromulch Seeding. E Provide sodding in areas of residential land use over the surface of ground disturbed during construction and not paved or not designated to be paved. disturbed areas in accordance with Section 02922 - Sodding. Grade surface at a uniform slope to natural grade as indicated on the Drawings. Provide a minimum of 4 inches of topsoil per Section 02910 - Topsoil. F Confoirn 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 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. 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: 1. An estimate for 95 percent payment will be authorized when the reconnection is completely installed and backfilled. 2. An estimate for 100 percent payment will be authorized 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. F Measurement for abandonment of service connection is on a unit price basis for each abandoned connection No separate payment will be made for abandonment of service 02531-1 04/2002 CITY OF PEARLAND SANITARY SEWER SERVICE STUBS OR RECONNECTIONS 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 in diameter or less. B PVC pipe shall be gasket jointed with gasket conforming to ASTM D3212. C Provide service connection pipe in sizes shown on the Drawings For reconnection of existing services, select service connection pipe diameter to match existing service diameter. 04/2002 D Provide a 6-inch service connection when more than one service discharges into a single pipe. E Connect service pipes to new parallel or replacement sewer mains with prefabricated, full-bodied tee or wye fittings conforming to specifications for the sewer main pipe material as specified in other Sections for all sewers up to 18 inches in diameter. F Where new sewers are installed using pipe augering or tunneling, or where the new sewer is greater than 18 inches in diameter, use Fowler Inserta-Tee" to connect the service to the new sewer main. 02531-2 CITY OF PEARLAND SANITARY SEWER SERVICE STUBS OR RECONNECTIONS 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 lip 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. 1. Fernco Pipe Connectors, Inc , Series 1055 with shear ring SR-8; 2. Band Seal by Mission Rubber Co., Inc ; 3. Approved equal. B For connection between new PVC pipe stub out and new service, use rubber-gasketed adapter coupling: 1. GPK Products, Inc , IPS & Sewer Adapter. 2. Approved Equal. 2.04 STACKS A Provide stacks for service connections wherever the crown of the sewer is 8 feet or more below finished grade. B Construct stacks of the same material as 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 inches in diameter and larger to the sewer by construction of a manhole. Payment for the manhole will be made at the contract unit price for the appropriate manhole diameter and depth. 3.02 PROTECTION A Provide barricades and warning lights and signs for excavations created for service connections. Confoim to requirements of Section 01555 - Traffic Control and Regulation. B Do not allow sand, debris or runoff to enter sewer system. 3.03 PREPARATION 04/2002 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 sanitary sewer main. 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 3.01E. 3.04 EXCAVATION AND BACKFILL A Excavate in accordance with Section 02318 - Excavation and Backfill for Utilities. B Perform work in 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 in compliance with Section 02318 - Excavation and Backfill for Utilities. 3.07 TESTING A Test service reconnections and service stubs. Follow applicable procedures given in Section 02530 - Gravity Sanitary Sewers 02531-5 04/2002 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 Confoun to Section 01562 - Waste Material 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 HDPF pipe for sanitary sewer force mains, including fittings. 1.02 UNIT PRICES A No separate payment will be made for HDPF pipe under this Section. Include cost in unit prices 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: CONSTRUCTION WALL MANUFACTURER PRODUCT OPTIONS DESIGNATION ASTM STIFFNESS (MIN) PIPE DIAMETER RANGE (INCHES) Solid Wall Drisco Drisco Quail Poly Plexco Pipe Pipe 1000 8600 Approved F714 115 psi 8 to 10 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 OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE 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 1. 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. 2. 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 in color, opacity, density, and other physical properties. 2.04 INSPECTIONS 04/2002 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 Engineei 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. 02532-2 CITY OF PEARLAND HIGH DENSITY POLYETHYLENE (HDPE) SOLID WALL PIPE 2.05 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 degrees C plus or minus 2 degrees C) and 50 percent relative humidity plus or minus 5 percent relative humidity for not less than 40 hours prior to test. Conduct tests under the same conditions of temperature and humidity unless otherwise specified. B Flattening. Flatten three specimens of pipe, prepared in accordance with Paragraph 2.05A, in a suitable press until the internal diameter has been reduced to 40 percent of the original inside diameter of the pipe. The rate of loading shall be uniform and at 2- inches per minute. The test specimens, when examined under normal light and with the unaided eye, shall show no evidence of splitting, cracking, breaking, or separation of the pipe walls or bracing profiles. C Joint Tightness. Test for joint tightness in accordance with ASTM 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: 1. Pipe size 2. Pipe class 3. Production code 4. Material designation 3.0 EXECUTION 3.01 INSTALLATION A Conform to requirements of the following Sections: 1. Section 02630 - Storm Sewers 2. Section 02530 - Gravity Sanitary Sewers 3. 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 1.0 GENERAL Section 02534 PVC PIPE 1.01 SECTION INCLUDES A Polyvinyl chloride pressure pipe for water distribution in nominal diameters 4 inches through 16 inches. B Polyvinyl chloride sewer pipe for gravity sanitary sewers in nominal diameters 4 inches through 48 inches. C Polyvinyl chloride pressure pipe for gravity sanitary sewers and force mains in nominal diameters 4 inches through 36 inches. 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. 04/2002 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. 02534-1 CITY OF PEARLAND 2.0 PRODUCTS 2.01 MATERIAL 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 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: 1. Gaskets shall meet the requirements of ASTM F 477 Use elastomeric factory - installed gaskets to make joints flexible and watertight. 2. Pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed sewer, shall have the following gasket materials for the noted contaminants. CONTAMINANT Petroleum (diesel, gasoline) GASKET MATERIAL REQUIRED 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 04/2002 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 02534-2 CITY OF PEARLAND 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. PVC PIPE 2.04 GRAVITY SANITARY SEWER PIPE A PVC gravity sanitary sewer pipe shall be in accordance with the provisions in the following table: WALL CONSTRUCTION MANUFACTURERPRODUCT OPTIONS ASTM DESIGNATION SDR (MAX.) / STIFFNESS (MIN.) DIAMETER SIZE RANGE Solid CertainTeed J-M Can Diamond Carlon Pipe Tex Approved D3034 SDR 26 / PS 115 6" to 10" Approved D3034 SDR 35 / PS 46 12" & 15" 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 ETI Lamson Ultra A-2000 -Rib Vvlon Only included the Schedule when Bid in F949 F794 N/A N/A N/A / 50 / 46 / 46 psi psi psi 12" 12" 21" to 36" to 48" to 48" B When solid wall PVC pipe 18 inches to 27 inches in diameter is required in SDR 26, provide pipe confoiuiing to ASTM F679, except provide wall thickness as required for SDR 26 and pipe strength of 115 psi. C For sewers up to 12-inch-diameter crossing over waterlines, or crossing under waterlines with less than 2 feet separation, provide minimum 150 psi pressure -rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings. D Joints: Spigot and integral wall section bell with solid cross section elastometric or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM F 477, 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 fabricated Saddle -type tee or wye fittings are not acceptable. 2.05 SANITARY SEWER FORCE MAIN PIPE A Provide PVC pressure pipe conforming to the requirements for water service pipe, and conforming to the minimum working pressure rating specified in Section 02533 - Sanitary Sewage Force Mains. B Acceptable pipe joints are integral bell -and -spigot, containing a bonded -in elastomeric sealing ring meeting the requirements of ASTM F 477 In designated areas requiring restrained joint pipe and fittings, use EBAA Iron Series 2000PV, Uniflange Series 1350 restrainer, or equal joint restraint device conforming to UNI-B-13, for PVC pipe 12-inch diameter and less. C Fittings: Provide ductile iron fittings as per Paragraph 2.03, except furnish all fittings with one of the following internal linings: 1. Nominal 40 mils (35 mils minimum) virgin polyethylene complying with ASTM D 1248, heat fused to the interior surface of the fitting, as manufactured by American Cast Iron Pipe "Polybond", or U.S. Pipe "Polyline". 2. Nominal 40 mils (35 mils minimum) polyurethane, Corro-pipe II by Madison Chemicals, Inc 3. Nominal 40 mils (35 mils minimum) ceramic epoxy, Protecto 401 by Enduron Protective Coatings. D Exterior Protection: Provide polyethylene wrapping of ductile iron fittings as required by Section 02512 - Polyethylene Wrap. F 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: 1. J & M Manufacturing Company, Inc. 2. CertainTeed Corporation 3. Diamond Plastics Corporation 4. Canon Company 5. North American Pipe Corporation (NAPCO) 3.0 EXECUTION 3.01 PROTECTION 04/2002 A Store pipe under cover out of direct sunlight and protect from excessive heat or harmful chemicals in accordance with the manufacturer s recommendations. 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 - Sanitary Sewage Force Mains, and Section 02630 Storm Sewers. B Install PVC pipe in accordance with Section 02318 - Excavation and Backfill for Utilities, ASTM D 2321, and manufacturer s recommendations. C Water service pipe 12 inches in diameter and smaller: Installed to clear utility lines and have minimum 4 feet of cover below lowest property line grade of street, unless otherwise required by 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 TAPPING SLEEVES AND VALVES Section 02540 TAPPING SLEEVES AND VALVES 1.0 GENERAL 1.01 SECTION INCLUDES A Tapping sleeves and valves for connections to existing water system. 1.02 UNIT PRICES A Measurement is on a per each basis for each size of tapping sleeve and valve installed. B Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Submit product data in accordance with requirements of Section 01350 - Submittals. 1.04 QUALITY CONTROL A Provide manufacturer's affidavit that all valves purchased for tapping of existing waterlines conform to Section 02541 - Water and Wastewater Line Valves and to applicable requirements of AWWA C500 and that they have been satisfactorily tested in accordance with AWWA C500. 2.0 PRODUCTS 2.01 MATERIALS A Tapping Sleeves: 1. Tapping Sleeve Bodies: AWWA C110 ductile iron; stainless steel; in two sections to be bolted together with high -strength, corrosion -resistant, low -alloy, steel bolts; mechanical joint ends. 2. Branch Outlet of Tapping Sleeve: Flanged; machined recess; AWWA C207, Class D, ANSI 150 lb drilling. Gasket: Affixed around recess of tap opening to preclude rolling or binding during installation. 3. Where fire service from 6-inch main is approved, use cast iron split sleeve. B Tapping Valves: Meet all requirements of Section 02626 with following exceptions: 1. Inlet Flanges: a. AWWA C110; Class 125. b AWWA C110; Class 150 and higher. Minimum eight hole flange. 2. Outlet: Standard mechanical or push -on joint; to fit any standard tapping machine. 3. Valve Seat Opening: Accommodate full-size shell cutter for nominal size tap without any contact with valve body; double disc. 04/2002 02540-1 CITY OF PEARLAND TAPPING SLEEVES AND VALVES 4. Open Left operation only. C Valve Boxes: Furnish and install according to Section 02520- Valve Boxes, Meter Boxes, and Meter Vaults. 3.0 EXECUTION 3.01 GENERAL A Install tapping sleeves and valves at locations and of sizes as shown on Drawings. B Thoroughly clean tapping sleeve, tapping valve and pipe prior to installation and in accordance with manufacturer's instructions C Hydrostatically test installed tapping sleeve to 150 psig for a minimum of 15 minutes. Inspect sleeve for leaks, and remedy leaks prior to tapping operation. D When tapping concrete pressure pipe, size on size, use shell cutter one standard size smaller than waterline being tapped. E Do not use Large End Bell (LEB) increasers with a next size tap unless existing pipe is asbestos -cement. 3.02 INSTALLATION A Tighten bolts in proper sequence so that undue stress is not placed on pipe. B Align tapping valve properly and attach it to tapping sleeve. C Make tap with sharp, shell cutter: 1. For 12-inch and smaller tap, use minimum cutter diameter one-half inch less than nominal tap size. 2. For 16-inch and larger tap, use manufacturer's recommended cutter diameter. D Withdraw coupon and flush all cuttings from newly -made tap. E Wrap completed tapping sleeve and valve in accordance with Section 02512. F Place concrete thrust block behind tapping sleeve (NOT over tapping sleeve and valve). G Block under valve using concrete blocks. H Request inspection of installation prior to backfilling. I Backfill in accordance with Section 02318. END OF SECTION 04/2002 02540-2 CITY GE PEARLAND WATER AND WASTEWATER LINE VALVES Section 02541 WATER AND WASTEWATER LINE VALVES 1.0 GENERAL 1.01 SECTION INCLUDES A Gate valves, Plug Valves, Butterfly Valves, Air Release and Pressure Reducing Valves. 1.02 MEASUREMENT AND PAYMENT A Unit Prices. 1. Gate valves will be paid by each valve furnished and installed under this Section. 2. Refer to Section 01200 - Measurement and Payment for unit price procedures. B Stipulated Price (Lump Stun). If the Contract is a Stipulated Price Contract, payment for work in this Section is included in the total Stipulated Pi ice. 1.03 REFERENCES A ASTM A 307 - Carbon Steel Fxternally Threaded Standard Fasteners. >� ASTM B 62 - Composition Bronze or Ounce Metal Casting. C ASTM D 429 - Test Methods for Rubber Property -Adhesion to Rigid Substrates. D ASTM H 763 - Copper Alloy Sand Casting for Valve Application. AWWA C 500 - Gate Valves, 3 Through 48 in. NPS, for Water and Sewage Systems. F AWWA C 509 - Resilient -seated Gate Valves, 3 through 12 \PS, for Water and Sewage Systems. G AWWA C 550 - Protective Epoxy Interior Coatings for Valves and Hydrants. 1.04 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittal Procedures. R Submit manufacturer's product data for proposed valves for approval. 1.05 QUALITY CONTROL A Submit manufacturer's affidavit that gate valves are manufactured in the United States and conform to stated requirements of AWWA C 500, AWWA C 509, and this Section, and that they have been satisfactorily tested in the United States in accordance with AWWA C 500 and AWWA C 509. 04/2002 02 541-1 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 2.0 PRODUCTS 2.01 GATE VALVES 04/2002 A Gate Valves: AWWA C 500, AWWA C 509 and additional requirements of this Section. Direct bury valves and those in subsurface vaults, aboveground and plant valves open counterclockwise. B If type of valve is not indicated on Drawings, use gate valves as line valves for sizes less than 16-inches. If type of valve is indicated, no substitute is allowed C Gate Valves 1-1/2 Inches in Diameter and Smaller: 125 psig; bronze; rising -stem; single -wedge; disc type; screwed ends; such as Crane No. 428, or approved equal. D Coatings for Gate Valves 2 Inches and Larger: AWWA C 550; Indurall 3300 or approved equal, non -toxic, imparts no taste to water, functions as physical, chemical, and electrical barrier between base metal and surroundings, minimum 8-mil-thick, fusion -bonded epoxy. Prior to assembly of valve, apply protective coating to interior and exterior surfaces of body. E Gate Valves 2 Inches in Diameter: Iron body, double gate, non -rising stem, 150-pound test, 2-inch square nut operating clockwise to open. F Gate Valves 4 Inches to 12 Inches in Diameter: Non -directional, resilient seated (AWWA C 509) or parallel seat double disc (AWWA C 500), 200 psig, bronze mounting, push -on bell ends with rubber joint rings, and nut -operated unless otherwise specified Provide resilient seated valves manufactured by American Darling AFC-500, US Pipe Metroseal 200, or approved equal. Provide double disc valves manufactured by American Darling 52, Clow F-6102 or approved equal. Comply with following requirements: 1. Design: Fully encapsulated rubber wedge or rubber seat ring mechanically attached with minimum 304 stainless -steel fasteners or screws; threaded connection isolated from water by compressed rubber around opening. 2. Body: Cast or ductile iron, flange bonnet and stuffing box together with ASTM A307 Grade B bolts. Manufacturer's initials, pressure rating, and year manufactured shall be cast in body. 3. Bronze• Valve components in waterway to contain not more than 15 percent zinc and not more than 2 percent aluminum. 4. Stems: ASTM B 763 bronze, alloy number 995 minimum yield strength of 40,000 psi; minimum elongation in 2-inches of 12 percent, non -rising. 5. O-rings• AWWA C 509, sections 2.2.6 and 4.8.2. 6. Stem Seals: Consist of three 0-rings, two above and one below thrust collar with anti -friction washer located above thrust collar. 7. Stem Nut• Independent or integrally cast of ASTM B 62 bronze 8. Resilient Wedge: Molded synthetic rubber, vulcanized and bonded to cast or ductile iron wedge or attached with 304 stainless steel screws tested to meet or exceed ASTM D 429 Method B; seat against epoxy -coated surface in valve body. 02541 2 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 9. Bolts: AWWA C 509 Section 4.4; stainless steel; cadmium plated, or zinc coated. G Gate Valves 16 Inches to 24 Inches in Diameter: AWWA C 500 by Mueller; push -on bell ends with rubber rings and nut -operated unless otherwise specified, double disc, 150 psi, and comply with the following' 1. Body: Cast or ductile iron; flange together bonnet and stuffing box with ASTM A 307 Grade B bolts. Manufacturer's initials, pressure rating, and year manufactured shall be cast in body Equip with rollers, tracks, and scrapers 2. Stems: Machined from ASTM B 62 bronze rod with integral forged thrust collar machined to size; non -rising. 3. Stem Seals: Consist of one 0-ring above and one 0-ring below thrust collar with anti -friction washer located above thrust collar for operating torque. 4. Stem Nut: Independent or integrally cast of ASTM B 62 bronze 5. Discs* Cast iron with bronze disc rings securely peened into machined dovetailed grooves. 6. Wedging Device: Solid bronze or cast-iron, bronze -mounted wedges. Thin plates or shapes integrally cast into cast-iron surfaces are acceptable. Other moving surfaces integral to wedging action shall be bronze monel or nickel alloy -to -iron. 7 Bronze Mounting: Built as integral unit mounted over, or supported on, cast- ironbase and of sufficient dimensions to be structurally sound and adequate for imposed forces. 8. Gear Cases: Cast iron furnished on 18-inch and larger valves and of extended type with steel side plates, lubricated, gear case enclosed with oil seal or 0-rings at shaft openings. 9. Stuffing Boxes: Located on top of bonnet and outside gear case. H Gate Valves 20 Inches and Larger: Furnish and equip with bypass valves. 1. Sizes: Provide 3-inch bypass valves for 16-inch through 20-inch gate valves. Provide 4-inch bypass valves for 24-inch gate valves. Valves 4 Inches through 12 Inches for Installation in Vertical Pipe Lines* Double disc, square bottom. J Valves 14 Inches and Larger for Installation in Horizontal Pipe Lines: Equipped with bronze shoes and slides. K Gate Valves Installed at Greater than 4-foot Depth: Provide non -rising, extension stem having coupling sufficient to attach securely to operating nut of valve. Upper end of extension stem shall terminate in square wrench nut no deeper than 4 feet from finished grade. L Gate Valves in Factory Mutual (Fire Service) Type Meter Installations: Conform to provisions of this specification outside screw and yoke valves; carry label of Underwriters Laboratories, Inc.; flanged, Class 125; clockwise to close. M Provide flanged joints when valve is connected to steel or PCCP. 04/2002 02541 3 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 2.02 BUTTERFLY VALVES AND ACTUATORS A Butterfly Valves and Actuators: Conform to AWWA C 504, except as modified or supplemented herein Provide valves manufactured by Keystone International, American -Darling, or approved equal. B If type of valve is not indicated on Drawings, butterfly valves shall be used for line valve sizes 16-inch and larger. If type of valve is specified, no substitute will be allowed C Butterfly valves shall be short -body, flanged design and installed at locations as shown on Drawings D Direct -bury valves, valves in subsurface vaults. Above -ground and plant valves shall open counterclockwise. E Provide flanged joints when valve is connected to steel or PCCP. F Butterfly Valves and Actuators (Additional Requirements for Large -Diameter Water Mains) Valves larger than 72 inches in diameter shall have all components designed so that the allowable stresses at rated pressure shall not exceed one-third of the yield strength or one -fifth of the ultimate strength of the material used. Provide valves manufactured by Keystone International, American -Darling, or equal. 2.03 BUTTERFLY VALVE CONSTRUCTION A Valves AWWA C 504, Class 150B. Body: Cast iron, ASTM A 126, Class B. Flanges: ANSI B 16.1, Class 125 lb. B Discs for Butterfly Valves• Either cast iron or ductile iron. C Seats: Buna-N or neoprene, and may be applied to disc or body Seats shall be mechanically secured and may not rely solely on adhesive properties of epoxy or similar bonding agent to attach seat to body Seats on disc shall be mechanically retained by stainless steel (18-8) retaining ring held in place by stainless steel (18-8) cap screws that pass through rubber seat for added retention. When seat is on disc, seat shall be retained in position by shoulders located on both disc and stainless -steel retaining ring. Mating surfaces for seats: Type 304 or 316, stainless steel and secured to disc by mechanical means. Sprayed -on or plated mating surfaces will not be allowed. 04/2002 D Coat interior wetted ferrous surfaces of valve, including disc, with epoxy suitable for potable -water conditions Epoxy, surface preparation, and epoxy application: In accordance with AWWA C 550 and coating manufacturer's recommendations. Provide two coats of two -component, high -build epoxy with minimum dry thickness of 10 mils. Epoxy coating Induiall 3300 or approved equal. Coatings shall be holiday tested and measured for thickness E Valve shaft and keys, dowel pins, or taper pins used for attaching valve shaft to valve disc: Type-304 or 316 stainless steel. Shaft Bearings Stainless steel, bronze, nylon, or 02541 4 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES Teflon (supported by fiberglass mat or backing material with proven record of preventing Teflon flow under load) in accordance with AWWA C 504. F Packing: Field -adjustable, split-V type, and replaceable without removing operator assembly. G Retaining Hardware for Seats: Type 304 or 316 stainless steel. Nuts and screws used with clamps and discs for rubber seats shall be held securely with locktight, or other approved method, to prevent loosening by vibration or cavitational effects. H Valve disc shall seat in position at 90 degrees to the pipe axis and shall rotate 90 degrees between full -open and tight -closed position. Install valves with valve shafts horizontal and convex side of disc facing anticipated direction of flow, except where shown otherwise on Drawings. 2.04 BUTTERFLY VALVE ACTUATOR CONSTRUCTION A Provide actuators for valves with size based on line velocity of 16 feet per second, and, unless otherwise shown on Drawings, equip with geared manual actuators. Provide fully enclosed and traveling -nut type, rack-and-pinion type, or worm -gear type for valves 24 inches and smaller. B Provide actuator designed for installation with valve shaft horizontal unless otherwise indicated on Drawings C Provide valve shaft extended from valve to actuator. Space between actuator housing and valve body shall be completely enclosed so that no moving parts are exposed to soil or elements. D Provide oil -tight and watertight actuator housings for valves, specifically designed for buried service or submerged service when located in valve vaults, and factory packed with suitable grease. E Install a valve position indicator on each actuator housing located above ground or in valve vaults. Valves shall be equipped with 2-inch actuator nut only. F Indicate direction of opening of valve on exposed visible part of assembly. G Design worm -gear or traveling -nut actuators so that a torque of 150 foot-pounds, or less, will operate valve at most adverse condition for which valve is designed. Vertical axis of actuating nut shall not move as valve is opened or closed. 2.05 VALVE BOXES A Provide standard A adjustable valve boxes only conforming to requirements of Section 02520 - Valve Boxes, Meter Boxes, and Meter Vaults. 2.06 VALVE SERVICE MANHOLES 04/2002 02541 5 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES A For large -diameter water mains, provide manholes to dimensions shown on Drawings confou ring to requirements of Section 02542 - Concrete Manholes. 2.07 AIR RELEASE AND VACUUM RELIEF VALVES A Air Release Valves: Apco No. 200, GA Industries Fig. 2-AR, or equal. Materials: body and cover, ASTM A48, Class 30, cast iron; float and leverage mechanism, ASTM A240 or A276 stainless steel; orifice and seat, stainless steel against Buna-N or Viton mechanically retained with hex head nut and bolt; other valve internals, stainless steel or bronze Provide inlet and outlet connections, and orifice as shown on Drawings. B Air Release and Vacuum Valves: Provide single -body, standard combination or duplex - body custom combination valves as indicated on Drawings 1. For 2-inch and 3-inch, single -body valves, provide inlet and outlet sizes as shown on Drawings and orifice sized for 100 psi working pressure. Valve materials: body, cover and baffle, ASTM A48, Class 35 or ASTM A126, Grade B cast now plug or poppet, ASTM A276 stainless steel; float, ASTM A240 stainless steel; seat, Buna-N; other valve internals, stainless steel Valve exterior: Painted with shop -applied primer suitable for contact with potable water. Provide Apco Model 145C or 147C, Val-Matic Series 200 or equal valves. 