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11-065 - RTOWN OF PROSPER, TEXAS RESOLUTION NO.11-65 A RESOLUTION OF THE TOWN COUNCIL OF THE TOWN OF PROSPER, TEXAS, HEREBY AUTHORIZING THE TOWN MANAGER OF THE TOWN OF PROSPER, TEXAS, TO EXECUTE A CONTRACT AGREEMENT FOR CONSTRUCTION SERVICES FOR THE FIRST STREET (CRAIG STREET TO COIT ROAD) AND COIT ROAD (US380 TO FIRST STREET) BETWEEN TISEO PAVING CO., AND THE TOWN OF PROSPER. NOW, THEREFORE, BE IT RESOLVED BY THE TOWN COUNCIL OF THE TOWN OF PROSPER, TEXAS: SECTION 1: The Town Manager of the Town of Prosper, Texas, is hereby authorized to execute, on behalf of the Town Council of the Town of Prosper, Texas, a contract agreement for construction services for the First Street (Craig Street to Coit Road) and Coit Road (US 380 to First Street), between Tiseo Paving Co., and the Town of Prosper, as hereto attached. SECTION 2: This Resolution shall take effect immediately upon its passage. RESOLVED THIS THE 8th day of November, 2011. Ray Smith, Mayor ATTEST TO: Amy Piukan MC Town Secretary First Street / Coit Road Improvements First Street (Craig Street to East of Coit Road) Coit Road (US Highway 380 to North of First Street) Re -Bid October 2011 TOWN COUNCIL Il'O W N 0 F SPER Town of Prosper Collin County, Texas RAY SMITH - Mayor KENNETH DUGGER - Mayor Pro -Tem / Council Member MEIGS MILLER - Deputy Mayor Pro -Tem / Council Member DAVE BENEFIELD — Council Member CURRY VOGELSANG, JR — Council Member JASON DIXON — Council Member DANNY WILSON — Council Member N TOWN ADMINISTRATION / STAFF ' MIKE LAND - Town Manager HULON T. WEBB, JR. P.E. — Director of Development Services FRANK JAROMIN, P.E. — Director of Public Works r r�.�EOF tF�e ........................ • CHAS A- PENDLEY .......... .. ...... �9 0374 '7z Ober 1, 2010 �= AN/ NVAiiliiiiiiiilir AM Texas Registration No. 579 6175 Main Street, Suite 395 Frisco, Texas 75034 Ph: (214) 619-1733 STANDARD FORM OF AGREEMENT' STATE OF TEXAS COUNTY OF COLLIN THIS AGREEMENT, made and entered into this224day of DW. A.D. 2011, by and between the TOWN OF PROSPER, TEXAS, a municipal corporation, of the County of Collin and State of Texas, acting through thereunto duly authorized so to do, Party of the First Part, hereinafter termed OWNER, and Tiseo Paving ComDanv ofthe City of Mesquite , County of Dallas , and State of Texas, Party of the Second Part, hereinafter termed CONTRACTOR. WITNESSETH: That for and in consideration of the payments and agreements hereinafter