2. For 3-inch and larger duplex body valves as shown on Drawings, provide Apco Series 1700 with No. 200 air release valve, GA Industries Fig. No. AR/GH- 21K/280, or equal. Air and vacuum valve materials body and cover, ASTM A48, Class 35 cast iron; float, ASTM A240 stainless steel; seat Type 304, stainless steel and Buna-N; other valve internals, stainless steel or bronze. Air release valve: Constructed as specified in paragraph above on Air Release Valves. C Vacuum Relief Valves: Provide air inlet vacuum relief valves with flanged inlet and outlet connections as shown on Drawings Provide air release valves in combination with inlet and outlet, and orifice as shown on Drawings. Valve shall open under pressure differential not to exceed 0 25 psi Provide Apco Series 1500 with a No. 200A air release valve, GA Industries Fig. No. HCARV, or approved equal. Materials for vacuum relief valves: valve body, ASTM A48, Class 35, cast iron, seat and plug, ASTM B584 bronze, copper alloy 836; spring, ASTM A313, Type-304, stainless steel; bushing, ASTM B584 bronze, copper alloy 932; retaining screws, ASTM A276, Type 304, stainless steel. D Air Release Valve Vault as detailed in Drawings. 2.08 PRESSURE REDUCING VALVES 04/2002 A Provide Cla-Val Model 90-01, or approved equal, PRV with strainer in location and arrangement as shown on Drawings. Valve body ASTM A48, cast iron of ASTM A126, Class B, cast iron with ANSI B16.1, Class 125, flanges. Valve coves: ASTM A48 cast iron. Valve internals: Type-303, stainless steel or B-62 bronze Rubber parts: Buna-N. No leather parts shall be allowed. Resilient seat shall have rectangular cross section. 02541 6 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES B Control Tubing: Contain shutoff cocks with "Y" strainer. C PRV: Fquip with valve position indicator. Initially set in field by authorized manufacturer's representative with 60 psi downstream pressure. D Provide basket strainer upstream of PRV as shown on Drawings Strainer body: quick - opening type, fabricated -steel construction with ANSI B16.1, Class 150, flanges. Basket: Type 304 stainless steel. Provide Hayward Model 90, or equal, for PRV 4-inch through 24-inch. Provide Hayward Model 510, or equal, for PRV 14 inches or greater when space limitations dictate the use of smaller strainer housing. E Pilot Systems for PRV: Adjustable and pressure sustaining. F Valve Box: Valve Box conforming to requirements of Section 02520 3.0 EXECUTION 3.01 INSTALLATION A Earthwork. Conform to applicable provisions of Section 02318 - Excavation and Backfilling for Utilities. B Operation. Do not use valves for throttling without prior approval of manufacturer. 3.02 SETTING VALVES AND VALVE BOXES A Remove foreign matter from within valves prior to installation. Inspect valves in open and closed positions to verify that parts are in satisfactory working condition B Install valves and valve boxes where shown on Drawings. Set valves plumb and as detailed. Center valve boxes on valves. Carefully tamp earth around each valve box for minimum radius of 4 feet, or to undisturbed trench face if less than 4 feet. Install valves completely closed when placed in water line. C For pipe section of each valve box, use only cast iron, ductile iron, or DR18 PVC pipe cut to proper length. Size to allow future operation of valve. Assemble and brace box in vertical position as indicated on Drawings. 3.03 DISINFECTION AND TESTING A Perform disinfection and testing of valves and appurtenances as required by Section 02510 - Water Mains. B Repair or replace valves which exceed the allowable specified leakage rate. 04/2002 02541 7 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 3.04 PAINTING OF VALVES A Paint valves in vaults, stations, and above ground using ACRO Paint No. 2215, or approved equal. END OF SECTION 04/2002 02541 8 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES 1.0 GENERAL Section 02542 CONCRETE MANHOLES AND ACCESSORIES 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 rings 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 price 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 price 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: 1. Frames, grates, rings, and covers. 2. Materials to be used in fabricating drop connections. 3. Materials to be used for pipe connections at manhole walls. 4. Materials to be used for stubs and stub plugs. 5. Plugs to be used for sanitary sewer hydrostatic testing 6. Shop drawings of manhole sections and base units and construction details, including reinforcement, jointing methods, materials and dimensions. 7. Certification from manufacturer that precast manhole design is in full accordance with ASTM C 478 and design criteria as established in paragraph 2.01 E of this specification 8. Materials and procedures for corrosion -resistant liner and coatings, if required 9. Manufacturer's data for pre -mix (bag) concrete, if used for channel inverts and benches. D Provide shop drawings for fabrication and erection of casting assemblies. Include plans, elevations sections and connection details. Show anchorage and accessory items. Include setting drawings for location and installation of castings and anchorage devices. 2.0 PRODUCTS 2.01 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 Confouu to requirements of Section 03300 - Cast -in -Place Concrete. 2.03 PRECAST CONCRETE MANHOLES 04/2002 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 02542-2 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES of manhole sections in combination to provide the correct height with the fewest joints Wall sections shall be designed for depth as shown and loading conditions as described in paragraph 2.01E, 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: 1. AASHTO H-20 loading applied to the manhole cover and transmitted down to the transition and base slabs. 2. Unit soil weight of 120 pcf located above all portions of the manhole, including base slab projections. 3. Lateral soil pressure based on saturated soil conditions producing an at -rest equivalent fluid pressure of 100 pcf, with soil pressure acting on empty manhole. 4. Internal liquid pressure based on a unit weight of 63 pcf, with manhole filled with liquid from invert to cover, with no balancing external soil pressure. 5. Dead load of manhole sections fully supported by the transition and base slabs. 6. Design additional reinforcing steel to transfer stresses at openings. 7. The minimum clear distance between any two wall penetrations shall be 12 inches or half the diameter of the smaller penetration, whichever is greater. F Foil i 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. 02542 3 04/2002 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: 1. External clamps: Type 304 stainless steel 2. Internal, expandable clamps on standard manholes:Type 304 stainless steel, 11 gage minimum. 3. Internal expandable clamps on corrosion -resistant manholes: a. Type 316 stainless steel, 11 gage minimum , or b. Type 304 stainless steel, 11 gage minimum, coated with minimum 16 mil fusion -bonded epoxy conforming to AWWA C 213. 4. All precast openings shall be fully circular, 360E openings. B Where rigid 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 Stonn sewer pipe connections: 1. Connections acceptable for sanitary sewers. 2. 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 04/2002 A Backfill materials shall conform to the requirements of Section 02318 - Hxcavation and Backfill for Utilities. 02542 4 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES 2.11 NON -SHRINK GROUT A For non -shrink grout, use prepackaged, inorganic, flowable, non -gas -liberating, non- metallic, cement -based grout requiring only the addition of water. It shall meet the requirements of ASTM C 1107 and shall have a minimum 28-day compressive strength of 7000 psi. 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 symmetrical, 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 may be seated in the frame. 2.14 SPECIAL FRAMES AND COVERS A Where indicated 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 reinforcing steel confoiining 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. 02542 5 04/2002 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES 3.0 EXECUTION 3.01 EXAMINATION A Verify lines and grades are correct. B Deteiniine 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 stone 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 material 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.oints 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 fabric as the foundation material 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 rings above tops of cones or flat -top sections as required to adjust the finished elevation and to support manhole frame. C Seal any lifting holes with non -shrink grout. D Where PVC liners are required, seal joints between sections in accordance with manufacturers recommendations. 3.06 PIPE CONNECTIONS AT MANHOLE A Install approved resilient connectors at each pipe entering and exiting sanitary sewer manholes in accordance with manufacturer's instructions. B Ensure that no concrete, cement stabilized sand, fill or other rigid material is allowed to enter the space between the pipe and the edge of the wall opening at and around the resilient connector on either the interior or exterior of the manhole. If necessary, fill the space with a compressible material to guarantee the full flexibility provided by the resilient connector. All pipe openings shall be fully circular, 360— openings. 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 using 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 backfilling. 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: 1. Slope of invert bench: 1 inch per foot minimum, 1-1/2 inch per foot maximum. 2. Depth of bench to invert: a. Pipes smaller than 15-inches: one-half largest pipe diameter b. Pipes 15 to 24-inches• three -fourths the largest pipe diameter c. Pipes larger than 24-inches: equal to the largest pipe diameter 3. Invert slope through manhole: 0.10-foot drop across manhole with smooth transition of invert through manhole, unless otherwise indicated on 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 materials 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 foam 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 ninate 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 ring 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. 04/2002 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 ring and the top edge of the frame. Provide a rounded comer around the perimeter. 02542 8 CITY OF PEARLAND CONCRETE MAHOLES AND ACCESSORIES 3.10 BACKFILL A Place and compact backfill materials 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 springline 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 1.0 GENERAL Section 02603 FRAMES, GRATES, RINGS, AND COVERS 1.01 SECTION INCLUDES A Iron castings for manhole frames and covers, inlet frames and grates, catch basin frames and grates, meter vault frames and covers, adjustment rings and extensions. B Ring grates. 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 Fabricate 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. 2.02 BEARING SURFACES 04/2002 02603-1 CITYOFPEARLAND FRAMES, GRATES, RINGS, AND COVERS 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 confotming 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 printed 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 ADJUSTING MANHOLES, INLETS, AND VALVE BOXES TO GRADE Section 02633 ADJUSTING MANHOLES, INLETS, AND VALVE BOXES TO GRADE 1.0 GENERAL 1.01 SECTION INCLUDES A Adjusting elevation of manholes, inlets, and valve boxes to new grades. 1.02 UNIT PRICES A Measurement for adjusting utility structures to grade is on a lump sum basis for: 1. Adjusting manholes. 2. Adjusting inlets. 3. Adjusting valve boxes. B Refer to Section 01200 - Measurement and Payment for unit price procedures. 2.0 PRODUCTS 2.01 CONCRETE MATERIALS A For cast in place concrete, refer to Section 03300 - Cast -in -Place Concrete B For precast concrete manhole sections and adjustment rings, refer to Section 02542 Concrete Manholes and Accessories. C For mortar mix, conform to requirements of ASTM C 270, Type S using Portland Cement. 2.02 CAST IRON ADJUSTING RINGS A For cast iron adjusting rings, refer to Section 02542. 2.03 PIPING MATERIALS A For riser pipes and fittings, refer to applicable piping materials specifications in Sections 02542. 3.0 EXECUTION 3.01 EXAMINATION A Fxamine existing structure, valve box frame and cover or inlet box, frame and cover or inlet, and piping and connections for damage or defects that would affect adjustment to grade. Report such damage or defects to the Engineer. 02633-1 04/2002 CITY OF PEARLAND ADJUSTING MANHOLES, INLETS, AND VALVE BOXES TO GRADE 3.02 ESTABLISHING GRADE A Coordinate grade related items with existing grade and finished grade or paving, and relate to established bench mark or reference line. 3.03 ADJUSTING MANHOLES AND INLETS A Elevation of manhole or inlet can be raised using precast concrete rings or metal adjusting rings. Use of brick for adjustment to grade is prohibited Elevation of manhole or inlet can be lowered by removing existing masonry, adjusting rings or the top section of the barrel below the new elevation and then rebuilding or raising the elevation to the proper height. B Grout inside and outside adjusting ring joints C vage and reuse cast iron frame and cover or grate. D Protect or block off manhole or inlet bottom using wood forms shaped to fit so that no debris or soil falls to the bottom during adjustment. E Set the cast iron frame for the manhole cover or grate in a full mortar bed and adjust to the established elevation. In streets, adjust covers to be 3/8 inch below pavement. F Verify that manholes and inlets are free of visible leaks as a result of reconstruction. Repair leaks in a manner subject to the Engineer's approval. 3.04 ADJUSTING VALVE BOXES A If usable, salvage and reuse valve box and surrounding concrete block. B Remove and replace 6-inch ductile iron riser pipe with suitable length for depth of cover required to establish the adjusted elevation to accommodate actual finish grade. C Reinstall in -kind adjustable valve box and riser piping plumbed in vertical position. Provide minimum 6 inches telescoping freeboard space between riser pipe top butt end and interior contact flange of valve box for vertical movement damping. D After valve box has been set, aligned, and adjusted so that top lid is level with final grade, pour a 24-inch by 24-inch by 8-inch thick concrete pad around valve box. Center valve box horizontally within concrete slab. 3.05 BACKFILL AND GRADING A Backfill the area of excavation surrounding each adjusted manhole, inlet, and valve box and compact according to requirements of Section 02318 - Excavation and Backfill for Utilities. 04/2002 02633-2 ADJUSTING MANHOLES, INLETS, AND CITY OF PEARLAND VALVE BOXES TO GRADE B Grade the ground surface to drain away from each manhole and valve box. Place earth fill around manholes to the level of the upper rim of the manhole frame. Place earth fill around the valve box concrete block. C In unpaved areas, grade surface at a uniform slope of 1 to 5 from the manhole frame to natural grade. Provide a minimum of 4 inches of topsoil conforming to requirements of Section 02910 - Topsoil and seed in accordance with Section 02921 - Hydromulch Seeding. END OF SECTION 04/2002 02633-3 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS Section 02634 DUCTILE IRON PIPE AND FITTINGS 1.0 GENERAL 1.01 SECTION INCLUDES A Ductile iron pipe and fittings for water mains, wastewater force mains, gravity sanitary sewers, and storm sewers. 1.02 UNIT PRICES A No separate payment will be made for ductile iron pipe and fittings under this Section. Include cost in unit price for water mains, force mains, gravity sanitary sewers, and storm sewers. 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, fitting, flange, and special details. Show station numbers for pipe and fittings corresponding to Drawings Production of pipe and fittings prior to review by the Engineer is at Contractor's risk. 1.04 QUALITY CONTROL A Provide manufacturer's certifications that all ductile iron pipe and fittings meet provisions of this Section and have been hydrostatically tested at factory and meet requirements of ANSI A21.51. B Provide certifications that all pipe joints have been tested and meet requirements of ANSI A21 11. 2.0 PRODUCTS 2.01 DUCTILE IRON PIPE A Ductile iron pipe barrels. ANSI A21.15, ANSI A21.50 or ANSI A21.51; bear mark of Underwriters' Laboratories approval; pressure classes as shown on the Drawings. B Provide pipe sections in standard lengths, not less than 18 feet long, except for special fittings and closure sections as indicated on shop drawings. 02634-1 04/2002 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 2.02 JOINTS A Joint types: ANSI A21.11 push -on; ANSI A21.11 mechanical joint; or ANSI A21.15 flanged end Provide push -on joints unless otherwise indicated on the Drawings or required by these specifications. For bolted joints, bolts shall conform to requirements of AWWA C111. B Where restrained joints for buried service are required by Drawings, provide one of the following, or equal (restrained joints shall be polyethylene wrapped): 1. Super -Lock Joint by Clow Corporation 2. Flex -Ring or Lok-Ring by American Cast Iron Pipe Company 3. TR-Flex Joint by U.S. Pipe and Foundry Company. C Threaded or grooved type joints which reduce pipe wall thickness below minimum required are not acceptable. D Provide for restrained joints designed to meet test pressures required under Section 02676- Hydrostatic Testing of Pipelines or Section 02531 - Sanitary Sewage Force Mains, as applicable. E Where ductile iron water main is cathodically protected from corrosion, bond rubber gasketed joints as shown on Drawings to provide electrical continuity along entire pipeline except where insulating flanges are required by Drawings 2.03 GASKETS: A Furnish, when no contaminant is identified, plain rubber (SBR) gasket material, for flanged joints 1/8-inch thick gasket in accordance with ANSI A21 15. B Pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed pipeline, shall have the following gasket materials for the noted contaminants: CONTAMINANT GASKET MATERIAL REQUIRED Petroleum (diesel, gasoline) Nitrile Rubber Other contaminants As recommended by the pipe manufacture 2.04 FITTINGS A Use fittings of same size as pipe. Reducers are not permitted to facilitate an off -size fitting. Reducing bushings are also prohibited. Make reductions in piping size by reducing fittings Line and coat fittings as specified for pipe they serve. B Push -on Fittings will not be allowed above grade. 04/2002 02634-2 CITY OF PEARLAND C Flanged Fittings: ANSI A21.10; ANSI B16.1 cast or ductile iron. Flanges: ANSI B16 1, Class 125; pressure rated at 250 psig. D Mechanical Joint Fittings: ANSI A21 10 (AWWA C1 10); pressure rated at 250 psi. E Ductile Iron Compact Fittings for Water Mains: ANSI A21 53 (AWWA C153); 4-inch through 12-inch diameter; cement -mortar lining; conform to requirements of Section 02630 - Polyethylene Wrap. 2.05 COATINGS AND LININGS A Water Main Interiors: ANSI A21.4, cement lined with seal coat. B Sanitary Sewer and Force Main Interiors: 1. Preparation: Commercial blast cleaning conforming to SSPC-SP6. 2. Liner thickness Nominal 40 asketllroovenimum 35 mils, for pipe and outside spigot end to b6rinches back el interior; minimum 6 - 10 milsg g from end. written 3. Testing: ASTM G62, Method B for voids and holidays; provide certification. 4. Acceptable Lining Materials: a. Virgin polyethylene conforming to ASTM D1248, with inert fillers and carbon black to resist ultraviolet degradation during storage heat bonded to interior surface of pipe and fittings; ` Polyline" by American Cast Iron Pipe Company; or equal. b. Polyurethane: Corro-pipe II by Madison Chemicals. c. Ceramic Epoxy: Protecto-40l by Enduron Protective Coatings. C Sanitary Sewer Point Repair Pipe: For pipes which will be lined with high density polyethylene liner pipe or cured -in -place liner provide cement -lined with seal coat in accordance with ANSI A21 4. For pipes which will not be provided with named liner, provide pipe as specified in Paragraph 2.05B. D Exterior: Prime coat and outside asphaltic coating confoiining to ANSI A21.10, ANSI A21.15, or ANSI A21 51 for pipe and fittings in open cut excavation and in casings. E Polyethylene Wrap: For buried water lines and sanitary sewers, including point repairs, provide polyethylene wrap unless otherwise specified or shown. Provide Polyethylene Wrap for all buried ductile iron pipe, including polyurethane coated pipe. F For flanged joints in buried service, provide petrolatum wrapping system, Denso, or equal, for the complete joint and all alloy steel fasteners. Alternatively, provide bolts made of Type 304 Stainless Steel G Pipe to be installed in potentially contaminated areas shall have coatings and linings recommended by the manufacturer as resistant to the contaminants. 04/2002 DUCTILE IRON PIPE AND FITTINGS 02634-3 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 2.06 MANUFACTURERS A Pre -approved manufacturers of ductile iron are American Cast Iron Pipe Co., McWane Cast Iron Pipe Co., and U. S. Pipe and Foundry Co. 3.0 EXECUTION 3.01 INSTALLATION A Confouiui to installation requirements of Sections 02510 - Water Mains, 02530 - Gravity Sanitary Sewers, and 02533 - Sanitary Sewage Force Mains, except as modified in this Section. B Install in accordance with AWWA C600 and manufacturer's recommendations. C Install all ductile iron pipe in polyethylene wrap, unless cathodic protection is provided Do not use polyethylene wrap with a cathodic protection system. 3.02 GRADE A Unless otherwise specified on Drawings, install ductile iron pipe for water service to clear utility lines with following minimum cover: DIAMETER (INCHES) 16 and 24 12 and smaller 04/2002 DEPTH OF COVER (FEET) END OF SECTION 5 4 02634-4 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 price for water mains, pumping facilities and casings. 1.03 SUBMITTALS A Submit shop drawings, in accordance with requirements of Section 01350 - Submittals. 1. For aerial crossings and water plant/facilities, include design of new pipe and fittings indicating alignment and grade, laying dimensions, lining and coating systems, proposed welding procedures, fabrication, fitting, flange and special details. Show station numbers for pipe and fittings corresponding to Drawings 2. Production of pipe and fittings prior 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 04/2002 02635-1 CITY OF PEARLAND 04/2002 STEEL PIPE AND FITTINGS A Provide steel pipe designed and manufactured in confoulance with AWWA C200 and AWWA M 11 except as modified herein. Steel shall be minimum of ASTM A 36, 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 SIZE WALL APPROXIMATE LINEAR FOOT PER UNCOATED MINIMUM WEIGHT PIPE O.D. THICKNESS 8" 8.625" 0.219" 19.64 10" 10.75" 0.219" 24.60 12" 12.75" 0.219" 29.28 14" 14.00" 0.219" 32.00 16" 16.00" 0.219" 36.86 20" 20.00" 0.250" 52.73 24" 24.00" 0.250" 63.41 30" 30.00" 0.250" 79.43 C Provide pipe sections in lengths of no less than 20 feet except as required for special fittings or closure sections. D Fittings: Factory forged for sizes 4 inches through 24 inches; long radius bends beveled ends for field butt welding; wall thickness: equal to or greater than pipe to which fittings is to be welded; unless otherwise shown on the drawings. E Joints: 1. Standard field joint for steel pipe: AWWA C206. a. Single -welded, lap joint. b. Double -welded, butt joint 2. Provide mechanically coupled or flanged joints where required for valves and fittings, and as shown on 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 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 02635-2 CITY OF PEARLAND STEEL PIPE AND FITTINGS 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. Pi ovide primer compatible with coating system and in accordance with coating manufacturer's recommendations. H Standard or Special Sections: Within 1/8 inch + of specified or theoretical lengths. Flanges: Square with pipe with bolt holes straddling both horizontal and vertical axis. Provide 1/2-inch gap between pipe ends where pipe is to be coupled with sleeve couplings. 2.02 EXTERNAL COATING SYSTEMS FOR BURIED STEEL PIPE A General Supplied with either tape coatings as specified herein 1. Tape Coating: AWWA C214; 80-mil shop -applied, Polyken YG-III, Tek-Rap Yard -Rap, or equal, except as modified herein Components: primer, one 20-mil layer of inner -layer tape for corrosion protection and two 30-mil layers of outer - layer tape for mechanical protection. Primer: compatible with tape coating supplied by coating -system manufacturer. Provide pipe with shop coatings cut back from joint ends to facilitate joining and welding of pipe. Taper successive tape layers by 1-inch staggers to facilitate field wrapping of joints 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 Prime Coat 2.0 to 4.O mils DFT Intermediate Coat 4.0 to 6.0 mils DFT Finish Coat 1.5 to 2.0 mils DFT SSPC SP10 Near White Blast Clean 2.0 to 3.0 mils surface profile ACRO 4422 Inhibitive Epoxy Primer, or approved equal ACRO 4460 Chemical Resistant Epoxy, or approved equal ACRO 4428 Polyurethane, or approved equal B Total minimum allowable dry film thickness for systerry 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 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 04/2002 B Epoxy Lining: AWWA C210-92 - White, or approved equal for shop and field joint applied, except as modified herein. 1. Surface Preparation: SSPC-SP-10(64); Near White Blast Clean; 2.0 to 3.0 mils surface profile. 2. Prime Coat: ACRO 4460 NSF Certified Epoxy - Buff; 4.0 to 6.0 mils DFT or approved equal. 3. Intermediate Coat: ACRO 4460 NSF Certified Epoxy - Buff 4.0 to 6.0 mils DFT or approved equal. 4. Finish Coat: ACRO 4460 NSF Certified Epoxy - White 4.0 to 6.0 mils DFT or approved equal. 5. Minimum allowable dry film system thickness: 12.0 mils. 6. Maximum allowable dry film system thickness: 18.0 mils. 7. Minimum field adhesion: 700 psi. 8. Dry film thicknesses for approved alternate products in accordance with the product manufacturer's recommendations. 02635-4 CITY OF PEARLAND STEEL PIPE AND FITTINGS 9. The lining system may consist of three or more coats of the same approved alternate epoxy lining without the use of a separate primer. 10. Provide materials from the same manufacturer. C Shop Applied Cement Mortar Lining: AWWA C205; shop -applied cement mortar linings, except as specified herein 3/8 inch minimum thickness for pipe diameters 24 inches and smaller. Pipe with cut back lining from joint ends no more than 2 inches to facilitate joining and welding of pipe. 2.06 MORTAR FOR EXTERIOR JOINTS A Cement Mortar: One part cement to two parts of fine, sharp clean sand; mix with water to a consistency of thick cream. B Portland Cement* ASTM C150, Type II. C Sand: 1. Inside joints AWWA C602; fine graded natural sand. 2. 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: 1. Inspect pipe prior to shipment, for holidays and damage to coating. Perform electrical holiday test of minimum of 6,000 volts with a 60 cycle current audio detector. If test indicates no holidays and outer wrap(s) is torn remove damaged layers of outer wrap by carefully cutting with sharp razor -type utility knife Wash with Xylol area to be patched and at least 4 inches of undamaged tape where hand -applied tape wrap will overlap. AWWA C209 cold -applied tape; compatible with tape -wrapping system applied for each layer of outer -wrap tape that has been removed If damaged area shows holiday when tested, remove outer layers and expose inner wrap. Prime exposed area and overlaps with light coat of primer. Firmly press into place patch of inner wrap of sufficient size to extend 4 inches from holidays in all directions. Holiday test patch to verify that it is installed satisfactorily. Retrim outer layer of tape to expose first wiap of outer -wrap tape sufficiently to allow minimum lap of 2 inches in all directions. Wash exposed outer wrap tape with Xylol and prime. Apply two layers of AWWA C209 outer wrap with 35 mils minimum thickness. 04/2002 02635-5 CITY OF PEARLAND STEEL PIPE AND FITTINGS 2. Regardless of results of electrical holiday test, bubbles in tape coating system are not allowed Cut out bubbles and patch as detailed above. 3. Field repairs and applications of coatings• AWWA C209 around joint cutbacks except as modified herein Field -welded joints* clean shop -primed ends of weld splatter, damaged primer and rust to achieve required surface preparation prior to field repair of linings and coatings. a. Immediately prior to placing joint in trench, remove shop -applied primer by abrasive blasting, solvent or other method as approved by the Engineer. Avoid damage to adjacent existing coatings. Clean surfaces to achieve surface preparation at least equivalent to SSPC SP6 in accordance with AWWA C209. Solvent: environmentally safe and compatible with coating -system primer. b. Apply primer immediately prior to application of first layer of tape to achieve maximum bond Apply tape while primer is still "tacky" with 3- inch minimum overlap over shop -applied coating. 4. Do not expose tape coatings to handful 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 04/2002 A Cement Mortar Lining: AWWA C205; 1/2-inch minimum thickness; cut back from joint ends to facilitate joining and welding of pipe. B Safety: Paints, coatings, and linings specified herein are hazardous materials. Vapors may be toxic or explosive. Protective equipment, approved by appropriate regulatory agency, is mandatory for all personnel involved in painting, coating, and lining operations. C Workmanship: 1. Application: By qualified and experienced workers who are knowledgeable in surface preparation and application of high-perfoiinance industrial coatings. 2. Paint Application Procedures: SSPC Good Painting Practices, Volume 1. 02635-6 CITY OF PEARLAND STEEL PIPE AND FITTINGS D Surface Preparation: 1. Prepare all surfaces for painting with abrasive blasting. 2. Schedule cleaning and painting so that detrimental amounts of dust or other contaminants do not fall on wet, newly -painted surfaces. Protect surfaces not intended to be painted from effects of cleaning and painting operations. 3. Prior to blasting, clean surfaces to be coated or lined of grease, oil and dirt by steaming or detergent cleaning in accordance with SSPC SP1. 4. Metal and Weld Preparation: Remove all surface defects such as gouges, pits, welding and torch -cut slag, welding flux and spatter by grinding to 1/4-inch minimum radius. 5. Abrasive Material: a. Blast only as much steel as can be coated same day of blasting. b. Use sharp, angular, properly -graded abrasive capable of producing depth of profile specified herein. Transport abrasive to jobsite in moisture - proof bags or airtight bulk containers. Copper slag abrasives are not acceptable. c. After abrasive blast cleaning, verify surface profile with replica tape such as Tes-Tex Coarse or Extra Coarse Press-O-Film Tape, or approved equal. Furnish tapes to Owner for filing and future reference. d. Do not blast if metal surface may become wet before priming commences, or when metal surface is less than 5 degrees F above dew point. 6. Remove all dust and abrasive residue from freshly blasted surfaces by brushing or blowing with clean, dry air. E Coating and Lining Application: 1. Environmental Conditions: Do not apply coatings or linings when metal temperature is less than 50 degrees F; when ambient temperature is less than 5 degrees F above dew point; when expected weather conditions are such that ambient temperature will drop below 40 degrees F within 6 hours after application of coating; or when relative humidity is above 85 percent. Measure relative humidity and dew point by use of sling psychrometer in conjunction with U.S. Department of Commerce Weather Bureau Psychometric Tables. Provide dehumidifiers for all field -applied coatings and linings to maintain proper humidity levels. 2. Application Procedures: a. Apply coatings and linings in accordance with manufacturer's recommendations and requirements of this section. Provide a finish free of runs, sags curtains, pinholes, orange peel, fish eyes, excessive overspray or 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. 02635-7 04/2002 CITY OF PEARLAND STEEL PIPE AND FITTINGS 3. Apply primer immediately after surface has been cleaned Thoroughly dry pipe before primer is applied Apply succeeding coats before contamination of under surface occurs. 4. Allow each coat of paint either to dry or cure amount of time recommended by coating or lining manufacturer before successive coats of paint are applied. Apply all successive coats of paint within recoat threshold time as recommended by coating or lining manufacturer on printed technical data sheets or through written communications. 3.04 INSPECTION 04/2002 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: 02635-8 CITY OF PEARLAND STEEL PIPE AND FITTINGS 1. Begin inspection after coating has sufficiently cured, usually one to five days. (Consult coating manufacturer for specific curing schedule.) 2. Use high -voltage d-c holiday detector such as D.E Stearns Company Model 14/20 or Tinker & Rasor Model AP/W. Use 1600 volts, plus or minus 100 volts. Use brass brush type electrode. 3. Ground high -voltage d-c holiday detector to metal being inspected. Earth -type ground tape is not acceptable. Mark detected defects with white chalk, repair and reinspect. 4. Adhesion Tests: ASTM D4541; pull -off testing using an Flcometer Model 106 Fixed Alignment Adhesion Tester. Adhesion testing may be directed by the Engineer on any length of pipe or joint which exceeds maximum coating thickness limitations specified in this Section. 3.05 COATINGS AND LININGS INSPECTION A Owner reserves right to inspect or acquire service of independent third -party inspector who is fully knowledgeable of, and qualified to inspect surface preparation and application of high-performance coatings to inspect any and all phases of all coatings and linings work, whether field or shop applied. Contractor responsible for application and performance of coating and lining whether or not Owner provides such inspection. END OF SECTION 04/2002 02635-9 POLYURETHANE COATINGS CITY OF PEARLAND 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 Prices. 1. No separate payment will be made for work performed under this Section Include cost of polyurethane coatings in contract unit prices for steel pipe or ductile iron pipe. 2. Refer to Section 01200 - Measurement and Payment for unit price procedures. B Stipulated Price (Lump Sum). If the Contract is a Stipulated Price Contract, payment for work in this Section is included in the total Stipulated Price. 1.03 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 Painting 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 materials listed in this Section. 04/2002 02636-1 POLYURETHANE COATINGS CITY OF PEARLAND 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 underwriters. C Follow handling and application practices of SSPC-PA Guide 3; SSPC-PS Guide 17.00; Coating Manufacturer's Material Safety Data Sheet. 1.05 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 foiniing 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 waim, ventilated and dry area E Prevent puncture, inappropriate opening or other action which may lead to product contamination. 2.0 PRODUCTS 2.01 COATING MATERIAL A Coating Standard: ASTM D 16. 04/2002 B Coating System• Use Type V system which is a 2-package polyisocyanate, polyol-cured urethane coating, mixed in 1:1 ratio at time of application The components shall be balanced viscosities in their liquid state and not require agitation during use. 02636-2 POLYURETHANE COATINGS CITY OF PEARLAND ON STEEL OR DUCTILE IRON PIPE C Exterior Coating Material: CORROPIPE II -TX and Joint Coating Material CORROPIPE II-PW, manufactured by Madison Chemical Industries, Inc , 5673 Old Dixie Road, Forest Park, Georgia 30050, or approved equal. D Internal Coating Matei ial: Joint Coating Material CORROPIPE II-PW, manufactured by Madison Chemical Industries, Inc , 5673 Old Dixie Road, Forest Park, Georgia 30050, or approved equal. E Cured Coating Properties: 1. Conversion to Solids by Volume: 97 percent plus or minus 3 percent. 2. Temperature Resistance: Minus 40 degrees F and plus 130 degrees F. 3. Minimum Adhesion: 500 psi, when applied without primer to ductile iron pipe which has been blasted to comply with SSPC-SP 10. 4. Cure Time: For handling in 1 minute at 120 degrees F, and full cure within 7 days at 70 degrees F. 5. Maximum Specific Gravities: Polyisocyanate resin, 1.20. Polyol resin, 1 15. 6. Minimum Impact Resistance. 80 inch -pounds using 1-inch diameter steel ball where coating is applied at 30 mils to ductile iron pipe surface which has been blasted to SSPC No. 10 finish. 7. Minimum Tensile Strength: 2000 psi. 8. Hardness: 55 plus or minus 5 Shore D at 70 degrees F. 9. Flexibility Resistance: ASTM D 1737 using 1-inch mandrel. Allow coating to cure for 7 days. Perform testing on test coupons held for 15 minutes at temperature extremes specified in this Paragraph 2.02 REPAIR AND TOUCHUP MATERIAL A CORROPIPE II PW (two -component, brush applied, or approved equal). Mix in accordance with coating manufacturer s recommendations. 3.0 EXECUTION 3.01 SURFACE PREPARATION A Remove deposits of oil grease or other organic contaminates before blast cleaning by using solvent wash as specified in SSPC-PA Guide 3. Clean and dry surfaces making them completely dry, free of moisture, dust, grit, oil, grease or any other deleterious substances prior to application of coating. B Exterior and Interior Surfaces: SSPC-SP10, near -white metal blast cleaning. The blasting shall be done with clean, hard, sharp cutting abrasives with no steel or cast iron shot in the mix. C Ductile Iron Pipe: Prior to the start of production blasting, prepare specimens for a white metal blast and a near -white metal blast using the equipment and abrasives proposed for the work. During preparation of the specimens, the blasting intensity and abrasive shall be changed as necessary to provide the degree of cleaning required by SSPC-SP10 04/2002 02636-3 POLYURETHANE COATINGS CITY OF PEARLAND 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. Monitor 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: Minimum DFT of 35 mils. C Thickness Deteiuiinations• 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 04/2002 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 2.01E, 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. 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 days Over 70 degrees F 7 days degrees F 9 50 to 70 12 days 0 to 50 degrees F 3.04 JOINTS A Apply coating to unlined pipe surfaces including inside of bell socket and outside of spigot. B Coating thickness on sealing areas of spigot end of pipe exterior: Minimum 8 mils (0.008 inch), maximum of 10 mils (0.010 inch). Maximum 10 mils may be exceeded in spigot end provided maximum spigot diameter as specified by pipe manufacturer is not exceeded. 3.05 INSPECTION A Engineer may inspect coatings at coating applicator's facilities. B Secure approval of surface preparation by coating manufacturer's representative prior to coating application C Holiday Inspection• Confoiin 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 storing, cleaning and inspecting, coatings repairs, and general construction methods as to how they may affect pipe coatings B Use nylon straps, padded lifts and padded storage skids Field cuts should be kept to minimum. Repair damage to coating due to handling or construction practices. See Section 02634 - Ductile Iron Pipe and Fittings and Section 02635 - Steel Pipe and Fittings for additional requirements. 04/2002 02636-5 POLYURETHANE COATINGS CITY OF PEARLAND 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: 1. Remove traces of oil, grease, dust, dirt, and other deleterious materials 2. Roughen area to be patched by sanding with rough grade sandpaper (40 grit). 3. Apply one coat of repair material described above. Work repair material into scratched surface by brushing. C Repair Procedure - Field Cuts or Large Damage: 1. Remove burrs from field cut ends or handling damage and smooth out edge of polyurethane coating 2. Remove traces of oil, grease, dust, dirt, and other deleterious materials 3. Roughen area to be patched with rough grade sandpaper (40 grit). Feather edges and include overlap of 1 inch to 2 inches of roughened polyurethane in area to be patched. 4. Apply thick coat of repair material described above. Work repair material into scratched surface by brushing Feather edges of repair material into prepared surface. Cover at least 1 inch of roughened area surrounding damage, or adjacent to field cut. D Repair Procedure - Theinlite Brazed Connection Bonds* 1. Remove polyurethane coating with power wire brush from area on metal surface which is to receive thermite brazed connection. 2. Grind metal surface to shiny metal with power grinder and coarse grit grinding wheel. 3. Apply thermite-brazed connection using equipment, charge and procedure recommended by manufacturer of thermite equipment. 4. After welded surface has cooled to temperature below 130 degrees F, apply protective coating repair material to weld, exposed pipe surface and damaged areas of polyurethane coating. 5. Do not cover or backfill freshly repaired areas of coating at thennite-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 BASE COURSE FOR PAVEMENT Section 02710 BASE COURSE FOR PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Base course of crushed stone, recycled crushed concrete base, cement stabilized crushed stone, cement stabilized bankrun gravel, recycled crushed stone and hot mix asphalt base course. 1.02 UNIT PRICES A If included on the bid form, measurement for base course is on a square yard basis. Separate measurement will be made for each different required thickness of base course. B No separate payment will be made for base course associated with pavement repair as described in Section 02980 — Pavement Repair and Resurfacing. C 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 samples of crushed stone, gravel, crushed concrete and soil binder for testing. C Submit weight tickets, certified by supplier, with each bulk delivery of cement to work site. D Submit manufacturer's description and characteristics for pug mill and associated equipment, spreading machine and compaction equipment for approval. E Submit manufacturing description and characteristics of spreading and finishing machine for approval. 1.04 TESTS A Tests and analysis of soil materials will be performed in accordance with ASTM C131, ASTM D1557, ASTM D4318, Tex-101-E, and Tex-110-E under provisions of Section 01450 - Testing Laboratory Services. 1.05 DELIVERY, STORAGE, AND HANDLING A Stockpiles shall be made up of layers of processed aggregate materials Load material by making successive vertical cuts through entire depth of stockpile. 04/2002 02710-1 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 2.0 PRODUCTS 2.01 CRUSHED STONE FLEXIBLE BASE COURSE A Crushed Stone: Material retained on the No. 40 Sieve meeting the following requirements: 1. Durable particles of crusher -run broken limestone, sandstone, gravel or granite obtained from an approved source. 2. Los Angeles abrasion test percent of wear not to exceed 40 when tested in accordance with ASTM C131. B Soil Binder: Material passing the No. 40 Sieve meeting the following requirements when tested in accordance with ASTM D4318: 1. Maximum Liquid Limit: 40. 2. Maximum Plasticity Index: 12. 3. Maximum Lineal Shrinkage 7 (when calculated from volumetric shrinkage at liquid limit). C Mixed Materials shall meet the following requirements: 1. Minimum compressive strength of 35 psi at 0 psi lateral pressure and 175 psi at 15 psi lateral pressure using triaxial testing procedures. 2. Grading in accordance with Tex-101-E and Tex-110-E within the following limits: SIEVE PERCENT RETAINED 1 %-inch 0 to 10 No. 4 45 to 75 No. 40 60 to 85 2.02 CEMENT STABILIZED BASE COURSE A Cement: ASTM C150 Type I; bulk or sacked B Water: Clean; clear; and free from oil, acids, alkali, or vegetable matter. C Crushed Stone: material retained on the No. 40 Sieve meeting the following requirements: 1. Durable particles of crusher -run broken limestone obtained from an approved source. 2. Los Angeles abrasion test percent of wear not to exceed 40 when tested in accordance with ASTM C131. D Gravel: Durable particles of bankrun gravel or processed material. 04/2002 02710-2 CITY OF PEARLAND BASE COURSE FOR PAVEMENT E Soil Binder: Material passing the No. 40 Sieve meeting the following requirements when tested in accordance with ASTM D4318: 1. Maximum Liquid limit 35. 2. Maximum Plasticity index: 10. F Mixed aggregate and soil binder shall meet the following requirements: 1. Grading in accordance with Tex-101-E and Tex-110-E within the following limits: SIEVE PERCENT RETAINED CRUSHED STONE PROCESSED GR. 1 GRAVEL GR. 2 BANKRUN GRAVEL 1 3/4-inch 0 to 10 0 to 5 - 0 to 5 1/4-inch - - 0 - No. 4 45 to 75 30 to 75 15 to 35 30 to 75 No. 40 55 to 80 60 to 85 55 to 85 65 to 85 2. Obtain prior permission from Engineer for use of additives to meet above requirements. G Cut back asphalt: MC30 conforming to requirements of Section 02742. H Emulsified petroleum resin: EPR-1 Prime conforming to requirements of Section 02742. I Design mix for minimum average compressive strength of 200 psi at 48 hours using Tex- 120-E unconfined compressive strength testing procedures. Provide minimum cement content of 1-1/2 sacks, weighing 94 pounds each, per ton of mix. J Increase cement content if average compressive strength of tests on field samples fall below 200 psi. Refer to Part 3 concerning field samples and tests. K Mix in stationary pug mill equipped with feeding and metering devices which shall add specified quantities of base material, cement, and water into mixer. Dry mix base material and cement sufficiently to prevent cement balls from forming when water is added. L Resulting mixture shall be homogeneous and uniform in appearance. 2.03 CEMENT -STABILIZED RECYCLED CRUSHED CONCRETE BASE (RCCB) COURSE A System Description: Provide RCCB with following performance: 1. Minimum 5 percent cement. 2. Minimum Compressive Strength. 650 psi at 7 days following TxDOT Tex-120-E. 04/2002 02710-3 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 04/2002 3. Prepare concrete product in an on- or off -site pug mill, or in an on- or off -site portable concrete mixer. B Preliminary Design: Prepare preliminary mix for 4 cement ratios; 5, 6, 7 and 8 percent. 1. Designate source of concrete for crushing. Follow Section 01450 for tests of concrete from source. 2. Results of compression tests will be used by Engineer to select the final mix design. C Cement: ASTM C150 Type I, II or III; bulk or sacked. D Water: Potable. E Aggregate: Recycled Crushed Concrete: Material retained on the No. 40 Sieve, and durable coarse particles of crusher -run reclaimed cured Portland cement concrete, obtained from an approved source. Organic material is prohibited. F Soil Binder (classified below): Meeting the following requirements when tested following TxDOT Tex-106-E• 1. Maximum Liquid Limit: 35 2. Maximum Plasticity Index: 10 G Mixed Aggregate and Soil Binder Grading following Tex-101-E and Tex-1I O-E within the following limits: SIEVE PERCENT RETAINED 1 %-inch 0 to 10 No. 4 45 to 75 No. 40 55 to 80; classified as "Soil Binder" 1. Obtain prior penniission from Engineer for use of additives to meet above requirements. H Asphaltic Seal Cure: 1. Use following as Contractor's option to curing by sprinkling, at no additional cost or time. 2. Cut -back asphalt: MC30 following Section 02742. 3. Emulsified petroleum resin: EPR-1 Prime following Section 02742. Material Mix and Mixing Equipment 1. Design mix for minimum compressive strength of 650 psi at 7 days following Tex-120-E unconfined compressive strength. 2. Cement Ratio: Follow Paragraph 1.04 A Increase cement content in one percent steps up to 8 percent maximum if compressive strength of design mix samples and field samples of installed product fail above test 02710-4 CITYOFPEARLAND BASE COURSE FOR PAVEMENT 3. Mix following Paragraph 1.04 A, with metering devices adding specified quantities of crushed concrete, cement, and water into mixer. Dry mix crushed concrete and cement to prevent cement balls from forming when water is added. Produce homogeneous and uniformly mixed product. 2.04 HOT MIX ASPHALT BASE COURSE A Coarse Aggregate: Gravel or crushed stone, or combination thereof that is retained on No. 10 sieve, uniform in quality throughout and free from dirt, organic, or other injurious matter occurring either free or as coating on aggregate. Aggregate shall conform to ASTM C33 except for gradation Furnish rock or gravel with Los Angeles abrasion loss not to exceed 40 percent by weight when tested in accordance with ASTM C131. B Fine Aggregate: Sand or stone screenings, or combination thereof, passing No. 10 sieve. Aggregate shall confoiiu to ASTM C33 except for gradation. Use sand composed of sound, durable stone particles free from loams or other injurious foreign matter. Furnish screenings of same or similar material as specified for coarse aggregate. Plasticity index of that part of fine aggregate passing No. 40 sieve shall be not more than 6 when tested by Tex-106-E. Sand equivalent shall have a minimum value of 45 when tested by Tex- 203-F. C Composite Aggregate. Conform to the grading limits of TxDOT Item 340 for the paving type indicated on the Drawings. D Asphaltic Material: Moisture -free homogeneous material which will not foam when heated to 347 degrees F, meeting the following requirements: VISCOSITY GRADE TEST AC-10 AC-20 min. max. min. max. Viscosity, 140° F stokes 1000 1 200 2000 1 400 1.9 - 2.5 - Viscosity, 275° F stokes Penetration, 77° F, 100 g, 5 sec. 85 - 55 - Flash Point, C E.0 F. 450 - 450 - , Solubility in trichloroethylene, percent 99.0 - 99.0 - Tests on residues from thin film oven tests: Viscosity, 140° F stokes - 3000 - 6000 Ductility, 77° F, 5 ems per min., ems 70 - 50 Spot tests Negative for all grades 1 Material shall not be cracked. 2. Engineer will designate grade of asphalt to use after design tests have been made. Use only one grade of asphalt after grade is determined by test design for project. 04/2002 02710-5 CITY OF PEARLAND BASE COURSE FOR PAVEMENT E Mixing Plant: Weight-batching or drum mix plant with capacity for producing continuously mixtures meeting specifications Plant shall have satisfactory conveyors power units, aggregate handling equipment, hot aggregate screens and bins, and dust collectors. Provide equipment to supply materials adequately in accordance with rated capacity of plant and produce finished material within specified tolerances. Following equipment is essential: 1. Cold aggregate bins and proportioning device 2. Dryer 3. Screens 4. Aggregate weight box and batching scales 5. Mixer 6. Asphalt storage and heating devices 7. Asphalt measuring devices 8. Truck scales F Bins: Separate aggregate into minimum of four bins to produce consistently uniform grading and asphalt content in completed mix. G Mix: Employ and pay certified testing laboratory to prepare design mixes. Test in accordance with Tex-126-E, Tex-204-F, Tex-208-F, and Tex-227-F. H Density and Stability Requirements: PERCENT PERCENT DENSITY HVEEM STABILITY PERCENT MIN MAX OPTIMUM NOT LESS THAN 95 99 97 35 I Proportions for Asphaltic Material: As specified in TxDOT Item 340 for the mix type shown on the Drawings 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted subgrade is ready to support imposed loads. B Verify lines and grades are correct. 04/2002 02710-6 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 3.02 PLACEMENT A Do not mix and place cement stabilized base when temperature is below 40 degrees F and falling. Base may be placed when temperature taken in shade and away from artificial heat is above 35 degrees F and rising. B Place material on prepared subgrade in uniform layers to produce thickness indicated on Drawings. Depth of layers shall not exceed 8 inches. Do not dump material in piles or windrows. C Spread with approved spreading machine. Conduct spreading so as to eliminate planes of weakness or pockets of nonunifoilnly graded material resulting from hauling and dumping operations D Provide construction joints between new material and stabilized base that has been in place 4 hours or longer. Joints shall be approximately vertical. Foini joint with a temporary header or make vertical cut of previous base immediately before placing subsequent base. E Use only one longitudinal joint at center line under main lanes and shoulder. Do not use longitudinal joints under frontage roads and ramps. F Place base so that projecting reinforcing steel from curbs remain at approximate center of base. Secure a firm bond between reinforcement and base. G Do not place asphaltic base when air temperature is below 50 degrees F and falling. Base may be placed when air temperature taken in shade and away from artificial heat is above 40 degrees F and rising H Haul prepared and heated asphaltic concrete mixture to project in tight vehicles previously cleaned of foreign material. Mixture shall be at temperature between 250 degrees F and 325 degrees F when laid. I Spread material into place with approved mechanical spreading and finishing machine of screening or tamping type. Use track -mounted finish machine to place base course directly on earth subgrade. J Place base courses 4 inches or greater in thickness in two or more layers, each having compacted thickness of not greater than 4 inches. Spread all lifts. Attain smooth course of uniform density to section, line and grades as indicated on Drawings. K Place courses as nearly continuously as possible. Pass roller over unprotected ends of freshly laid mixture only when mixture has become cooled When work is resumed cut back laid material to produce slightly beveled edge for full thickness of course. Remove old material which has been cut away and lay new mix against fresh cut. L When new asphalt/concrete is laid against existing asphalt, existing asphalt/concrete shall be saw cut full depth to provide straight smooth joint. 04/2002 02710-7 CITY OF PEARLAND BASE COURSE FOR PAVEMENT M In restricted areas where use of paver is impractical, spread and finish asphalt by mechanical compactor. Use wood or steel forms, rigidly supported to assure correct grade and cross section. Carefully place materials to avoid segregation of mix. Do not broadcast material. Remove any lumps that do not break down readily. Place asphalt courses in same sequence as if placed by machine. 3.03 COMPACTION A Start compaction as soon as possible but not more than 60 minutes from start of moist mixing. Compact loose mixture with approved tamping rollers until entire depth is uniformly compacted Do not allow stabilized base to mix with underlying material. B Correct irregularities or weak spots immediately by replacing material and recompacting. C Apply water to maintain moisture between optimum and 3 percent above optimum moisture as determined by ASTM D1557. Mix in with a spiked tooth harrow or equal. Reshape surface and lightly scarify to loosen imprints made by equipment. D Remove and reconstruct sections where average moisture content exceeds ranges specified at time of final compaction. E Finish by blading surface to final grade after compacting final course. Seal with approved pneumatic tired rollers which are sufficiently light to prevent surface hair line cracking Rework and recompact at areas where hair line cracking develops. F Compact to minimum density of 95 percent of modified Proctor density at a moisture content of treated material between optimum and 3 percent above optimum as determined by ASTM D1557, unless otherwise indicated on the Drawings. G Maintain surface to required lines and grades throughout operation 3.04 CURING A Moist cure for minimum of 7 days before adding pavement courses. Restrict traffic on base to local property access. Keep subgrade surface damp by sprinkling. B If indicated on Drawings, cover base surface with a curing membrane as soon as finishing operation is complete Apply with approved self-propelled pressure distributer at following rates, or as indicated on Drawings: 1 MC30: 0.1 gallon per square yard. 2. EPR-1 Prime: 0.15 gallon per square yard. C Do not use cutback asphalt during the period of April 16 to September 15. 04/2002 02710-8 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 3.05 TOLERANCES A Completed surface shall be smooth and conform to typical section and established lines and grades. B Top surface of base course: Plus or minus 1/4 inch in cross section, or in 16 foot length. 3.06 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B At the direction of the Engineer, a minimum of one core will be taken at random locations per 1,000 linear feet per lane of roadway or 500 square yards of base to determine in -place depth. C Contractor may, at his own expense, request additional cores in the vicinity of cores indicating nonconforming in -place depths. If the average of the tests falls below the required depth, place and compact additional material at no cost to the Owner. D Compaction Testing will be performed in accordance with ASTM D 1556 or ASTM D2922 and ASTM 3017 at a random location near each depth determination core. Rework and recompact areas that do not conform to compaction requirements at no additional cost to the Owner. E Fill cores and density test sections with new compacted cement stabilized base. 3.07 PROTECTION A Maintain stabilized base in good condition until completion of work. Repair defects immediately by replacing base to full depth. B Protect the asphalt membrane, if used, from being picked up by traffic. The membrane may remain in place when proposed surface courses or other base courses are to be applied 3.08 NONCONFORMING PAVEMENT A Recompact pavement sections not meeting specified densities or replace them with new asphaltic concrete material. Patch asphalt pavement sections in accordance with procedures established by Asphalt Institute. B Remove and replace areas of asphaltic base found deficient in thickness by more than 10 percent. Use new asphaltic base of thickness shown on Drawings. C Nonconforming pavement sections shall be replaced at no additional cost to Owner. 04/2002 02710-9 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 3.09 UNIT PRICE ADJUSTMENT A Unit price adjustments shall be made for insufficient in -place depth determined by cores as follows: 1. Adjusted Unit Price shall be reduced by a ratio of average thickness determined by cores to thickness bid upon, times unit price bid 2. Adjustment shall apply to lower limit of 90 percent of unit price bid. 3. Average depth below 90 percent may be rejected by the Engineer. END OF SECTION 04/2002 02710-10 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT 1.0 GENERAL Section 02741 ASPHALTIC CONCRETE PAVEMENT 1.01 SECTION INCLUDES A Surface courses of compacted mixture of coarse and fine aggregates and asphaltic material. 1.02 UNIT PRICES A If included on the bid form, measurement for asphaltic concrete pavement is on square yard basis. Separate measurement will be made for each different required thickness of pavement. B No separate payment will be made for asphaltic concrete associated with pavement repair as described in Section 02980 — Pavement Repair and Resurfacing. C Payment for asphaltic concrete pavement includes payment for associated work performed in accordance with Section 02743. D Refer to Section 01200 - Measurement and Payment for unit price procedures. E Refer to paragraph 3.08 for unit price adjustments. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit certificates that asphaltic materials and aggregates meet requirements of Article 2.01, Materials, of this Specification Section. C Submit proposed design mix and test data for each type and strength of surface course in Work. D Submit manufacturer's description and characteristics of mixing plant for approval E Submit manufacturer's description and characteristics of spreading and finishing machine for approval. 2.0 PRODUCTS 2.01 MATERIALS A Coarse Aggregate: Crushed stone or gravel or combination thereof, that is retained on No. 10 sieve, uniform in quality throughout and free from dirt, organic or other injurious 04/2002 02741-1 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT matter occurring either free or as coating on aggregate. Aggregate shall conform to ASTM C33 except for gradation. Furnish rock or gravel with Los Angeles abrasion loss not to exceed 40 percent by weight when tested in accordance with ASTM C 131. B Fine Aggregate. Sand or stone screenings or combination of both passing No. 10 sieve. Aggregate shall conform to ASTM C33 except for gradation. Use sand composed of sound, durable stone particles free from loams or other injurious foreign matter. Furnish screenings of same or similar material as specified for coarse aggregate. Plasticity index of that part of fine aggregate passing No. 40 sieve shall be not more than 6 when tested by Tex-106-E Sand equivalent shall have a minimum value of 45 when tested by Tex- 203-F. C Composite Aggregate: Conform to the grading limits of TxDOT Item 340 for the paving type indicated on the drawings. D Asphaltic Material: Moisture -free homogeneous material which will not foam when heated to 347 degrees F, meeting following requirements: GRADE VISCOSITY TEST AC-10 AC-20 MAX. MIN. MAX. MIN. Viscosity, 140° stokes 1000 1200 2000 '400 Viscosity, 275° stokes 1.9 - 2.5 - Penetration, 77°, 100 g, 5 85 - 55 - sec. Flash Point, C.O.C., F. 450 - 450 - Solubility in trichloroethylene, percent 99.0 - 99.0 - on residues from thin film oven tests: Tests Viscosity, 140° stokes - 3000 - 6000 Ductility, 77°, 5 cms per min., cms 70 - 50 - Spot tests Negative for all grades 1. 2. Material The one Engineei grade shall of not will asphalt be designate cracked after grade of is determined asphalt to use by after test design design tests project. have been made. Use only grade for 2.02 EQUIPMENT A Mixing Plant: Weight-batching or drum mix plant with capacity for producing continuously mixtures meeting specifications. Plant shall have satisfactory conveyors, 04/2002 02741-2 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT power units, aggregate handling equipment, hot aggregate screens and bins, and dust collectors. Provide equipment to supply materials adequately in accordance with rated capacity of plant and produce finished material within specified tolerances. Following equipment is essential: 1. Cold aggregate bins and proportioning device. 2. Dryer. 3. Screens. 4. Aggregate weight box and batching scales. 5. Mixer. 6. Asphalt storage and heating devices. 7. Asphalt measuring devices. 8. Truck scales. B Bins: Separate aggregate into minimum of four bins to produce consistently uniform grading and asphalt content in completed mix. 2.03 MIXES A Employ and pay certified testing laboratory to prepare design mixes. Test in accordance with Tex-126-E or Tex-204-F and Tex-208-F B Density and Stability Requirements: PERCENT DENSITY PERCENT HVEEM STABILITY PERCENT MIN. MAX. OPTIMUM NOT LESS THAN 95 99 97 35 C Proportions for Asphaltic Material: As specified in TxDOT Item 340 for the paving type shown on the Drawings. 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted base course is ready to support imposed loads. B Verify lines and grades are correct. 3.02 PREPARATION A Prime Coat: If indicated on the Drawings apply a prime coat conforming to requirements of Section 02742. Do not apply a tack coat until primed base has cured to satisfaction of the Engineer. B Tack Coat: Conform to requirements of Section 02743. Where the mixture will adhere to the surface on which it is to be placed without use of a tack coat, tack coat may be eliminated if approved by the Engineer. 04/2002 02741-3 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT C Do not use cutback asphalt during the period of April 16 to September 15. 3.03 PLACEMENT A Do not place asphaltic mixture in rain or when air temperature is below 50 degrees F and falling. Mixture may be placed when air temperature taken in shade and away from artificial heat is above 40 degrees F and rising. B Haul prepared and heated asphaltic concrete mixture to the project in tight vehicles previously cleaned of foreign material. Mixture shall be at temperature between 250 degrees F and 325 degrees F when laid. C Spread material into place with approved mechanical spreading and finishing machine of screening or tamping type. Use track -mounted finish machine to place base course directly on earth subgrade. D Surface Course Material: Surface course 2 inches or less in thickness may be spread in one lift. Spread all lifts in such manner that, when compacted, finished course will be smooth, of uniform density, and will be to section, line and grade as shown. Coincide construction joints on surface courses with lime lines, or as directed by the Engineer. E Place courses as nearly continuously as possible. Pass roller over unprotected ends of freshly laid mixture only when mixture has cooled. When work is resumed, cut back laid material to produce slightly beveled edge for full thickness of course. Remove old material which has been cut away and lay new mix against fresh cut. F When new asphalt is laid against existing or old asphalt mat, existing or old asphalt shall be saw cut full depth to provide straight smooth joint. G In restricted areas where use of paver is impractical, spread and finish asphalt by mechanical compactor. Use wood or steel forms, rigidly supported to assure correct grade and cross section Carefully place materials to avoid segregation of mix. Do not broadcast material. Remove any lumps that do not break down readily. Place asphalt courses in same sequence as if placed by machine. 3.04 COMPACTION A Begin rolling while pavement is still hot and as soon as it will bear roller without undue displacement or hair cracking Keep wheels properly moistened with water to prevent adhesion of surface mixture. Do not use excessive water. B Compress surface thoroughly and uniformly, first with power -driven, 3-wheel, or tandem rollers weighing from 8 to 10 tons. Obtain subsequent compression by starting at side and rolling longitudinally toward center of pavement, overlapping on successive trips by at least one-half width of rear wheels. Make alternate trips slightly different in length. Continue rolling until no further compression can be obtained and all rolling marks are eliminated. Complete all rolling before mixture temperature drops below 175 degrees F. 04/2002 02741-4 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT C Use tandem roller for final rolling. Double coverage with approved pneumatic roller on asphaltic concrete surface is acceptable after flat wheel and tandem rolling has been completed. D Along walls, curbs, headers and similar structures, and in all locations not accessible to rollers, compact mixture thoroughly with lightly oiled tamps. E Compact binder course and surface course to density not less than 93 percent of the maximum possible density of voidless mixture composed of same materials in like proportions. 3.05 TOLERANCES A Furnish templates for checking surface in finished sections. Maximum deflection of templates, when supported at center, shall not exceed 1/8 inch B Completed surface, when tested with 10-foot straightedge laid parallel to center line of pavement, shall show no deviation in excess of 1/8 inch in 10 feet. Correct any surface not meeting this requirement. 3.06 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B At the direction of the Engineer, minimum of one core may be taken at random locations per 1,000 feet per lane of roadway or 500 square yards of asphalt concrete pavement to determine in -place depth and density. C In -place density will be determined in accordance with Tex-207-F and Tex-227-F from cores or sections of asphaltic base located near each core. Other methods of determining in -place density, which conelate satisfactorily with results obtained from roadway specimens, may be used when approved by the Engineer. D Contractor may, at his own expense, request three additional cores in vicinity of cores indicating nonconforming in -place depths In -place depth at these locations shall be average depth of four cores. E Fill cores and density test sections with new compacted asphaltic concrete pavement. 3.07 NONCONFORMING PAVEMENT A Recompact pavement sections not meeting specified densities or replace them with new asphaltic concrete material. Replace with new material sections of surface course pavement not meeting surface test requirements or having unacceptable surface texture Patch asphalt pavement sections in accordance with procedures established by Asphalt Institute 04/2002 02741-5 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT B Remove and replace areas of asphaltic concrete pavement found deficient in thickness by more than 10 percent. Use new asphaltic concrete pavement of thickness shown on Drawings C Nonconforming pavement sections shall be replaced at no cost to Owner. 3.08 UNIT PRICE ADJUSTMENT A Unit price adjustments shall be made for deficient in -place depth determined by cores as follows • 1. Reduced Unit Price shall be ratio of average thickness as deteixnined by cores to thickness bid upon, times unit price bid. 2. Adjustment shall apply to lower limit of 90 percent and upper limit of 105 percent of unit price bid 3. Average depth below 90 percent may be rejected by the Engineer. 3.09 PROTECTION A Do not open pavement to traffic until 12 hours after completion of rolling, or as shown on Drawings B Maintain asphaltic concrete pavement in good condition until completion of Work. C Repair defects immediately by replacing asphaltic concrete pavement to full depth END OF SECTION 04/2002 02741-6 CITY OF PEARLAND PRIME COAT Section 02742 PRIME COAT 1.0 GENERAL 1.01 SECTION INCLUDES A Prime coat for asphaltic concrete paving 1.02 UNIT PRICES A If included in the bid form, measurement for Prime Coat is on a square yard basis. B No separate payment will be made for Prime Coat associated with pavement repair as described in Section 02980 — Pavement Repair and Resurfacing 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01300 - Submittals. B Submit product data for proposed prime coat. C Submit report of recent calibration of distributor. 2.0 PRODUCTS 2.01 CUTBACK ASPHALT A Provide moisture -free homogeneous material which will not foam when heated to 347 degrees F and which meets following requirements: 1. Asphalt material for prime coat shall be MC-30 or MC-70 and shall meet following requirements: MC-30 MC-70 TYPE -GRADE PROPERTIES MIN. MAX. MIN. MAX. Water percent --- 0.2 --- 0.2 Flash Point, T.O.C., °F 100 --- 100 --- Kinematic Viscosity at 140° F, cst 30 60 70 140 04/2002 02742-1 CITY OF PEARLAND PRIME COAT 2. Distillate shall be as follows, expressed as percent by volume of total distillate to 680 degrees F: MC-30 MC-70 MIN. MAX. MIN. MAX. to 437° --- 25 --- 20 F to 500° 40 70 20 60 F to 600° 75 93 65 90 F Residue from 680° Distillation, F Volume, percent 50 --- 55 --- 3. Tests on Distillation Residue: MC-30 MC-70 MIN. MAX. MIN. MAX. Penetration at 77° F, 100g, 5 sec. 120 250 120 250 Ductility at 77° F, 5 cm/min. ems 100* 100* Solubility in trichloroethylene, % 99 99 Spot Test All Negative * If penetration of residue is more than 200 and ductility at 77° F is less than 100 cm, material will be acceptable if its ductility at 60° F is more than 100. 2.02 EMULSIFIED PETROLEUM RESIN A EPR-1 Prime: Slow curing emulsion of petroleum resin and asphalt cement confoiuiing to the following requirements: MIN. MAX. PROPERTIES 14 40 Fural Viscosity at 77 F. sec 60 - Residue by Evaporation, % by weight Sieve Test, % - 0.1 Particle Charge Test Positive Tests the Distilation Residue: on 400 - Flash Point, COC (F) Kinematic Viscosity (a4 140 F (cSt) 190 350 04/2002 02742-2 CITY OF PEARLAND PRIME COAT B For use, EPR-1 may be diluted with water up to a maximum of three parts water to one part EPR-1 in order to achieve the desired concentration of residual resin/asphalt and facilitate application. 3.0 EXECUTION 3.01 EXAMINATION A Verify base is ready to support imposed loads. B Verify lines and grades are correct. 3.02 PREPARATION A Thoroughly clean base course surface of loose material by brooming prior to application of prime coat. B Prepare sufficient base in advance of paving for efficient operations. 3.03 APPLICATION, GENERAL A Apply prime coat with approved type of self-propelled pressure distributor. Distribute prime coat evenly and smoothly under pressure necessary for proper distribution. B Keep all storage tanks, piping, retorts, booster tanks and distributors used in handling asphaltic materials clean and in good operating conditions. Conduct operations so that asphaltic material does not become contaminated. C If yield of asphaltic material appears to bein error, recalibrate distributor prior to continuing Work. D Maintain the surface until Work is accepted by Owner. 3.04 APPLICATION, CUTBACK ASPHALT A Do not use cutback asphalt during the period of April 16 to September 15. B Do not place prime coat in rain or when air temperature is below 60 degrees F and falling. Materials may be placed when air temperature taken in shade and away from artificial heat is above 50 degrees F and rising C Distribute at rate of 0.25 to 0.35 gallons per square yard D Provide all necessary facilities for determining temperature of asphaltic material in all heating equipment and in distributor, for deteiinnning rate of application, and for obtaining uniformity at junction of two distributor loads. Provide and maintain in good working order, recording thermometer at storage heating unit at all times. 04/2002 02742-3 CITY OF PEARLAND PRIME COAT E Temperature of application shall be based on temperature -viscosity relationship that will permit application of asphalt with viscosity of 100 to 125 centistokes. Maintain asphalt within 15 degrees F of temperature required to meet viscosity. Selected temperature shall be within following range. PRIME COAT TYPE MINIMUM (° F) MAXIMUM (° F) MC-30 70 150 MC70 125 175 F Do not allow temperature of MC-30 to exceed 175° F at any time. G Do not allow temperature of MC-70 to exceed 200° F at any time. 3.05 APPLICATION, EMULSIFIED PETROLEUM RESIN A Do not place prime coat in rain or when air temperature is below 36 degrees F and falling. B Distribute at rate of 0.15 to 0.25 gallons per square yard 3.06 PROTECTION A No traffic or placing of subsequent courses shall be permitted over freshly applied prime coat until authorized by the Engineer. END OF SECTION . 04/2002 02742-4 CITY OF PEARLAND TACK COAT Section 02743 TACK COAT 1.0 GENERAL 1.01 SECTION INCLUDES A Tack coat for asphaltic concrete paving. 1.02 UNIT PRICES A No separate payment will be made for tack coat under this Section. Include payment in unit price for Asphaltic Pavements. 1.03 SUBMITTALS A Submittals shall confolin to requirements of Section 01300 - Submittals. B Submit product data for proposed tack coat. C Submit report of recent calibration of distributor. 2.0 PRODUCTS 2.01 CUTBACK ASPHALT A Provide moisture -free homogeneous material which will not foam when heated to 347 degrees F and which meets following requirements: 1. Asphalt material for tack coat: RC-250 and meet following: PROPERTIES MIN. MAX. Water percent --- 0.2 Flash Point, T.O.C., °F 80 --- Kinematic Viscosity at 140° F, cst 250 400 2. Distillate: Expressed as percent by volume of total distillate to 680 F: MIN MAX to 437° F 40 75 to 500° F 65 90 to 600° F 85 --- Residue from 680° F Distillation Volume, percent 70 --- 04/2002 02743-1 CITY OF PEARLAND TACK COAT 3. Tests on Distillation Residue: MIN. MAX Penetration 77° F, 100g, 5 100 150 at sec. Ductility at 77° F, 5 cms 100 --- Solubility in trichloroethylene, % 99 --- Spot Test All Negative 2.02 EMULSION A Provide homogeneous material which shall show no separation of asphalt after mixing and shall meet the viscosity requirements at any time within 30 days after delivery. 1. Emulsion material for tack coat: SS-1 and meet following• MIN. MAX Furol Viscosity at 77° F, sec. 30 100 Residue by Distillation, % 60 --- Oil Portion of Distillate, % --- 2 Sieve % --- 0.1 Test, Miscibility (Standard Test) Passing Passing Cement Mixing, % --- 2.0 Storage Stability, 1 Day, % --- 1 on Residue: Test Penetration at 77° F, 100 g, 5 sec 120 160 Solubility in % 97.5 --- Trichloroethylene, Ductility at 77° F, 5 cms 100 --- cm/min, For emulsions used for tack coats during the period of April 16 to September 15, volatile organic compound solvents (VOC) shall not exceed 12% by weight when tested in accordance with ASTM D244. 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted base is ready to support imposed loads. B Verify lines and grades are correct. 04/2002 02743-2 CITY OF PEARLAND TACK COAT 3.02 PREPARATION A Thoroughly clean base course or concrete surface of loose material by brooming prior to application of tack coat. 3.03 APPLICATION A Apply tack coat unifoimily by use of approved distributor at rate not to exceed 0.05 gallons per square yard of surface. B Paint all contact surfaces of curbs and structures, and all joints with thin uniform coat of tack coat. C Cutback Asphalt: 1. Do not use cutback asphalt during the period of April 16 to September 15. 2. Do not place tack coat in rain or when air temperature is below 50 degrees F and falling. Materials may be placed when air temperature taken in shade and away from artificial heat is above 40 degrees F and rising. 3. Temperature of tack coat shall be between 125 degrees F and 180 degrees F when applied. 4. Do not heat tack coat above 200 degrees F at any time. 3.04 PROTECTION A No traffic or placing of subsequent courses shall be permitted over freshly applied tack coat until authorized by the Engineer. END OF SECTION 04/2002 02743-3 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. Include payment in Section 02921 Hydromuch Seeding and Section 02922 - Sodding. B Refer to Section 01200 - Measurement and Payment for unit price procedures 2.0 PRODUCTS 2.01 TOPSOIL A Topsoil shall be fertile, friable natural sandy loam surface soil obtained from excavation or borrow operations having the following characteristics: 1. pH value of between 5.5 and 6.5. 2. Liquid limit: topsoil not exceed 50 3. Plasticity index: 10 or less. 4. Gradation: maximum of 40 percent with a passing the #280 sieve. B Topsoil shall be reasonably free of subsoil, clay lumps, weeds, non -soil materials and other litter or contamination. Topsoil shall not contain roots, stumps, and stones larger than 2 inches. C Obtain topsoil from the top material from naturally well drained areas where topsoil occurs at a minimum depth of 4 inches and has similar characteristics to that found at the placement site. Do not obtain topsoil from areas infected with a growth of, or reproductive parts of nut grass or other noxious weeds. 3.0 EXECUTION 3.01 EXAMINATION A Verify that excavation and embankment operations have been completed to correct lines and grades. 3.02 TOPSOIL 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 1.0 GENERAL 1.01 SECTION INCLUDES A Seeding, fertilizing, mulching, and maintenance of areas indicated on Drawings 1.02 UNIT PRICES A Measurement for hydromulch seeding is on a square yard basis. B 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 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. 2.0 PRODUCTS 2.01 MATERIALS A Topsoil: Conform to material 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-florum), mixed in labeled Proportions. As tested, minimum percentages of impurities and germination must be labeled. Deliver in original unopened containers. 2. Bermuda Extra -fancy, treated, lawn type common bermuda (Cynodon dactylon) Deliver in original, unopened container showing weight, analysis, name of vender, and germination test results. 3. Wet, moldy, or otherwise damaged seed will not be accepted 04/2002 02921-1 CITY OF PEARLAND HYDROMULCH SEEDING 4. Seed requirements, application rates and planting dates are: TYPE APPLICATION POUNDS/A RATE pLANTING DATE Hulled Unhulled Common Common Bermuda Bermuda Grass 98/88 Grass 98/88 40 40 Jan 1 to Mar 31 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 (Gulf) 30 Grass C Fertilizer: Dry and free flowing, inorganic, water soluble commercial fertilizer, which is unifon n in composition Deliver in unopened containers which bear the manufacturers guaranteed analysis. Caked, damaged or otherwise unsuitable fertilizer will not be accepted Fertilizer shall contain minimum percentages of the following elements: Nitrogen: 10 Percent Phosphoric Acids 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. 3.0 EXECUTION 3.01 PREPARATION A Place and compact topsoil in accordance with requirements of Section 02910 - Topsoil. 3.02 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 unifoiuily at a rate of 50 pounds per 1000 square feet. D Soil stabilizer: Apply unifoiuily at a rate of 40 pounds per acre. E Weed control agent Apply at manufacturer's recommended rate prior to hydromulching. 04/2002 02921-2 CITY OF PEARLAND HYDROMULCH SEEDING F Suspend all operations under conditions of drought excessive moisture, high winds, or extieme or prolonged cold Obtain the Engineer's approval before resuming operations. 3.03 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 spring 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 1.0 GENERAL 1.01 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, strips 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. 1.02 UNIT PRICES A Measurement for sodding is on a square yard basis. 1.03 SUBMITTALS A Submittals shall conform to the requirements of Section 01350 - Submittals. 1.04 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 Period: 1. Begin maintenance immediately after each section of grass sod is installed and continue for a 30-day period from date of substantial completion. 2. Resod unacceptable areas. 3. Water, fertilize, control disease and insect pests, mow, edge, replace unacceptable materials, and perform other procedures consistent with good horticultural practice to ensure normal, vigorous and healthy growth. All disease control shall be installed within guidelines set forth by the Structural Pest Control Board of the State of Texas. E Notify Engineer 10 days before end of maintenance period for inspection. 04/2002 02922-1 CITY OF PEARLAND SODDING 2.0 PRODUCTS 2.01 SOD A Species: Bennuda (Cynodon Dactylon), Buffalo (Buchloe Dactyloides), or St. Augustine to match existing or as directed. B Contents: 95 percent pennianent 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 matenals. 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. 2.02 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. 2.03 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. 2.04 WATER A Potable, available on -site through Contractor's water trucks. Do not use private resident's water. 2.05 BANK SAND A Free of clay lumps, roots, grass, weed, seeds, salt or other foreign material. 3.0 EXECUTION 3.01 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 B Top soil shall be free of weeds and foreign material immediately before sodding. 02922-2 CITY OF PEARLAND 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 prior to laying sod. Mix thoroughly into upper 2 inches of soil. Lightly water to aid in dissipation of fertilizer. 3.02 APPLICATION A Lay sod with closely fitted joints leaving no voids and with ends of sod strips staggered. Sod shall be laid within 24 hours of harvesting. B After sod is laid, irrigate thoroughly to secure 6-inch minimum penetration into soil below sod. C Tamp and roll sod with approved equipment to eliminate minor irregularities and to foil i close contact with soil bed immediately after planting and watering Submit type of tamping and rolling equipment to be used to the Engineer for approval, prior to construction. 3.03 MAINTENANCE A 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 deteninne 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. 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 of immediately after mowing. 04/2002 02922-3 CITY OF PEARLAND SODDING 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. 3.04 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 teunination 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 Include payment in unit price for work in appropriate sections. 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 increased 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 materials as required by applicable portions of Section 02741- Asphaltic Concrete Pavement and Section 02751 - Concrete Pavement. 3.0 EXECUTION 3.01 PREPARATION A Confoini 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 during removals, utility placement, backfill, and paving operations. For concrete pavement, leave and protect minimum of 18 inches of undisturbed subgrade on each side of trench to support replacement slab. 3.02 INSTALLATION 04/2002 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. Confoiiu 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. 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 DIVISION 3 CONCRETE CITY OF PEARLAND CAST -IN -PLACE CONCRETE Section 03300 CAST -IN -PLACE CONCRETE 1.0 GENERAL 1.01 SECTION INCLUDES A Cast -in -place concrete building frame members, floors, shear walls, foundation walls, and supported slabs, vaults, manholes and wet wells. B Cast -in -place concrete work for utility construction or rehabilitation, such as slabs on grade, small vaults, site -cast bases for precast units, cast -in -place manholes, including headwalls and miscellaneous small structures. C Floors and slabs on grade. D Concrete seal slabs. E Control, and expansion and contraction joint devices associated with concrete work, including joint sealants. F Design, construction, erection and removal of structural concrete formwork. G Equipment pads, light pole base, thrust blocks. 1.02 UNIT PRICES A No separate payment will be made for cast -in -place concrete used to construct cast -in - place concrete manholes. Include cost in bid item for manholes. B Measurement for cast -in -place concrete is on lump -sum basis for each aforementioned item as bid Payment includes related work performed on these items in accordance with related sections of these Specifications. C Measurement foi extra cast -in -place concrete is on cubic -yard basis. Payment includes related work performed in accordance with related sections. D Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 DEFINITIONS A Hot Weather: Any combination of high air temperature, low relative humidity and wind velocity tending to impair quality of fresh or hardened concrete or otherwise resulting in abnormal properties. B Cold Weather: Period when, for more than 2 successive days, mean daily temperature is below 40 degrees F. 04/2002 03300-1 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 1.04 REFERENCES A ACI 301 - Structural Concrete for Buildings. B ACI 302 - Guide for Concrete Floor and Slab Construction. C ACI 304 Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete. D ACI 305R - Hot Weather Concreting. E ACI 306R - Cold Weather Concreting. F ACI 308 - Standard Practice for Curing Concrete. G ACI 318 Building Code Requirements for Reinforced Concrete. H ACI 35OR - Environmental Engineering Concrete Structures. I ANSUASTM Dl 190 - Concrete Joint Sealer, Hot -Poured Elastic Type. J ANSUASTM D1752 - Prefouinied Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction. K ASTM C33 - Concrete Aggregates. L ASTM C94 - Ready -Mixed Concrete. M ASTM C150 - Portland Cement. N ASTM C260 - Air Entraining Admixtures for Concrete. 0 ASTM C494 - Chemicals Admixtures for Concrete. 1.05 SUBMITTALS A Submit under provisions of Section 01350. 04/2002 B Shop Drawings: 1. Submit shop drawings detailing reinforcement fabrication, bar replacement location, splices, spacing, bar designation, bar type, length, size, bending, number of bars, bar support type, and other pertinent infoiuiation, including dimensions. Provide sufficient detail for placement of reinforcement without use of Contract Drawings. Information shall correspond directly to data listed on bill of materials. 03300-2 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 2. Use of reproductions of Contract Drawings by Contractor, Subcontractor, erector, fabricator or material supplier in preparation of shop drawings (or in lieu of preparation of shop drawings) signifies acceptance by that party of information shown thereon as correct, and acceptance of obligation to pay for any job expense, real or implied, arising due to errors that may occur thereon. Remove references to Design Engineer, including seals, when reproductions of Contract Drawings are used as shop drawings. 3. Detail shop drawings in accordance with ACI 315, Figure 6. 4. Submit shop drawings showing location of proposed additional construction joints, and obtain approval of the Engineer, prior to submitting reinforcing steel shop drawings. C Bill of Materials: Submit with shop drawings. D Product Data: 1. Mechanical Bar Splices* Submit manufacturer's technical literature, including specifications and installation instructions. 2. Epoxy grout proposed for anchoring reinforcing dowels to hardened concrete: Submit manufacturer's technical literature including recommended installation procedures. 3. Provide data on joint devices, attachment accessories and admixtures. E Certificates: 1. Submit steel manufacturer's certificates of mill tests giving properties of steel proposed for use. List of manufacturer's test number, heat number, chemical analysis, yield point, tensile strength and percentage of elongation. Identify proposed location of steel in work. 2. Foreign -manufactured reinforcing bars shall be tested for conformance to ASTM requirements by a certified independent testing laboratory located in United States. Certification from any other source is not acceptable. Submit test reports for review. Do not begin fabrication of reinforcement until material has been approved. 1.06 PROJECT RECORD DOCUMENTS A Submit under provisions of Section 01350-Submittals. B Accurately record actual locations of embedded utilities and components which are concealed from view. 1.07 QUALITY ASSURANCE A Perfoiui Work in accordance with ACI 301. B Acquire cement and aggregate from same source for all work. C Confoiui to ACI 305R when concreting during hot weather. 04/2002 03300-3 CITY OF PEARLAND CAST -IN -PLACE CONCRETE D Conform to ACI 306R when concreting during cold weather. 1.08 COORDINATION A Coordinate work under provisions of Section 01310. B Coordinate the placement of joint devices with erection of concrete formwork and placement of form accessories. 2.0 PRODUCTS 2.01 CONCRETE MATERIALS A Cement: ASTM C150, Type I - Non ial Portland type. Type II - Moderate Sulphate resistance Portland type. B Fine and Coarse Aggregates: ASTM C33. C Use coarse limestone aggregate and crushed limestone for fine aggregate. The product of concrete alkalinity (A, as equivalent calcium carbonate) times the thickness of cover over the reinforcing steel (Z, in inches) shall not be less than 0.54, i.e. concrete shall have an AZ factor greater than or equal to 0.54. Provide a minimum concrete cover of 2" over reinforcing steel on the inside of the structures. D Water: Clean and not detrimental to concrete. 2.02 ADMIXTURES A Air Entrainment: ASTM C260. B Chemical: ASTM C494, Type A - Water Reducing Type D - Water Reducing and Retarding Type E - Water Reducing and Accelerating admixture. 2.03 ACCESSORIES A Bonding Agent: Two component modified epoxy resin. B Vapor Barrier: 6 mil clear polyethylene film type recommended for below grade application. C Non -Shrink Grout: Premixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing agents; capable of developing minimum compressive strength of 2,400 psi in 48 hours and 7,000 psi in 28 days. 2.04 JOINT DEVICES AND FILLER MATERIALS A Joint Filler Type C: ASTM D1752; Premolded sponge rubber, fully compressible with recovery rate of minimum 95 percent. B Sealant: ASTM D1190; synthetic rubber. 04/2002 03300-4 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 2.05 CONCRETE MIX A Mix and deliver concrete in accordance with ASTM C94, Alternative No. 3. A minimum of 5.75 bags of cement per cubic yard of concrete shall be used. For Concrete in Contact with sewage use Portland Type II, ASTM C150, Cement. B Provide concrete to the following criteria* 1 Compressive Strength 7 days: 2400 psi 2. Compressive Strength 28 days: 4000 psi 3. Slump: 3 to 4 inches for concrete cast against earth in slabs and footings and where used as a topping. 5 to 6 inches for concrete in supported slabs, beams, columns and walls. 4. Maximum Water/Cement Ratio: 0.50. C Use accelerating admixtures in cold weather only when approved by Engineer. Use of admixtures will not relax cold weather placement requirements. D Use set retarding admixtures during hot weather only when approved by Engineer. E Add air entraining agent to normal weight concrete mix for work exposed to temperature lower than 40°F. Air content shall be 3 percent maximum for concrete with trowel finished surfaces and 3-5 percent for other concrete. 2.06 FORM MATERIAL A Smooth Foul's: New plywood, metal, plastic, tempered concrete -form hardboard, dressed lumber faced with plywood or lining, or metal -framed plywood -faced panel material, to provide continuous, straight, smooth surfaces. Fonn material shall be free of raised grain torn surfaces, worn edges, patches, dents or other defects. Furnish material in largest practical sizes to minimize number of joints and, when indicated on Drawings, conform to joint system indicated Faun material shall have sufficient strength and thickness to withstand pressure of newly placed concrete without bow or deflection. B Rough Forms. Plywood, metal dressed or undressed lumber free of knots, splits or other defects, or other material acceptable to the Engineer of sufficient strength and thickness to withstand pressure of newly placed concrete without bow or deflection. C Plywood: Confoini to PS 1, Class 1. D Lumber: Conform to PS 20. E Edge Forms and Intermediate Screed Strips: Type and strength compatible with the screed equipment and methods used. F Plastic Foniis: One-piece forms for domes, beams and pan joists. Single lengths for columns not exceeding height of 7'-6". For columns over 7'-6", use 7'-6" sections and filler sections as needed To facilitate removal of pan joist forms, taper sides 1 inch per foot. 04/2002 03300-5 CITY OF PEARLAND CAST -IN -PLACE CONCRETE G Metal Pan Joist Forms: Removable type; fabricated of minimum 14-gage steel; one piece between end closures. Adjustable foinis not allowed. Taper sides 1 inch per foot to facilitate removal. H Earth Cuts for Fauns. 1. Use earth cuts for foil zing unexposed sides of grade beams cast monolithically with slabs on grade. 2. Where sides of excavations are stable enough to prevent caving or sloughing, following surfaces may be cast against neat -cut excavations: a. Sides of footings. b. Inside face of perimeter grade beams not monolithic with slab on grade. When inside face is cast against earth, increase beam width indicated on Drawings by 1 inch c. Both faces of interior grade beams not monolithic with slab on grade. When grade beam is cast against earth, increase beam width indicated on Drawings by 2 inches. Corrugated Fiberboard Carton Fouuns: 1. Corrugated fiberboard carton forms, when called for, are intended to form a void space beneath pile -supported and pier -supported slabs and other structural elements as shown. 2. Provide products of a reputable manufacturer regularly engaged in commercial production of double-faced corrugated fiberboard carton forms, constructed of waterproof paper and laminated with waterproof adhesive. 3. Fiberboard focus: Capable of supporting required dead load plus construction loads, and designed to lose their strength upon prolonged contact with moisture and soil bacteria. 4. Seal cuts and ends of each foinz section by dipping in waterproof wax, unless liners and flutes are completely impregnated with waterproofing. 5. Size fozzus as indicated on Drawings. Assemble as recommended by manufacturer either with steel banding at 4'-0" maximum on centers, or, where liners and flutes are impregnated with waterproofing, with adequate stapling. J Circular Forms: 1. Fouu round -section members with paper or fiber tubes, constructed of laminated plies using water-resistant adhesive with wax -impregnated exterior for weather and moisture protection. Provide units with sufficient wall thickness to resist loads imposed by wet concrete without deformation. Provide manufacturer's seamless units to minimize spiral gaps and seams. 2. Fiberglass or steel fauns may be used for round -section members. K Shores: Wood or adjustable metal, with bearing plates; with double wedges at lower end 04/2002 03300-6 CITY OF PEARLAND CAST -IN -PLACE CONCRETE L Form Ties: 1. Use commercially -manufactured ties, hangers and other accessories for embedding in concrete. Do not use wire not commercially fabricated for use as a form accessory. 2. Fabricate ties so ends or end fasteners can be removed without causing spalling of concrete faces. Depth from formed concrete face to the embedded portion At least 1 inch or twice the minimum dimension of tie, whichever is greater. 3. Provide waterstop feature for form ties used on liquid -containing structures and on concrete walls which will have earth backfill on one side. 4. Removable ties: Taper ties may be used when approved by the Engineer. In the hole left by the removal of the taper tie, insert a prefoiiued neoprene or polyurethane plug sized to seat at the center of the wall. M Form Coating: Commercial formulation of form oil or foam -release agent having proven satisfactory performance. Coating shall not bond with, stain or otherwise adversely affect concrete surfaces, or impair their subsequent treatment, including application of bonding agents, curing compounds, paint, protective liners and membrane waterproofing. N Coating for Plastic Faints: Alkali -resistant gel -coat. 0 Chamfer Strips: Unless otherwise indicated on Drawings, provide 3/4 inch chamfer strips in corners of fours to produce beveled edges where required by Part 3, Execution P Form Gaskets: Polyethylene rod, closed cell, 1-inch diameter. 2.07 DESIGN OF FORMWORK A Conform to ACI 117, ACI 347 and building codes, unless more restrictive requirements are specified or shown on Drawings. Contractor shall design and engineer concrete foiinwork, including shoring and bracing. Design formwork for applicable gravity loads, lateral pressure, wind loads and allowable stresses. Camber formwork to compensate for anticipated deflection during placement of concrete required to maintain specified tolerances. Design formwork to be readily removed without impact, shock or damage to concrete surfaces and adjacent materials. B Slip Foitning: Permitted on written approval of the Engineer. Contractor shall demonstrate suitability of method proposed. 2.08 REINFORCING MATERIAL A Reinforcing Bars: Deformed bars confouning to ASTM A615, grade as indicated on Drawings, except column spirals and those shown on Drawings to be smooth bars. Where grade is not shown on Drawings, use Grade 60. B Smooth Bars: Where indicated on Drawings, use smooth bars conforming to ASTM A36; ASTM A615, Grade 60; or ASTM A675, Grade 70. 04/2002 03300-7 CITY OF PEARLAND CAST -IN -PLACE CONCRETE C Column Spirals: Bars conforming to ASTM A615, Grade 60, or wire conforming to ASTM A82. D Epoxy -Coated Deformed Bars, Column Spirals and Smooth Bars: Conform to ASTM A775/A775M. E Welded Wire Fabric: 1. Welded Smooth Wire Fabric. Confouun to ASTM A185. 2. Welded Deformed Wire Fabric: Conform to ASTM A497. 3. Provide wire size, type and spacing as shown. Where type is not shown on Drawings, use welded smooth wire fabric. 4. Furnish welded wire fabric in flat sheets only. F Tie Wire: 16-1/2 gage or heavier annealed steel wire. Use plastic -coated tie wire with epoxy -coated reinforcing steel. G Bar Supports: Provide chairs. Use bar supports and accessories of sizes required to provide required concrete cover. Where concrete surfaces are exposed to weather, water or wastewater, provide plastic accessories only do not use galvanized or plastic -tipped metal in such locations. Provide metal bar supports and accessories rated Class 1 or 2 conforming to CRSI MSP-1 Manual of Standard Practice. Use epoxy -coated bar supports with epoxy -coated reinforcing bars. H Slabs on Grade: Provide chairs with sheet metal bases or provide precast concrete bar supports 3 inches wide, 6 inches long, and thick enough to allow required cover. Embed tie wires in 3-inch by 6-inch side. Mechanical Bar Splices: 1. Conform to ACI 318; use where indicated on Drawings a. Compression splices shall develop ultimate stress of reinforcing bar. b. Tension splices shall develop 125 percent of minimum yield point stress of reinforcing bar. 2. Regardless of chemical composition of steel, any heat effect shall not adversely affect performance of reinforcing bar. J Welded Splices: 1. Provide welded splices where shown and where approved by the Engineer. Welded splices of reinforcing steel shall develop a tensile strength exceeding 125 percent of the yield strength of the reinforcing bars connected. 2. Provide materials for welded splices confoiuiing to AWS D1.4. K Epoxy Grout: High -strength rigid epoxy adhesive conforming to ASTM C881, Type IV, manufactured for purpose of anchoring dowels into hardened concrete and the moisture condition, application temperature and orientation of the hole to be filled. Unless otherwise shown, depth of embedment shall be as required to develop the full tensile strength (125 percent of yield strength) of dowel, but not less than 12 diameters. 04/2002 03300-8 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 2.09 FABRICATION OF REINFORCING A Bending: Fabricate bars to shapes indicated on Drawings by cold bending. Bends shall confoini to minimum bend diameters specified in ACI 318. Do not straighten or rebend bars. Fabricate epoxy -coated reinforcing steel to required shapes in a manner that will not damage epoxy coating. Repair any epoxy coating with patching material conforming to Item 4.4 of ASTM A775/A775M. B Splices: 1 Locate splices as indicated on Drawings. Do not locate splices at other locations without approval of the Engineer. Use minimum number of splices located at points of minimum stress. Stagger splices in adjacent bars 2. Length of lap splices As shown on Drawings. 3. Prepare ends of bars at mechanical splices in accordance with splice manufacturer's requirements. C Construction Joints: Unless otherwise shown, continue reinforcing through construction joints. D Bar Fabrication Tolerances: Conform to tolerances listed in ACI 315, Figures 4 and 5. E Standard Hooks: Confoinu to the requirements of ACI 318. F Marking: Clearly mark bars with waterproof tags showing number of bars, size, mark length and yield strength. Mark steel with same designation as member in which it occurs. 2.10 FINISHING MATERIALS A Sealer/Dustproofer (VOC Compliant): Water -based acrylic sealer; non -yellowing under ultraviolet light after 200-hour test in accordance with ASTM D4587. Confonni to local, state and federal solvent emission requirements. B Epoxy Floor Topping: Two -component epoxy resin meeting ASTM C881 Type III, resistant to wear staining and chemical attack, blended with granite, sand, trap rock or quartz aggregate, trowel -applied over concrete floor. Topping thickness, 1/8 inch; color, gray. C Abrasive Aggregate for Nonslip Finish: Fused aluminum oxide grit, or crushed emery aggregate containing not less than 40 percent aluminum oxide and not less than 25 percent ferric oxide Material shall be factory graded, packaged rustproof and nonglazing, and unaffected by freezing, moisture and cleaning materials. D Epoxy Penetrating Sealer: Low -viscosity, two -component epoxy system designed to give maximum penetration into concrete surfaces. Sealer shall completely seal concrete surfaces from penetration of water, oil and chemicals; prevent dusting and deterioration of concrete surfaces caused by heavy traffic; and be capable of adhering to floor surfaces 04/2002 03300-9 CITY OF PEARLAND CAST -IN -PLACE CONCRETE subject to hydrostatic pressure from below. Color, transparent amber or gray; surface, nonslip. E Latex Bonding Agent: Non-redispersable latex base liquid conforuling to ASTM C1059. When used in water and wastewater treatment structures, bonding agent shall be suitable for use under continuously submerged conditions. Confoiniance and suitability certification by manufacturer is required. F Bonding Grout: Prepare bonding grout by mixing approximately one part cement to one part fine sand meeting ASTM C144 but with 100 percent passing No. 30 mesh sieve. Mix with water to consistency of thick cream. At Contractor's option, a commercially - prepared bonding agent used in accordance with manufacturer s recommendations and instructions may be used. When used in water and wastewater treatment structures bonding agent shall be suitable for use under continuously submerged conditions. Confouiiance and suitability certification by manufacturer is required. Submit manufacturer's technical information on proposed bonding agent. G Patching Mortar: 1. Make patching mortar of same materials and of approximately same proportions as concrete, except omit coarse aggregate. Substitute white Portland cement for part of gray Portland cement on exposed concrete in order to match color of surrounding concrete. Determine color by making trial patch. Use minimum amount of mixing water required for handling and placing Mix patching mortar in advance and allow to stand. Mix frequently with trowel until it has reached stiffest consistency that will permit placing Do not add water. 2. Proprietary compounds for adhesion or specially foiniulated cernentitious repair mortars may be used in lieu of or in addition to foregoing patching materials provided that properties of bond and compressive strength meet or exceed the foregoing and color of surrounding concrete can be matched where required. Use such compounds according to manufacturer's recommendations. When used in water and wastewater treatment structures, material shall be suitable for use under continuously submerged conditions. Confoiniance and suitability certification by manufacturer is required H Epoxy Adhesive: Two -component, 100 percent solids, 100 percent reactive compound developing 100 percent of strength of concrete, suitable for use on dry or damp surfaces. Epoxy used to inject cracks and as a binder in epoxy mortar shall meet ASTM C881, Type VI Epoxy used as a bonding agent for fresh concrete shall meet ASTM C881, Type V. I Non -shrink Grout: See Section 03600 - Structural Grout. J Spray -Applied Coating: Acceptable products are Thoro System Products "Thoroseal Plaster Mix" or approved equal. Color: Gray. K Concrete Topping' Class H concrete with 3/8-inch maximum coarse aggregate size, as specified in this Section. 04/2002 03300-10 CITY OF PEARLAND CAST -IN -PLACE CONCRETE L Concrete Fill: Class H concrete with 3/8-inch maximum coarse aggregate size, (Class C where fill thickness exceeds 3 inches throughout a placement), as specified in Section 03310 - Structural Concrete. M Evaporation Retardant: Confilm, manufactured by Master Builders; Eucobar, manufactured by Euclid Chemical Company; or equal. 2.11 CONCRETE CURING MATERIALS A Membrane -forming Curing Compound: Conform to ASTM C309, Type 1D, and following requirements. 1. Minimum solids content* 30 percent. 2. Compound shall not permanently discolor concrete. When used for liquid - containing structures, curing compound shall be white -pigmented. 3. When used in areas that are to be coated, or that will receive topping or floor covering, material shall not reduce bond of coating, topping, or floor covering to concrete. Curing compound manufacturer's technical infoiniation shall state conditions under which compound will not prevent bond. 4. Conform to local, state and federal solvent emission requirements. B Clear Curing and Sealing Compound (VOC Compliant): Conform to ASTM C309, Type 1, Class B, and the following requirements: 30 percent solids content minimum; non - yellowing under ultraviolet light after 500-hour test in accordance with ASTM D4587 Sodium silicate compounds are not permitted. Conform to local, state and federal solvent emission requirements. C Sheet Material for Curing Concrete: ASTM C171; waterproof paper, polyethylene film or white burlap -polyethylene sheeting. D Curing Mats (for use in Curing Method 2): Heavy shag rugs or carpets, or cotton mats quilted at 4 inches on center; 12 ounce per square yard minimum weight when dry. E Water for curing: Clean and potable. 3.0 EXECUTION 3.01 EXAMINATION A Verify requirements for concrete cover over reinforcement. B Verify that anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately placed, positioned securely, and will not cause hardship in placing concrete. 3.02 PREPARATION A Prepare previously placed concrete by cleaning with steel brush and applying bonding agent in accordance with manufacturer's instructions. 04/2002 03300-11 CITY OF PEARLAND CAST -IN -PLACE CONCRETE B In locations where new concrete is dowelled to existing work, drill holes in existing concrete, insert steel dowels and pack solid with non -shrink grout. 3.03 PREPARATION OF SURFACES FOR CONCRETING A Earth Surfaces: 1. Under interior slabs on grade, install vapor barrier Lap joints at least 6 inches and seal watertight with tape, or sealant applied between overlapping edges and ends. repair vapor barrier damaged during placement of reinforcing and inserts with vapor barrier material, lap over damaged areas at least 6 inches and seal watertight. 2. Other Earth Surfaces: Thoroughly wet by sprinkling prior to placing concrete, and keep moist by frequent sprinkling up to time of placing concrete thereon. Remove standing water. Surfaces shall be free from standing water, mud and debris at the time of placing concrete. B Construction Joints: 1. Definition: Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been interrupted so that, in the judgment of the Engineer, new concrete cannot be incorporated integrally with that previously placed. 2. Interruptions: When placing of concrete is to be interrupted long enough for the concrete to take a set, use focus or other means to shape the working face to secure proper union with subsequent work. Make construction] oints only where acceptable to the Engineer. 3. Preparation' Give horizontal joint surfaces a compacted, roughened surface for good bond Except where the Drawings call for joint surfaces to be coated, clean joint surfaces of laitance, loose or defective concrete and foreign material by hydroblasting or sandblasting (exposing aggregate), roughen surface to expose aggregate to a depth of at least 1/4 inch and wash thoroughly. Remove standing water from the construction joint surface before new concrete is placed 4. After surfaces have been prepared cover approximately horizontal construction joints with a 3-inch lift of a grout mix consisting of Class A concrete batched without coarse aggregate; place and spread grout unifou nly. Place wall concrete on the grout mix immediately thereafter. C Set and secure reinforcement, anchor bolts, sleeves, inserts and similar embedded items in the focus where indicated on Contract Drawings, shop drawings and as otherwise required Obtain the Engineer's acceptance before concrete is placed Accuracy of placement is the sole responsibility of the Contractor. D Place no concrete until at least 4 hours after fouunwork inserts, embedded items, reinforcement and surface preparation have been completed and accepted by the Engineer. Clean surfaces of fouuis and embedded items that have become encrusted with grout or previously -placed concrete before placing adjacent concrete. E Casting New Concrete Against Old: Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age), thoroughly clean and roughen the 04/2002 03300-12 CITY OF PEARLAND CAST -IN -PLACE CONCRETE surface of the old concrete by hydro -blasting or sandblasting (exposing aggregate). Coat joint surface with epoxy bonding agent following manufacturer's written instructions, unless indicated otherwise. Unless noted otherwise, this provision does not apply to vertical wall joints where waterstop is installed. F Protection from Water: Place no concrete in any structure until water entering the space to be filled with concrete has been properly cut off or diverted and carried out of the forms, clear of the work. Deposit no concrete underwater. Do not allow still water to rise on any concrete until concrete has attained its initial set. Do not allow water to flow over the surface of any concrete in a manner and at a velocity that will damage the surface finish of the concrete. Pumping, dewatering and other necessary operations for removing ground water, if required are subject to the Engineer's review. G Corrosion Protection: Position and support pipe, conduit, dowels and other ferrous items to be embedded in concrete construction prior to placement of concrete so there is at least a 2 inch clearance between them and any part of the concrete reinforcement. Do not secure such items in position by wiring or welding them to the reinforcement. H Where practicable, provide for openings for pipes, inserts for pipe hangers and brackets, and setting of anchors during placing of concrete. I Accurately set anchor bolts and maintain in position with templates while they are being embedded in concrete. J Cleaning: Immediately before concrete is placed, thoroughly clean dirt grease, grout, mortar, loose scale, rust and other foreign substances from surfaces of metalwork to be in contact with concrete. 3.04 FORMWORK INSTALLATION A Formwork Construction 1. Construct and maintain formwork so that it will maintain correct sizes of members, shape, alignment, elevation and position during concrete placement and until concrete has gained sufficient strength. Provide for required openings, offsets, sinkages, keyways, recesses, moldings, anchorages and inserts. 2. Construct fouiis for easy removal without damage to concrete surfaces. 3. Make fouuwork sufficiently tight to prevent leakage of cement paste during concrete placement. Solidly butt joints and provide backup material at joints as required to prevent leakage and fins. Provide gaskets for wall foul's to prevent concrete paste leakage at their base. 4. Place chamfer strips in foul's to bevel edges and corners peunanently exposed to view, except top edges of walls, and slabs which are indicated on Drawings to be tooled. Do not bevel edges of formed joints and interior corners unless indicated on Drawings. Foiui beveled edges for vertical and horizontal corners of equipment bases. Unless otherwise indicated on Drawings, make bevels 3/4 inch wide. 5. Provide temporary openings at bases of column and wall forms and other points as required for observation and cleaning immediately before concrete is placed. 04/2002 03300-13 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 6. Where runways are required for moving equipment, support runways directly on the formwork or structural members. Do not allow runways or supports to rest on reinforcing steel. 7. Use smooth forms on formed concrete surfaces required to have smooth form finish or rubbed finish. 8. Rough forms may be used on formed concrete surfaces indicated to have rough form finish. B Forms for Surfaces Requiring Smooth Form Finish: 1. Drill forrus to suit ties used and to prevent leakage of concrete mortar around tie holes. Uniformly space form ties and align in horizontal and vertical rows. Install taper ties, if used, with the large end on the wet face of the wall. 2. Provide sharp, clean corners at intersecting planes, without visible edges or offsets. Back up joints with extra studs or girts to maintain true, square intersections. 3. Foitu molding shapes, recesses and projections with smooth -finish materials and install in fauns with sealed joints to prevent displacement. 4. Form exposed comers of beams and columns to produce square, smooth, solid, unbroken lines. 5. Provide exterior exposed edges with 3/4-inch chamfer or 3/4-inch radius. 6. Arrange facing material in orderly and symmetrical fashion. Keep number of joints to practical minimum. Support facing material adequately to prevent deflection in excess of allowable tolerances. 7 For flush surfaces exposed to view in completed structure, overlap previously - placed hardened concrete with form sheathing by approximately 1 inch Hold forurs against hardened concrete to maintain true surfaces, preventing offsets or loss of mortar. C Forrus for Surfaces Requiring Rubbed Finish: Provide forrus as specified in paragraph 3.01B, Smooth Form Finish Use smooth plywood linings or forms, in as large sheets as practicable, and with smooth, even edges and close joints. D Edge Farms and Screed Strips for Slabs: Set edge forms or bulkheads and inter' rediate screed strips for slabs to obtain required elevations and contours in finished slab surface. Provide and secure supports for types of screeds required. E Circular Forms: Set forms in one piece for full height of member. F Surfaces to Receive Membrane Waterproofing: Coordinate surface finish, anchors, reglets and similar requirements with membrane waterproofing applicator. G Fireproofing Steel Member: Construct forms to provide not less than the concrete thickness necessary, measured from face of steel member, to provide the required fire rating. Forrus for concealed surfaces may be unlined 04/2002 03300-14 CITY OF PEARLAND CAST -IN -PLACE CONCRETE H Tolerances: 1. Unless noted otherwise on Drawings, construct formwork so concrete surfaces will conform to tolerance limits listed in Tables 03100A and 03100B at end of this Section. 2. Establish sufficient control points and bench marks as references for tolerance checks. Maintain these references in undisturbed condition until final completion and acceptance of the Work. Adjustment of Formwork: 1. Use wedges or jacks to provide positive adjustment of shores and struts. After final inspection and before concrete placement, fasten in position wedges used for final adjustment of fours. 2. Brace fonns securely against lateral deflections. Prepare to compensate for settling during concrete placement 3. For wall openings, construct wood forms that facilitate necessary loosening to counteract swelling of fours. J Corrugated Fiberboard Carton Points: 1. Place on smooth firm bed of suitable material to prevent vertical displacement, set tight to prevent horizontal displacement Exercise care to avoid buckling of forms. Install in accordance with manufacturer s directions and recommendations. 2. Fit carton forms tightly around piles and piers; completely fill the space between subgrade and concrete placement with carton forms to form a void space. 3. Protect carton forms from moisture and maintain in a dry condition until concrete is placed on them. If they become wet before placement of concrete, allow them to dry and carefully inspect for strength before concrete is placed. 4. Before concrete placement, replace damaged or deteriorated fours which are incapable of supporting concrete dead load plus construction live loads. 3.05 PREPARATION OF FORM SURFACES A Clean surfaces of forms and embedded materials before placing concrete. Remove accumulated mortar, grout, rust and other foreign matter. B Coat forms for exposed or painted concrete surfaces with form oil or foiur-release agent before placing reinforcement. Cover form surfaces with coating material in accordance with manufacturer s printed instructions. Do not allow excess coating material to accumulate in foiuis or to contact hardened concrete against which fresh concrete will be placed. Remove coating material from reinforcement before placing concrete. C Fourus for unexposed surfaces, other than retained -in -place metal focus, may be wet with water immediately before concrete placement in lieu of coating. When possibility of freezing temperatures exists, however, the use of coating is mandatory. 04/2002 03300-15 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3.06 INSTALLATION OF REINFORCEMENT A Placement Tolerances: Place reinforcement within tolerances of Table 03210A at the end of this Section. Bend tie wire away from forms to maintain the specified concrete coverage. B Interferences: Maintain 2-inch clearance from embedded items. Where reinforcing interferes with location of other reinforcing steel, conduit or embedded items, bars may be moved within specified tolerances or one bar diameter, whichever is greater. Where greater movement of bars is required to avoid interference, notify the Engineer. Do not cut reinforcement to install inserts, conduit, mechanical openings or other items without approval of the Engineer. C Concrete Cover: Provide clear cover measured from reinforcement to face of concrete as listed in Table 03210B at the end of this Section, unless otherwise indicated on Drawings D Placement in Foiuis. Use spacers, chairs, wire ties and other accessory items necessary to assemble, space and support reinforcing properly. Provide accessories of sufficient number, size and strength to prevent deflection or displacement of reinforcement due to construction loads or concrete placement. Use appropriate accessories to position and support bolts, anchors and other embedded items Tie reinforcing bars at each intersection, and to accessories. Blocking reinforcement with concrete or masonry is prohibited. E Placement for Concrete on Ground: Support bar and wire reinforcement on chairs with sheet metal bases or precast concrete blocks spaced at approximately 3 feet on centers each way. Use minimum of one support for each 9 square feet. Tie supports to reinforcing bars and wires. F Vertical Reinforcement in Columns: Offset vertical bars by at least one bar diameter at splices. Provide accurate templates for column dowels to ensure proper placement. G Splices: 1 Do not splice bars, except at locations indicated on Drawings or reviewed shop drawings, without approval of the Engineer. 2. Lap Splices: Unless otherwise shown or noted, Class B, conforming to ACI 318- 89 Section 12.15.1. Tie securely with wire prior to concrete placement, to prevent displacement of splices during concrete placement. 3. Mechanical Bar Splices: Use only where indicated on Drawings or approved by the Engineer. Install in accordance with manufacturer s instructions. a. Couplers located at a joint face shall be of a type which can be set either flush or recessed from the face as shown. Seal couplers prior to concrete placement to completely eliminate concrete or cement paste from entering. b. Couplers intended for future connections: Recess 1/2 inch minimum from concrete surface. After concrete is placed, plug coupler and fill 04/2002 03 3 00-16 CITY OF PEARLAND CAST -IN -PLACE CONCRETE recess with sealant to prevent contact with water or other corrosive materials. c. Unless noted otherwise, match mechanical coupler spacing and capacity to that shown for the adjacent reinforcing. H Construction Joints: Place reinforcing continuous through construction joints, unless noted otherwise. Welded Wire Fabric. Install wire fabric in as long lengths as practicable. Unless otherwise indicated on Drawings, lap adjoining pieces at least 6 inches or one full mesh plus 2 inches, whichever is larger. Lace splices with wire. Do not make end laps midway between supporting beams, or directly over beams of continuous structures. Offset end laps in adjacent widths to prevent continuous laps. Confonlln to WRI - Manual of Standard Practice for Welded Wire Fabric. Field Bending: Shape reinforcing bent during construction operations to confonnu to Drawings. Bars shall be cold -bent, do not heat bars. Closely inspect reinforcing for breaks. When reinforcing is damaged, replace, Cadweld, or otherwise repair as directed by the Engineer. Do not bend reinforcement after it is embedded in concrete. K Epoxy -coated Reinforcing Steel: Install in accordance with Paragraph 3.02J, Field Bending, and in a manner that will not damage epoxy coating. Repair damaged epoxy coating with patching material as specified in Paragraph 2.02A, Bending. L Field Cutting: Cut reinforcing bars by shearing or sawing. Do not cut bars with cutting torch M Welding of reinforcing bars is prohibited, except where shown on Drawings 3.07 GROUTING OF REINFORCING AND DOWEL BARS A Use epoxy grout for anchoring reinforcing and dowel steel to existing concrete in accordance with epoxy manufacturer's instructions. Drill hole not more than 1/4 inch larger than steel bar diameter (including height of deformations for defouned bars) in existing concrete. Just before installation of steel, blow hole clean of all debns using compressed air. Partially fill hole with epoxy, using enough epoxy so when steel bar is inserted, epoxy grout will completely fill hole around bar. Dip end of steel bar in epoxy and twist bar while inserting into partially -filled hole. 04/2002 03300-17 CITY OF PEARLAND CAST -IN -PLACE CONCRETE TABLE 03210A REINFORCEMENT PLACEMENT TOLERANCES PLACEMENT TOLERANCE IN INCHES Clear Distance - -1/4 11/4 -1/4 To foinued soffit: To other formed surfaces: Minimum spacing between bars -1/4, -1/4, 11/4 ±2 ±1 +1/2 +1 Clear distance from unfoinied surface to top reinforcement - Members 8 inches deep less: Members 8 or inches deep but less 24 inches deep: more than than Members 24 inches deep or greater: Uniform bars bars spacing of (but the required number of shall not shall not be reduced): Unifotui spacing of be stirrups and ties (but the required number of shall not reduced): +1/2 -1 12 1/2 Longitudinal locations of bends and ends of reinforcement - General Discontinuous ends of members: Length of bar laps: -1 -2 Embedded length - For bar sizes No. 3 through 11: For bar sizes No. 14 and 18: TABLE 03210B MINIMUM CONCRETE COVER FOR REINFORCEMENT SURFACE MINIMUM COVER III INCHES Slabs and Joists - Top and bottom bars for dry conditions — No. 14 and No. 18 bars: No. 11 bars and smaller: Fouiied concrete surfaces exposed to earth, water or weather, over, or contact with, sewage, and for bottoms bearing on work mat, or slabs cover - No. 5 bars and smaller No. 6 through No. 18 bars: 1 1/2 2 04/2002 03300-18 CITY OF PEARLAND CAST -IN -PLACE CONCRETE SURFACE MINh4UM IN COVER INCHES Beams and Columns - dry conditions - For Stirrups, spirals and ties: 1 1/2 Principal reinforcement: 2 to earth, water, sewage or weather Exposed Stirrups and ties: 2 Principal reinforcement: 2 1/2 Walls - dry conditions - For No. 11 bars and smaller: 1 No. 14 and No. 18 bars: 1 1/2 Founed concrete surfaces exposed to earth, water, sewage or weather, with ground - Circular tanks with tension 2 ring All others: 2 and Base Slabs - Footings At fanned surfaces and bottoms bearing on concrete work mat: 2 At unformed surfaces and bottoms in contact with earth: 3 Over top of piles: 2 Top of footings - - same as slabs 3.08 HANDLING, TRANSPORTING AND PLACING CONCRETE 04/2002 A Confoiin to applicable requirements of Chapter 8 of ACI 301 and this Section. Use no aluminum materials in conveying concrete. B Rejected Work: Remove concrete found to be defective or non -conforming in materials or workmanship. Replace rejected concrete with concrete meeting requirements of Contract Documents, at no additional cost to the Owner. C Unauthorized Placement: Place no concrete except in the presence of the Engineer. Notify the Engineer in writing at least 24 hours before placement of concrete. D Placement in Wall Forms: 1. Do not drop concrete through reinforcing steel. 2. Do not place concrete in any form so as to leave an accumulation of mortar on foiiu surfaces above the concrete. 3. Pump concrete or use hoppers and, if necessary, vertical ducts of canvas, rubber or metal (other than aluminum) for placing concrete in foul's so it reaches the place of final deposit without separation. Free fall of concrete shall not exceed 4 03300-19 CITY OF PEARLAND CAST -IN -PLACE CONCRETE feet below the ends of pump hoses, ducts, chutes or buggies. Unifounly distribute concrete during depositing. 4. Do not displace concrete in foims more than 6 feet in horizontal direction from place where it was originally deposited. 5 Deposit in unifoini horizontal layers not deeper than 2 feet; take care to avoid inclined layers or inclined construction joints except where required for sloping members. 6. Place each layer while the previous layer is still soft. 7 Provide sufficient illumination in foiui interior so concrete at places of deposit is visible from the deck or runway. E Conveyors and Chutes: Design and arrange ends of chutes, hopper gates and other points of concrete discharge in the conveying, hoisting and placing system so concrete passing from them will not fall separated into whatever receptacle immediately receives it. Conveyors, if used, shall be of a type acceptable to the Engineer. Do not use chutes longer than 50 feet. Slope chutes so concrete of specified consistency will readily flow. If a conveyor is used, it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyors and chutes shall be covered. F Placement of Slabs: In hot or windy weather, conducive to plastic shrinkage cracks, apply evaporation retardant to slab after screeding in accordance with manufacturer's instructions and recommendations. Do not use evaporation retardant to increase water content of the surface cement paste. Place concrete for sloping slabs uniformly from the bottom of the slab to the top, for the full width of the placement. As work progresses, vibrate and carefully work concrete around slab reinforcement. Screed the slab surface in an up -slope direction. G When adverse weather conditions affect quality of concrete, postpone concrete placement Do not mix concrete when the air temperature is at or below 40 degrees F and falling. Concrete may be mixed when temperature is 35 degrees F and using Take temperature readings in the shade, away from artificial heat. Protect concrete from temperatures below 32 degrees F until the concrete has cured for a minimum of 3 days at 70 degrees F or 5 days at 50 degrees F. When concrete temperature is 85 degrees F or above, do not exceed 60 minutes between introduction of cement to the aggregates and discharge. When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre -cooling of aggregates and mixing water, using ice or placing at night, as necessary to maintain concrete temperature, as placed, below 90 degrees F. 3.09 PUMPING OF CONCRETE A If pumped concrete does not produce satisfactory results, in the judgment of the Engineer, discontinue pumping operations and proceed with the placing of concrete using conventional methods 04/2002 03300-20 CITY OF PEARLAND CAST -IN -PLACE CONCRETE B Pumping Equipment: Use a 2-cylinder pump designed to operate with only one cylinder if one is not functioning, or have a standby pump on site during pumping. C The minimum hose (conduit) diameter: Comply with ACI 304.2R. D Replace pumping equipment and hoses (conduits) that do not function properly. E Do not use aluminum conduits for conveying concrete. F Field Control: Take samples for slump, air content and test cylinders at the placement (discharge) end of the line. 3.10 CONCRETE PLACEMENT SEQUENCE A Place concrete in a sequence acceptable to the Engineer. To minimize effects of shrinkage, place concrete in units bounded by construction joints shown. Place alternate units so each unit placed has cured at least 7 days for hydraulic structures or 3 days for other structures, before contiguous unit or units are placed, except do not place corner sections of vertical walls until the 2 adjacent wall panels have cured at least 14 days for hydraulic structures and 7 days for other structures. B Level the concrete surface whenever a run of concrete is stopped. To ensure straight and level joints on the exposed surface of walls, tack a wood strip at least 3/4-inch thick to the forms on these surfaces. Carry concrete about 1/2 inch above the underside of the strip. About one hour after concrete is placed, remove the strip, level irregularities in the edge formed by the strip with a trowel and remove laitance. 3.11 TAMPING AND VIBRATING A Thoroughly settle and compact concrete throughout the entire depth of the layer being consolidated, into a dense, homogeneous mass; fill corners and angles, thoroughly embed reinforcement, eliminate rock pockets and bring only a slight excess of water to the exposed surface of concrete during placement. Use ACI 309R Group 3 immersion -type high-speed power vibrators (8,000 to 12,000 rpm) in sufficient number and with sufficient (at least one) standby units. Use Group 2 vibrators only when accepted by the Engineer for specific locations. Do not transport concrete by vibrating. B Use care in placing concrete around waterstops. Carefully work concrete by rodding and vibrating to make sure air and rock pockets have been eliminated. Where flat -strip type waterstops are placed horizontally, work concrete under waterstops by hand, making sure air and rock pockets have been eliminated. Give concrete surrounding the waterstops additional vibration beyond that used for adjacent concrete placement to assure complete embedment of waterstops in concrete. C Concrete in Walls: Internally vibrate ram, stir, or work with suitable appliances, tamping bars, shovels or forked tools until concrete completely fills finals or excavations and closes snugly against all surfaces. Do not place subsequent layers of concrete until previously -placed layers have been so worked Provide vibrators in sufficient numbers, 04/2002 03300-21 CITY OF PEARLAND CAST -IN -PLACE CONCRETE with standby units as required, to accomplish the results specified within 15 minutes after concrete of specified consistency is placed in the fonnns. Keep vibrating heads from contact with foul surfaces. Take care not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents. 3.12 PLACING MASS CONCRETE A Observe the following additional restrictions when placing mass concrete. 1. Use specified superplasticizer. 2. Maximum temperature of concrete when deposited: 70 degrees F. 3. Place in lifts approximately 18 inches thick. Extend vibrator heads into previously -placed layer. 3.13 CONCRETE FINISHING 3.14 FINISHING OF FORMED SURFACES A Unfinished Surfaces: Finish is not required on surfaces concealed from view in completed structure by earth, ceilings or similar cover, unless indicated otherwise on Drawings. B Rough Foal' Finish: 1. No form facing material is required on rough fou n finish surfaces. 2. Patch tie holes and defects. Chip off fins exceeding 1/4 inch in height 3. Rough faun finish may be used on concrete surfaces which will be concealed from view by earth in completed structure, except concealed surfaces required to have smooth fowl' finish, as shown on Drawings. C Smooth Form Finish: 1. Foun facing shall produce smooth, hard, uniform texture on concrete. Use plywood linings or forms in as large sheets as practicable, and with smooth, even edges and close joints. 2. Patch tie holes and defects. Rub fins and joint marks with wooden blocks to leave smooth, unmarred finished surface. 3. Provide smooth foini finish on the wet face of foinied surfaces of water -holding structures and of other foamed surfaces not concealed from view by earth in completed structure, except where otherwise indicated on Drawings. Walls that will be exposed after future construction, at locations indicated on Drawings, shall have smooth form finish. Smooth four finish on exterior face of exterior walls shall extend below final top of ground elevation. Exterior face of all perimeter grade beams shall have smooth four finish for full depth of grade beam. D Rubbed Finish: 1. Use plywood linings or forms in as large sheets as practicable, and with smooth, even edges and close joints. 2. Remove foams as soon as practicable, repair defects, wet surfaces, and rub with No. 16 carborundum stone or similar abrasive. Continue rubbing sufficiently to 04/2002 03300-22 CITY OF PEARLAND CAST -IN -PLACE CONCRETE bring surface paste, remove foiin marks and fins, and produce smooth, dense surface of uniform color and texture. Do not use cement paste other than that drawn from concrete itself. Spread paste uniformly over surface with brush. Allow paste to reset, then wash surface with clean water. 3. Use rubbed finish at locations indicated on Drawings, except where rubbed finish is indicated for a wall which will be containing a liquid, use spray -applied coating. E Spray -applied Coating: At Contractor's option, in lieu of rubbed finish, spray -applied coating may be applied after defects have been repaired and fins removed. Remove fouin oil, curing compound and other foreign matter that would prevent bonding of coating. Apply coating in unifoini texture and color in accordance with coating manufacturer's instructions. F Related Unformed Surfaces: Tops of piers, walls, bent caps, and similar unformed surfaces occurring adjacent to formed surfaces shall be struck smooth after concrete is placed. Float unformed surfaces to texture reasonably consistent with that of formed surfaces. Continue final treatment on foamed surfaces unifoimnly across unformed surfaces. 3.15 HOT WEATHER FINISHING A When hot weather conditions exist, as defined in 1.04.B. and as judged by the Engineer, apply evaporation retardant to the surfaces of slabs, topping and concrete fill placements immediately after each step in the finishing process has been completed. 3.16 FINISHING SLABS AND SIMILAR FLAT SURFACES TO CLASS A, B AND C TOLERANCES A Apply Class A, B and C finishes at locations indicated on Drawings. Class B or better finish shall be applied if not shown otherwise by the Drawings B Shaping to Contour: Use strike -off templates or approved compacting -type screeds riding on screed strips or edge foiins to bring concrete surface to proper contour. See Section 03100 - Concrete Formwork for edge forms and screeds. C Consolidation and Leveling: Concrete to be consolidated shall be as stiff as practicable Thoroughly consolidate concrete in slabs and use internal vibration in beams and girders of framed slabs and along bulkheads of slabs on grade. Consolidate and level slabs and floors with vibrating bridge screeds, roller pipe screeds or other approved means. After consolidation and leveling, do not permit manipulation of surfaces prior to finishing operations. D Tolerances for Finished Surfaces: Check tolerances by placing straightedge of specified length anywhere on slab. Gap between slab and straightedge shall not exceed tolerance listed for specified class. 04/2002 03300-23 CITY OF PEARLAND CAST -IN -PLACE CONCRETE Class A B C Straightedge Length in Feet 10 10 2 Tolerance in Inches 1/8 1/4 1/4 E Raked Finish: After concrete has been placed, struck off, consolidated and leveled to Class C tolerance, roughen surface before final set. Roughen with stiff brushes or rakes to depth of approximately 1/4 inch Notify the Engineer prior to placing concrete requiring initial raked surface finish so that acceptable raked fimsh standard maybe established for project. Protect raked, base -slab finish from contamination until time of topping. Provide raked finish for following: 1. Surfaces to receive bonded concrete topping or fill. 2. Steep ramps, as noted on Drawings. 3. Additional locations as noted on Drawings. F Float Finish: 1. After concrete has been placed, struck off, consolidated and leveled, do not work further until ready for floating. Begin floating when water sheen has disappeared, or when mix has stiffened sufficiently to permit proper operation of power -driven float. Consolidate surface with power -driven floats. Use hand floating with wood or cork -faced floats in locations inaccessible to power -driven machine and on small, isolated slabs. 2. After initial floating, re -check tolerance of surface with 10-foot straightedge applied at not less than two different angles. Cut down high spots and fill low spots to Class B tolerance. Immediately re -float slab to a unifoiui, smooth, granular texture. 3. Provide float finish at locations not otherwise specified and not otherwise indicated on Drawings G Trowel Finish: 1. Apply float finish as previously specified. After power floating, use power trowel to produce smooth surface which is relatively free of defects but which may still contain some trowel marks. Do additional troweling by hand after surface has hardened sufficiently. Do final troweling when nnging sound is produced as trowel is moved over surface. Thoroughly consolidate surface by hand troweling operations. 2. Produce finished surface free of trowel marks, uniform in texture and appearance and conforming to Class A tolerance. On surfaces intended to support floor coverings, remove defects which might show through covering by grinding. 3. Provide trowel finish for floors which will receive floor covering and additional locations indicated on Drawings. 04/2002 03300-24 CITY OF PEARLAND CAST -IN -PLACE CONCRETE H Broom or Belt Finish: 1. Apply float finish as previously specified. Immediately after completing floated finish, draw broom or burlap belt across surface to give coarse transverse scored texture. 2. Provide broom or belt finish at locations indicated on Drawings. 3.17 FINISHING SLABS AND SIMILAR FLAT SURFACES TO "F-NUMBER SYSTEM" FINISH A Shaping to Contour: Use strike -off templates or approved compacting -type screeds riding on screed strips or edge fouuns to bring concrete surface to proper contour Edge forms and screeds: Conforuu to Section 03100 - Concrete Forrrrwork. B Consolidation and Leveling: Concrete to be consolidated shall be as dry as practicable. Thoroughly consolidate concrete in slabs and use internal vibration in beams and girders of framed slabs and along bulkheads of slabs on grade. Consolidate and level slabs and floors with vibrating bridge screeds, roller pipe screeds or other approved means. After consolidation and leveling, do not manipulate surfaces prior to finishing operations. C Tolerances for Finished Surfaces: Independent testing laboratory will check floor flatness and levelness in accordance with Paragraph 3.12, Field Quality Control. D Float Finish: 1. After concrete has been placed, struck off, consolidated and leveled, do not work further until ready for floating. Begin floating when water sheen has disappeared, or when mix has stiffened sufficiently to permit proper operation ofpower-driven float. Consolidate surface with power -driven floats. Use hand floating with wood or cork -faced floats in locations inaccessible to power -driven machine and on small, isolated slabs. 2. Check tolerance of surface after initial floating with a 10-foot straightedge applied at not less than two different angles. Cut down high spots and fill low spots. Immediately refloat slab to uniform, smooth, granular texture to FF20/FL17 tolerance, unless shown otherwise on Drawings. 3. Provide "F-Number System" float finish at locations indicated on Drawings. E Trowel Finish: 1. Apply float finish as previously specified. After power floating, use power trowel to produce smooth surface which is relatively free of defects but which may still contain some trowel marks. Do additional trowelings by hand after surface has hardened sufficiently. Do final troweling when ringing sound is produced as trowel is moved over surface. Thoroughly consolidate surface by hand troweling operations. 2. Produce finished surface free of trowel marks, uniform in texture and appearance and conforming to an FF25/FL20 tolerance for slabs on grade and FF25/FL17 for elevated slabs, unless shown otherwise on Drawings. On surfaces intended to support floor coverings, remove defects, which might show through covering, by grinding. 04/2002 03300-25 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3. Provide "F-Number System" trowel finish at locations indicated on Drawings. 3.18 BONDED CONCRETE TOPPING AND FILL A Surface Preparation' 1. Protect raked, base -slab finish from contamination until time of topping. Mechanically remove oil, grease, asphalt, paint, clay stains or other contaminants, leaving clean surface. 2. Prior to placement of topping or fill, thoroughly dampen roughened slab surface and leave free of standing water. Immediately before topping or fill is placed, scrub coat of bonding grout into surface. Do not allow grout to set or dry before topping or fill is placed B Concrete Fill: 1. Where concrete fill intersects a wall surface at an angle steeper than 45 degrees from vertical, provide a 1.5-inch deep keyway in the wall at the point of intersection; size keyway so that no portion of the concrete fill is less than 1.5 inches thick. Form keyway in new walls; create by saw cutting the top and bottom lines and chipping in existing walls. 2. Apply wood float finish to surfaces of concrete fill. 3. Provide concrete fill at locations shown on Drawings C Bonded Concrete Topping in Bottom of Clarifiers and Thickeners: 1. Minimum thickness of concrete topping' 1 inch. Maximum thickness when swept in by clarifier and thickener equipment: 3 inches 2. Compact topping and fill by rolling or tamping, bring to established grade, and float. Topping grout placed on sloping slabs shall proceed unifoiuily from the bottom of the slab to the top, for the full width of the placement. Coat surface with evaporation retardant as needed between finishing operations to prevent plastic shrinkage cracks. 3. Screed topping to true surface using installed equipment. Protect equipment from damage during sweeping -in process. Perform sweeping -in process under supervision of equipment manufacturer's factory representative. After topping has been screeded, apply wood float finish. During finishing, do not apply water, dry cement or mixture of dry cement and sand to the surface. 4. As soon as topping or fill finishing is completed, coat surface with curing compound After the topping is set and sufficiently hard in clarifiers and where required by the Engineer fill the tank with sufficient water to cover the entire floor for 14 days. 5. Provide bonded concrete topping in bottom of all clarifiers and thickeners. 3.19 EPDXY PENETRATING SEALER A Surfaces to receive epoxy penetrating sealer: Apply wood float finish Clean surface and apply sealer in compliance with manufacturer's instructions. 04/2002 03300-26 CITY OF PEARLAND CAST -IN -PLACE CONCRETE B Rooms with concrete curbs or bases' Continue application of floor coating on curb or base to its juncture with masonry wall. Rooms with solid concrete walls or wainscots: Apply minimum 2-inch-high coverage of floor coating on vertical surface. C Mask walls, doors, frames and similar surface to prevent floor coating contact. D When coving floor coating up vertical concrete walls, curbs, bases or wainscots, use masking tape or other suitable material to keep a neat level edge at top of cove. E Provide epoxy penetrating sealer at locations indicated on Drawings 3.20 EPDXY FLOOR TOPPING A Surfaces to receive epoxy floor topping: Apply wood float finish unless recommended otherwise by epoxy floor topping manufacturer. Clean surface and apply epoxy floor topping in compliance with manufacturer's recommendations and instructions. Thickness of topping: 1/8 inch B Rooms with concrete curbs or bases: Continue application of floor coating on curb or base to its juncture with masonry wall. Rooms with solid concrete walls or wainscots: apply 2-inch-high coverage of floor coating on vertical surface. C Mask walls, doors, frames and similar surfaces to prevent floor coating contact. D When coving floor coating up vertical concrete walls, curbs bases or wainscots, use masking tape or other suitable material to keep a neat level edge at top of cove. E Finished surface shall be free of trowel marks and dimples. F Provide epoxy floor topping at locations indicated on Drawings. 3.21 SEALER/DUSTPROOFER A Where sealer or sealer/dustproofer is indicated on Drawings just prior to completion of construction, apply coat of specified clear sealer/dustproofing compound to exposed intenor concrete floors in accordance with manufacturer's instructions. 3.22 NONSLIP FINISH A Apply float finish as specified. Apply two-thirds of required abrasive aggregate by method that ensures even coverage without segregation and re -float. Apply remainder of abrasive aggregate at right angles to first application using heavier application of aggregate in areas not sufficiently covered by first application. Re -float after second application of aggregate and complete operations with troweled finish. Perfoiini finishing operations in a manner that will allow the abrasive aggregate to be exposed and not covered with cement paste. B Provide nonslip finish at locations indicated on Drawings 04/2002 03300-27 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3.23 FIELD QUALITY CONTROL A Field inspection and testing will be performed in accordance with ACI 301 and under provisions of Sections 01440 and 01450. B Provide free access to Work and cooperate with appointed fiini. C Submit proposed mix design to inspection and testing firm for review prior to commencement of Work. D Tests of cement and aggregates maybe performed to ensure conformance with specified requirements. E Three concrete test cylinders will be taken for every 50 cu yds or less of concrete. F One additional test cylinder will be taken during cold weather concreting, cured on job site under same conditions as concrete it represents. G One slump test will be taken for each set of test cylinders taken H Provide the results of alkalinity tests of concrete used in sanitary structures. Provide one test for each structure. These tests shall be performed by an independent testing laboratory. Perfoini the test on the concrete covering reinforcing steel on the inside of the pipe or structure. Alkalinity tests are to be in accordance with Encyclopedia of Industrial Chemical Analysis, Vol. 15, Page 230, Interscience Publishers Division, John Wiley and Sons. 3.24 PATCHING A Allow Engineer to inspect concrete surfaces immediately upon removal of forms. B Excessive honeycomb or embedded debris in concrete is not acceptable. Notify Engineer upon discovery. C Patch imperfections in accordance with ACI 301. 3.25 DEFECTIVE CONCRETE A Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or specified requirements. B Repair or replacement of defective concrete will be determined by the Engineer. C Do not patch, fill, touch-up, repair, or replace exposed concrete except upon express direction of Engineer for each individual area. 04/2002 03300-28 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3.26 CURING A Comply with ACI 308. Cure by preventing loss of moisture, rapid temperature change and mechanical injury for a period of 7 curing days when Type II or 1 N cement has been used and for 3 curing days when Type TTT cement has been used Start curing as soon as free water has disappeared from the concrete surface after placing and finishing. A curing day is any calendar day in which the temperature is above 50 degrees F for at least 19 hours. Colder days may be counted if air temperature adjacent to concrete is maintained above 50 degrees F. In continued cold weather, when artificial heat is not provided, removal of forms and shoring may be peinnitted at the end of calendar days equal to twice the required number of curing days. However, leave soffit forms and shores in place until concrete has reached the specified 28-day strength, unless directed otherwise by the Engineer. B Cure formed surfaces not requiring rub -finished surface by leaving forms in place for the full curing period Keep wood foinis wet during the curing period Add water as needed for other types of foiuis Or, at Contractor's option, forms may be removed after 2 days and curing compound applied. C Rubbed Finish: 1. At fonnned surfaces requiring rubbed finish, remove fouuns as soon as practicable without damaging the surface. 2. After rub -finish operations are complete, continue curing formed surfaces by using either approved curing/sealing compounds or moist cotton mats until normal curing period is complete. D Unfonnned Surfaces: Cure by membrane curing compound method. 1. After concrete has received a final finish and surplus water sheen has disappeared, immediately seal surface with a uniform coating of approved curing compound, applied at the rate of coverage recommended by manufacturer or as directed by the Engineer. Do not apply less than 1 gallon per 180 square feet of area. Provide satisfactory means to properly control and check rate of application of the compound. 2. Thoroughly agitate the compound during use and apply by means of approved mechanical power pressure sprayers equipped with atomizing nozzles. For application on small miscellaneous items, hand -powered spray equipment may be used Prevent loss of compound between nozzle and concrete surface during spraying operations. 3. Do not apply compound to a dry surface. If concrete surface has become dry, thoroughly moisten surface immediately prior to application. At locations where coating shows discontinuities, pinholes or other defects, or if rain falls on a newly coated surface before film has dried sufficiently to resist damage, apply an additional coat of compound at the specified rate of coverage. 04/2002 03300-29 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3.27 CURING MASS CONCRETE A Observe the following additional restrictions when curing mass concrete. 1 Minimum curing period: 2 weeks. 2. When ambient air temperature falls below 32 degrees F, protect surface of concrete against freezing. 3. Do not use steam or other curing methods that will add heat to concrete. 4. Keep foul's and exposed concrete continuously wet for at least the first 48 hours after placing, and whenever surrounding air temperature is above 90 degrees F during final curing period. 5. During 2-week curing period provide necessary controls to prevent ambient air temperature immediately adjacent to concrete from falling more than 30 degrees F in 24 hours 3.28 REMOVAL OF FORMS A Time Limits: 1. When repair of surface defects or finishing is required before concrete is aged, forms on vertical surfaces may be removed as soon as concrete has hardened sufficiently to resist damage from removal operations. 2. Remove top farms on sloping surfaces of concrete as soon as concrete has attained sufficient stiffness to prevent sagging Loosen wood forms for wall openings as soon as this can be accomplished without damage to concrete Leave formwork for water -retaining structures in place for at least 2 days. Formwork for non -water -retaining columns, walls, sides of beams and other formwork components not supporting weight of concrete may be removed after 12 hours, provided concrete has hardened sufficiently to resist damage from removal operations, and provided removal of foul's will not disturb members supporting weight of concrete. 3. Forms and shoring supporting weight of concrete or construction loads* Leave in place until concrete has reached minimum strength specified for removal of forms and shoring. Do not remove such forms in less than 4 days. B Circular Paper or Spiral Tube Fonns: Follow manufacturer's directions for form removal. Take necessary precautions to prevent damage to concrete surface. When removal is done before completion of curing time, replace form, tie in place and seal to retard escape of moisture C Removal Strength. 1. Control Tests: Suitable strength -control tests will be required as evidence that concrete has attained specified strength for removal of formwork or shoring supporting weight of concrete in beams, slabs and other structural members. Furnish test cylinders and data to verify strength for early four removal. a Field -cured Test Cylinders: When field -cured test cylinders reach specified removal strength, formwork or shoring may be removed from respective concrete placements. 04/2002 03300-30 CITY OF PEARLAND CAST -IN -PLACE CONCRETE b. Laboratory -cured Test Cylinders: When concrete has been cured as specified for structural concrete for same time period required by laboratory -cured cylinders to reach specified strength, formwork or shoring may be removed from respective concrete placements. Determine length of time that concrete has been cured by totaling the days or fractions of days, not necessarily consecutive, during which air temperature surrounding concrete is above 50 degrees F and concrete has been damp or thoroughly sealed against evaporation and loss of moisture. 2. Compressive Strengths: The minimum concrete compressive strength for removal of formwork supporting weight of concrete is 75 percent of specified minimum 28-day strength for class of concrete involved. 3.29 RESHORING A When reshoring is permitted, plan operations in advance and obtain the Engineer's approval of such operations. While reshoring is under way, keep live load off new construction. Do not penult concrete in any beam, slab, column or other structural member to be subjected to combined dead and construction loads in excess of loads permitted for developed concrete strength at time of reshoring. B Place reshores as soon as practicable after form -stripping operations are complete but in no case later than end of day on which stripping occurs. Tighten reshores to carry required loads without over stressing construction Leave reshores in place until tests representative of concrete being supported have reached specified strength at time of removal of fouuwork supporting weight of concrete. C Floors supporting shores under newly -placed concretes Leave original supporting shores in place, or re -shore. Locate reshores directly under shore position above. Extend reshoring over a sufficient number of stories to distribute weight of newly -placed concrete, foul's and construction live loads in such manner that design superimposed loads of floors supporting shores are not exceeded. 3.30 FORM REUSE A Do not reuse forms that are worn or damaged beyond repair. Thoroughly clean and recoat forms before reuse. For wood and plywood forms to be used for exposed smooth finish, sand or otherwise dress concrete contact surface to original condition or provide fouu liner facing material. For metal focus, straighten, remove dents and clean to return forms to original condition. 04/2002 03300-31 CITY OF PEARLAND CAST -IN -PLACE CONCRETE TABLE 03100A TOLERANCES FOR FORMED SURFACES CONCRETE FIN BUILDINGS** VARIATION VARIATION IN MAXIMUM FOR ANY 20-FOOT LENGTH FOR ANY ENTIRE FOR l0-FOOT LENGTH OR ANY BAY FROM DIMENSION PLUMB OR Lines and Surfaces of Columns, Piers, 1/4" - - - 1' Walls and An-ises SPEC !HIED - - - 1/4" 1/2" BATTER Exposed Corner Columns, Control Joint Grooves, and Other Conspicuous Lines LEVEL OR Slab Soffits, Ceilings, Beam Soffits, and 1/4" 3/8" 3/4" Arrises shores), (measured before removal of SPECIFIED - - - 1/4" 1/2" Exposed Lintels, Sills, Parapets, GRADE Horizontal Conspicuous Grooves Lines and Other Linear Building Lines, - - - 1/2" 1" DRAWING Position Columns, of Walls and Partitions DIMENSIONS - - - - - - +1/4" Size and Location of Sleeves, Floor Openings and Wall Openings Cross Section Columns, Beams, Slabs, - - - - - - +1/2", -1/4" of and Walls - - - - - - +2", -1/2" Footings* in Plan - - - - - - 2% of or Width 2" Footing Misplacement or Eccentricity in Direction of Error (the lesser of) - - - - - - 5% Footing Thickness Decrease Footing Thickness Increase - - - - - - No Limit - - - - - - +1/8" Step Rise in Flight of Stairs Step Tread in Flight of Stairs - - - - - - +1/4" Consecutive Step Rise - - - - - - +1/16" Consecutive Step Tread - - - - - - +1/8" *Footing tolerances apply to concrete dimensions only, not to positioning of vertical reinforcing steel, dowels, or embedded items **Includes water and wastewater process structures 04/2002 03300-32 CITY OF PEARLAND CAST -IN -PLACE CONCRETE TABLE 03100B TOLERANCE FOR FORMED SURFACES CONCRETE IN BRIDGES, WHARVES AND MARINE STRUCTURES VARIATION VARIATION IN MAXIMUM FROM PLUMB OR 1/2" in 10' SPECIFIED Surfaces of columns, piers and walls BATTER LEVEL OR See Section 03345 Top surfaces of slabs SPECIHIED Top 3/16" in 10' GRADE surfaces of curbs and railings DRAWING Cross beams, 2% +1/2", +1/4", of +2, No +1/2" width 5% 1 -1/2" limit -1/4" -1/8" or 2" similar Thickness section members of deck of columns, slabs caps, walls, and DIMENSIONS Size and location of slab and wall openings Footings in plan Footing in direction misplacement lesser or eccentricity of error (the of) Footing decrease thickness Footing Step Step thickness rise tread in in flight flight increase of stairs of stairs 1/8" +1/16" +1/4" +1/8" Consecutive Consecutive step step rise tread 3.31 PROTECTION 04/2002 A Protect concrete against damage until final acceptance by the Owner B Protect fresh concrete from damage due to rain, hail, sleet or snow. Provide such protection while the concrete is still plastic and whenever such precipitation is imminent or occurring. 03300-33 CITY OF PEARLAND CAST -IN -PLACE CONCRETE C Do not backfill around concrete structures or subject them to design loadings until all components of the structure needed to resist the loading are complete and have reached the specified 28-day compressive strength, except as authorized otherwise by the Engineer. END OF SECTION 04/2002 03300-34 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES Section 03320 JOINTS IN CONCRETE STRUCTURES 1.0 GENERAL 1.01 SECTION INCLUDES A Waterstops and similar joints in concrete structures intended to retain water or withstand hydrostatic pressure. 1.02 UNIT PRICES A No separate payment will be made for joints under this Section. Include payment in unit price for structural concrete. B Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 DEFINITIONS A The following definitions refer to concrete joints in water -retaining structures. Unless otherwise indicated, all such joints shall have a waterstop or sealant groove to prevent water penetration at the joint. B Construction Joint The joint or surface between two concrete pours, produced by placing fresh concrete in contact with a hardened concrete surface. 1. A bond breaker may or may not be used, as indicated. 2. Reinforcing steel is continuous through the joint, unless otherwise indicated. C Contraction Joint A joint similar to a construction joint, but intended to accommodate concrete shrinkage and similar movement. 1. A bond breaker is always used. 2. Reinforcing steel is held back 4-1/2 inches from the joint surface and sleeved dowels are used so pours can move apart, unless otherwise indicated. D Expansion Joint A joint similar to a construction or contraction joint, but intended to accommodate both expansion and contraction. 1. Compressible joint filler is placed against the hardened concrete, to form and separate the second pour so pours can move together or apart. 2. A centerbulb waterstop and joint sealant are used to fill the gap, unless otherwise indicated 3. Reinforcing steel is held back, and sleeved dowels are used to allow and control movement, unless otherwise indicated. E Control Joint A groove cut or formed in the face of a single pour, producing a weaker plane more likely to crack; used in an attempt to control locations of noirrual shrinkage cracks. 1. Joint sealant is used to fill the groove. 04/2002 03320-1 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES 2. Reinforcing steel is continuous, since the pour is monolithic. 1.04 SUBMITTALS A Submit under provisions of Section 01350 - Submittals. B Product Data: Infox oration sufficient to indicate compliance with Contract Documents, including manufacturer's descriptive literature and specifications. C Shop Drawings• Indicate type, size and location of each joint in each structure, and installation details. D Samples: For extrusions, submit 6-inch lengths. For molded or fabricated items, submit whole items. Submit 6-inch beads for sealants and 6-inch square samples for coatings, on appropriate substrates. E Quality Control Submittals: Submit manufacturer's instructions and recommendations for storage, handling and installation including material safety data sheets, and, where specified, test reports certified by an independent testing laboratory or the manufacturer, and manufacturer's certification that products furnished comply with Contract Documents. 1.05 QUALITY ASSURANCE A Waterstop Inspection: Notify the Engineer to schedule inspection at least 24 hours prior to work involving waterstop installation or fabrication of waterstop field joints. B Defects include but are not limited to the following* 1. Offsets at joints greater at any point than 1/16 inch or 15 percent of material thickness, whichever is less. 2. Exterior cracks at joints due to incomplete bond, which are deeper at any point than 1/16 inch or 15 percent of material thickness, whichever is less. 3. At any point any combination of offsets or exterior cracks resulting in a net reduction in the cross -sectional area of the waterstop greater than 1/16 inch or 15 percent of material thickness at any point, whichever is less. 4. Misalignment of joint resulting in misalignment of the waterstop in excess of 1/2 inch in 10 feet. 5. Porosity in the welded joint as evidenced by visual inspection. 6. Bubbles or inadequate bond which can be detected with a pen knife. If, while probing the joint with the point of a pen knife, the knife breaks through the outer portion of the weld into a bubble, the joint is defective. C Field Joint Samples: Prior to use of the waterstop material in the field, fabricate and submit for review a sample of a fabricated mitered cross and a tee constructed of each size or shape of material to be used. Fabricate samples so material and workmanship represent fittings to be furnished. Field samples of fabricated fittings (crosses, tees, etc ) will be selected at random by the Owner for testing by a laboratory at Owner's expense* they shall have a tensile strength across the joints equal to at least 600 psi when tested in 04/2002 03320-2 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES accordance with ASTM D638. Contractor shall pay cost of failed tests and retesting required by failures. D Construction Joint Sealant: Prepare adhesion and cohesion test specimens, as specified, at intervals of 5 working days while sealants are being installed E Sealant material shall show no signs of adhesive or cohesive failure when tested in accordance with the following procedure in laboratory and field tests: 1. Prepare sealant specimen between 2 concrete blocks (1 inch by 2 inches by 3 inches), spacing between the blocks shall be 1 inch. Use coated spacers (2 inches by 1-1/2 inches by 1/2 inch) to ensure sealant cross -sections of 1/2 inch by 2 inches with a width of 1 inch. 2. Cast and cure sealant according to manufacturer's recommendations except that curing period shall be not less than 24 hours. 3. Following curing period, widen the gap between blocks to 1-1/2 inches. Use spacers to maintain this gap for 24 hours prior to inspection for failure. F Sealant Installer: A competent waterproofing specialty contractor, approved by sealant manufacturer, having a record of successful perfoimnance in similar installations. Before beginning work, sealant manufacturer's representative shall instruct installer's crew in proper method of application 1.06 WARRANTY A Provide a written warranty covering entire sealant installation against faulty and incompatible materials and workmanship, and agreeing to repair or replace defective work at no additional cost to the Owner, for a period of 5 years. 1.07 DELIVERY, STORAGE AND HANDLING A Deliver, store and handle materials in accordance with manufacturer's printed instructions. B Store waterstops to peiinit free circulation of air around waterstop material. 2.0 PRODUCTS 2.01 EPA POTABLE CLASSIFICATION A All joint materials shall be materials that reach acceptability for use in potable water systems no later than 30 days after installation, as classified by the Environmental Protection Agency. 2.02 PVC WATERSTOPS A Extrude from virgin polyvinyl chloride elastomer. Use no reclaimed or scrap material. Submit waterstop manufacturer s current test reports and manufacturer s written certification that the material furnished meets or exceeds Corps of Engineers Specification CRD-0572 and other specified requirements. 04/2002 03320-3 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES B Flat Strip and Center -Bulb Waterstops: As detailed, and as manufactured by• Kirkhill Rubber Co., Brea, California, Water Seals Inc., Chicago, Illinois• Progress Unlimited, Inc , New York, New York; Greenstreak Plastic Products Co., St Louis, Missouri, or equal acceptable to the Engineer, provided that at no place shall waterstop thickness be less than 3/8 inch C Multi -Rib Waterstops: As detailed, and as manufactured by Water Seals, Inc , Chicago, Illinois; Progress Unlimited, Inc , New York, New York; Greenstreak Plastic Products Co., St. Louis, Missouri; or equal acceptable to the Engineer. Use prefabricated joint fittings at intersections of ribbed -type waterstops. D Other Waterstops: When types of waterstops not listed above are indicated on the Drawings, they are subject to these specifications. E Waterstop Properties: When tested in accordance with specified standards, waterstop material shall meet or exceed the following requirements: Physical Property, Sheet Material Tensile Strength — min (psi): Ultimate Elongation -min (percent): Low Temp Brittleness -max (degrees F): Stiffness in Flexure -min (psi) Accelerated Extraction (CRD-0572) - Tensile Strength -min (psi): Ultimate Elongation -min (percent): Effect of Alkalies (CRD-0572) - Change in Weight (percent): Change in Durometer, Shore A: Finished Waterstop - Tensile Strength -min (psi): Ultimate Elongation -min (percent): 2.03 JOINT SEALANT Value 1,750 350 -35 400 1500 300 +0.25/-0.10 +5 ASTM Standard D638, Type IV D638, Type IV D746 D747 D638, Type IV D638, Type IV D2240 1400 D638, Type IV 280 D638, Type IV A Material: Polyurethane polymer designed for bonding to concrete which is continuously submerged in water. Use no material with an unsatisfactory history of bond or durability when used in Joints of liquid -retaining structures. B Sealant Properties at 73 degrees F, 50 percent relative humidity: 1. Work Life: 45 - 180 minutes 2. Time to Reach 20 Shore A Hardness (at 77 degrees F, 200 gr quantity): 3. Ultimate Hardness (ASTM D2240): 4. Tensile Strength (ASTM D412): 5. Ultimate Elongation (ASTM D412): 24 hours, maximum 20 - 45 Shore A 200 psi, minimum 400 percent, minimum 04/2002 03320-4 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES 6. Tear Resistance (Die C ASTM D624): 75 pounds per inch of thickness, minimum 7. Color: Light Gray C Polyurethane Sealants for Waterstop Joints in Concrete: 1. Sealant: 2-part polyurethane; when cured, sealant shall meet or exceed ANSI/ASTM C920 or Federal Specification TT-S-0227 E(3) for 2-part material. 2. Vertical and overhead horizontal joints• Use only "non -sag" compounds meeting ANSI/ASTM C920, Class 25, Grade NS, or Federal Specification TT-S-0227 E(3), Type II, Class A. 3. Plane horizontal joints• Self -leveling compounds meeting ANSI/ASTM C920, Class 25, Grade P, or Federal Specification TT-S-0227 E(3), Type I. For joints subject to either pedestrian or vehicular traffic use a compound providing non - tracking characteristics and having a Shore A hardness range of 35 to 45. 4. Primer: Use only compatible materials manufactured or recommended for the application by the sealant manufacturer, in accordance with the printed instructions and recommendations of the sealant manufacturer. D Acceptable Products: Polymeric Systems Inc. "PSI-270"; Pacific Polymers "Elastothane 227R" Sika Corporation "Sikaflex 2C", or equal acceptable to the Engineer. 2.04 MISCELLANEOUS MATERIALS A Bearing Pad: ASTM D2000 neoprene, Grade 2 or 3, Type BC, tensile strength 1450 psi, 60 durometer hardness, unless otherwise indicated. B Neoprene Sponge: ASTM D1056, Type 2C3-E1 closed -cell expanded neoprene. C Preformed Joint Filler: ASTM D1752 Type I non -extruding type; neoprene sponge or polyurethane of firm texture, except as otherwise specified. Bituminous fiber type will not be permitted. D Control Joint Foil ier• Continuous plastic insert strips with anchorage ribs located at the bottom and an enlarged upper portion that is readily removable without damage to the concrete, and is sized to form sealant groove. Size to extend to at least 1/4 slab depth. E Backing Rod: Extruded closed -cell polyethylene foam rod, compatible with joint sealant materials used, with a tensile strength not less than 40 psi, and compression deflection approximately 25 percent at 8 psi. Size: 1/8-inch larger in diameter than joint width, except use one -inch diameter rod for 3/4-inch wide joints. F Bond Breaker: "Super Bond Breaker" manufactured by Burke Company, San Mateo, California; "Select Cure CRB", manufactured by Select Pioducts Co., Upland, California, or equal acceptable to the Engineer. Bond breaker shall contain a fugitive dye so areas of application will be readily distinguishable. G Slip Dowels: Smooth epoxy -coated bars conforming to ASTM A775. H PVC Tubing: ASTM D2241, Schedule SDR 13.5. 04/2002 03320-5 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES 2.05 RESILIENT WATERSTOP A Resilient waterstop, where called for on the Drawings, shall be either a bentonite or adhesive type material. B Bentonite Waterstop: 1. Material: 75 percent bentonite, mixed with butyl rubber -hydrocarbon containing less than 1.0 percent volatile matter, and free of asbestos fibers or asphaltics. 2. Manufacturer's rated temperature ranges: For application, 5 to 125 degrees F; in service, -40 to 212 degrees F. 3. Cross -sectional dimensions unexpanded waterstop: One inch by 3/4 inch 4. Provide with adhesive backing capable of producing excellent adhesion to concrete surfaces. C Adhesive Waterstop: 1. Adhesive waterstop shall be at least 2 inches in diameter and shall be Synko-Flex preformed plastic adhesive waterstop by Synko-Flex Products, Inc , or equal. The waterstop shall meet or exceed requirements of Federal Specification SS-S- 210A. 2. The adhesive waterstop shall be supplied wrapped completely by a two part protective paper. 3. The adhesive waterstop material shall have independent laboratory tests verifying that the material seals joints in concrete against leakage when subjected to a minimum of 30 psi water pressure for at least 72 hours 4. Primer, to be used on hardened concrete surfaces, shall be provided by the same manufacturer as the waterstop material. 3.0 EXECUTION 3.01 INSTALLATION A Embed waterstops in concrete across joints as shown. Waterstops shall be continuous for the extent of the joint; make splices necessary to provide such continuity in accordance with manufacturer's instructions Support and protect waterstops during construction operations; repair or replace waterstops damaged during construction. B Install waterstops in concrete on one side of joints, leaving other side exposed until the next pour. When a waterstop will remain exposed for 2 days or more, shade and protect the exposed waterstop from direct rays of the sun during the entire exposure and until the exposed portion of the waterstop is embedded in concrete. 3.02 SPLICES IN WATERSTOPS A Splice waterstops by heat -sealing adjacent waterstop sections in accordance with the manufacturer's printed instructions. 1. Do not damage material by heat sealing. 2. Splice tensile strength: At least 60 percent ofunspliced material tensile strength 3. Maintain continuity of waterstop ribs and tubular center axis. 04/2002 03320-6 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES B Butt end -to -end joints of 2 identical waterstop sections may be made in the forms during placement of waterstop material. Heat seal. C Prior to placement in foiinwork, prefabricate all waterstop joints involving more than 2 ends to be joined together, an angle cut, an alignment change, or the joining of 2 dissimilar waterstop sections, allowing not less than 24-inch long strips of waterstop material beyond the joint. Upon inspection and approval by the Engineer, install prefabricated waterstop joint assemblies in formwork, and butt -weld ends of the 24-inch strips to the straight -run portions of waterstop in the forms. D Where a centerbulb waterstop intersects and is joined to a non-centerbulb waterstop, take care to seal the end of the centerbulb, using additional PVC material if needed. 3.03 JOINT CONSTRUCTION A Setting Waterstops: 1. Correctly position waterstops during installation. Support and anchor waterstops during progress of the work to ensure proper embedment in concrete Locate symmetrical halves of waterstops equally between concrete pours at Joints, with center axis coincident with joint openings. Thoroughly work concrete in joint vicinity for maximum density and imperviousness. 2. Flat -strip waterstop: Prevent folding over by concrete during placement. Unless otherwise shown, hold waterstops in place with wire ties on 12-inch centers passed through the waterstop edge and tied to reinforcing steel. a. Horizontal waterstops (with flat face in vertical plane): Hold in place by fastening upper waterstop edge to continuous supports b. Horizontal waterstops (with flat face in horizontal plane): Work concrete under waterstops by hand to eliminate air and rock pockets. 3. Place centerbulb waterstops in expansion Joints centered on Joint filler material. 4. Where a waterstop in a vertical wall joint does not connect with any other waterstop and is not intended to be connected to a waterstop in a future concrete placement, terminate the waterstop 6 inches below the top of the wall. B Joint Location: Unless specifically noted otherwise, provide construction Joints at 25- foot maximum spacing for concrete construction. Where joints are shown spaced greater than 40 feet apart provide additional joints to maintain the 25-foot maximum spacing. Submit joint locations for review by the Engineer. C Joint Prepaiation: Prepare surfaces in accordance with Section 03310 - Structural Concrete. Unless otherwise indicated, bonding is required at horizontal concrete Joints in walls. Except on horizontal wall construction joints, wall -to -slab joints, or where otherwise shown or specified, at joints where waterstops are required, coat the joint face of the first pour with bond breaker as specified. D Replacement of Defective Field Joints. Replace waterstop field Joints showing evidence of misalignment, offset, porosity, cracks, bubbles, inadequate bond or other defects with products and Joints complying with Contract Documents. 04/2002 03320-7 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES E Construction Joint Sealant: 1. In water -bearing floor slabs and elsewhere where indicated, provide construction joints with tapered grooves filled with construction joint sealant Leave groove - forming material in place until time grooves are cleaned and filled with joint sealant. After removing groove foams, remove laitance and fins and sand -blast the grooves. Allow grooves to dry thoroughly, then blow out, immediately prime surfaces, place bond -breaker tape in bottom of groove and fill with construction joint sealant. Use no sealant without a primer. Completely fill sealant grooves. Thoroughly clean areas designated to receive sealant, as specified for tapered grooves, prior to sealant application 2. Mix and install primer and sealant in accordance with manufacturer's printed instructions and recommendations. Do not coat sides of sealant groove with bond breaker, curing compound or other substance which would interfere with proper sealant bond Allow at least 7 days for sealant to achieve final cure before filling structure with water. 3. Thoroughly and unifolnily mix 2-part catalyst -cured material. 4. Remove and replace improperly cured sealants after the manufacturer's recommended curing time; thoroughly sandblast the groove to remove all traces of uncured or partially -cured sealant and primer, then re -prime and re -seal with specified sealant. F Resilient Waterstop: 1. Install resilient waterstop in accordance with manufacturer's instructions and recommendations except as otherwise indicated and specified. 2. When requested by the Engineer, provide technical assistance by manufacturer's representative in the field at no additional cost to the Owner. 3. Use resilient waterstop only where complete confinement by concrete is provided do not use in expansion or contraction joints 4. Where resilient waterstop is used in combination with PVC waterstop, lap resilient waterstop over PVC waterstop a minimum of 6 inches and place in contact with the PVC waterstop. Where crossing PVC at right angles, melt PVC ribs to form a smooth joining surface. 5. At the free top of walls without connecting slabs, stop the resilient waterstop and grooves (where used) 6 inches from the top in vertical wall joints. 6. Bentonite Waterstop: a. Locate bentonite waterstop as near as possible to the center of the joint and extend continuous around the entire joint. Minimum distance from edge of waterstop to face of member 5 inches. b. Where thickness of the concrete member to be placed on the bentonite waterstop is less than 12 inches place waterstop in grooves at least 3/4 inch deep and 1-1/4 inches wide formed or ground into the concrete Minimum distance from edge of waterstop placed in groove to face of member: 2.5 inches. c. Do not place bentonite waterstop when waterstop material temperature is below 40 degrees F. Waterstop material may be waiined so that it remains above 40 degrees F during placement but means used to warm it shall in no way harm the material or its properties. Do not install 04/2002 03320-8 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES waterstop where air temperature falls outside manufacturer's recommended range. d. Place bentonite waterstop only on smooth and uniform surfaces; grind concrete smooth if necessary to produce satisfactory substrate, or bond waterstop to irregular surfaces using an epoxy grout which completely fills voids and irregularities beneath the waterstop material. Prior to installation, wire brush the concrete surface to remove laitance and other substances that may interfere with bonding of epoxy. e. In addition to the adhesive backing provided with the waterstop, secure bentonite waterstop in place with concrete nails and washers at 12-inch maximum spacing 7 Adhesive Waterstop: a. Thoroughly clean the concrete surface on which the waterstop is to be placed with a wire brush and coat with primer. b. If the surface is too rough to allow the waterstop to form a complete contact, grind to form an adequately smooth surface. c. Install the waterstop with the top protective paper left in place. Overlap joints between strips a minimum of 1 inch and cover back over with the protective paper. d. Do not remove protective paper until just before final formwork completion. Concrete shall be placed immediately. The time that the waterstop material is uncovered prior to concrete placement shall be minimized and shall not exceed 24 hours. G Control Joints• 1. Where indicated, form in slabs by sawcutting, preformed plastic inserts or other means acceptable to the Engineer. Minimum insert or sawcut: 1/4 slab depth. 2. Perform sawcutting during the curing period as soon as possible after concrete has reached its final set, has attained sufficient strength to support sawcutting operations without damage, and while it remains fully saturated. 3. Leave the removable portion of plastic inserts in place and protect sawcuts against damage and intrusion of foreign material until the end of the curing period and until concrete has dried sufficiently to allow sealant installation. 4. Sealant Installation: Blow foreign material from formed or sawcut space. Insert a foam backer rod to form a sealant depth equal to the width of the space but not less than 3/8 inch. Install sealant as specified elsewhere in the Contract Documents. END OF SECTION 04/2002 03320-9 CITY OF PEARLAND STRUCTURAL GROUT Section 03600 STRUCTURAL GROUT 1.0 GENERAL 1.01 SECTION INCLUDES A Non -shrink grout used wherever grout is shown in the Documents, unless another type is specifically referenced. Two classes of non -shrink grout (Class I and II) and areas of application are specified 1.02 UNIT PRICES A Include the cost for grout in the lump sum for each structure in which it will be used No separate payment will be made for grout. B Measurement for extra grout (Class I and II) is on cubic foot basis. Payment includes associated work performed in accordance with related sections included in the Contract Documents. C Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Conform to Section 01350 - Submittals. B Quality Control: 1. The Contractor shall submit manufacturer's literature certifying compliance with the specified properties for Class I and II grouts. 2. The Contractor shall submit manufacturer's literature containing instructions and recommendations on the mixing, handling, placement and appropriate uses for each type of grout used in the work. C The Contractor shall submit manufacturer's written warranty as specified. 1.04 QUALITY ASSURANCE 04/2002 A Field Tests: 1. Compression test specimens will be taken during construction from the first placement of each type of grout, and at intervals thereafter as selected by the Engineer to ensure continued compliance with these Specifications. The specimens will be made by the Engineer or its representative. 2. Compression tests and fabrication of specimens for non -shrink grout will be performed as specified in ASTM C109 at intervals during construction as selected by the Fngineer. A set of three specimens will be made for testing at 7 days, 28 days, and each additional time period as appropriate. 03600-1 CITY OF PEARLAND STRUCTURAL GROUT B 3. Grout already placed which fails to meet the requirements of these Specifications is subject to removal and replacement no additional cost to the Owner. 4. The cost of laboratory tests on grout will be borne by the Owner, but the Contractor shall assist the Engineer in obtaining specimens for testing. However, the Contractor shall be charged for the cost of any additional tests and investigation on work perfoimed which does not meet the Specifications. The Contractor shall supply materials necessary for fabricating the test specimens. Warranty: 1. Provide 1-year warranty for work provided under this Section. 2. Manufacturer's warranty shall not contain a disclaimer limiting responsibility to only the purchase price of products or materials furnished. 3. Manufacturer shall warrant participation with Contractor in replacing or repairing grout found to be defective due to faulty materials, as determined by industry standard test methods. 2.0 PRODUCTS 2.01 APPLICATION A The following is a listing of typical applications and the corresponding type of grout which is to be used Unless indicated otherwise, grouts shall be provided as listed below whether or not called for on the Drawings. Application: Type of Grout: Structural member base plates Storage tanks and other equipment Filling blockout spaces for embedded items such as railing posts, gate guide frames, etc. Under precast concrete elements Toppings and concrete fill less than 3 inches thick Toppings and concrete fill greater than 3 inches thick Any application not listed above, where grout is called for on the Drawings 2.02 PREPACKAGED GROUTS Non -shrink Class II Non -shrink Class I Non -Shrink Class II (Class I where placement time exceeds 15 minutes) Non -shrink Class I Concrete Topping per Section 03310 Conciete Fill per Section 03310 Non -shrink Class I, unless noted otherwise A Basic Requirements foi Cementitious Non -Shrink Grout 1. Provide prepackaged non -shrink grout that is inorganic, flowable, non -gas - liberating, non-metallic, and cement -based, requiring only the addition of water. 04/2002 03600-2 CITY OF PEARLAND STRUCTURAL GROUT 2. Deliver grout in original packaging with manufacturer's instructions printed on each container. 3. Select the specific formulation for each class of non -shrink grout specified to conform to that recommended by the manufacturer for the particular application 4. Compressive strength at 28 days: 7000 psi minimum. 5. Do not use a grout for which the non -shrink property is based on a chemically generated gas or gypsum expansion. B Class I Non -Shrink Grout: 1. Supply Class I Grout conforming to these specifications and to CRD-C621 and ASTM C1107 Grade C and B (as modified below) when tested using the amount of water needed to achieve the following properties• a. Fluid consistency (20 to 30 seconds) per CRD-C611 at initial testing. b. Fluid consistency (45 seconds) per CRD-C611 at 30 minutes after mixing. c. At temperatures of 45, 73.4, and 95 degrees F. 2. To satisfy non -shrink requirements, the length change from placement to time of final set shall not have a shrinkage greater than the amount of expansion measured after final set at 3 and 14 days. The expansion at 3 and 14 days shall not exceed the 28-day expansion. 3. Fluid grout shall pass through the flow cone, with a continuous flow, 1 hour after mixing. 4. Demonstrate in tests that grout maintains contact with the baseplate to provide an minimum effective bearing area of 95 percent of the gross contact area after final set. 5. The grout packaging shall list weight, maximum amount of mixing water to be used, maximum usable working time (pot life) at flowable consistency, and temperature restrictions for preparation and placement within which grout will meet specified requirements. C Class II Non -Shrink Grout: 1. Supply Class II Grout confirming to ASTM C1107 and the following requirements when tested using the amount of water needed to achieve the following properties: a. Flowable consistency: 140 percent flow on ASTM C230, five drops in 30 seconds. b. Fluid working time: 15 minutes, minimum. c. Flowable duration: 30 minutes, minimum. 2. When tested, the grout shall not bleed at maximum allowed water. 2.03 CURING MATERIALS 04/2002 A Curing materials: As specified in Section 03300 - Cast -In -Place Concrete and as recommended by the manufacturer of prepackaged grouts. 03600-3 CITY OF PEARLAND STRUCTURAL GROUT 2.04 CONSISTENCY A Mix grouts to the consistency necessary to completely fill the space to be grouted Dry pack consistency is such that the grout is plastic and moldable but will not flow. Where 'dry pack" is called for in the Contract Documents, it shall mean a grout of that consistency; the type of grout to be used shall be as specified herein for the particular application. 3.0 EXECUTION 3.01 PREPARATION A Verify that base concrete or masonry has attained design strength before grout is placed. B When cementitious grouts are used on concrete surfaces, saturate the concrete surface with water for 24 hours prior to placement of cement -based grout. Upon completion of saturation period remove excess water prior to grouting. 3.02 GROUTING PROCEDURES A Prepackaged Grouts: Perform mixing, surface preparation, handling, placing, consolidation, curing, and other means of execution for prepackaged grouts according to the written instructions of the manufacturer. Use prepackaged materials in the quantities and proportions as directed by the manufacturer unless there is certified test data verifying that the specified properties are attained by modified mix. 3.03 CONSOLIDATION A Place grout in such a manner, for the consistency necessary for each application, so as to assure that the space to be grouted is completely filled. END OF SECTION 04/2002 03600-4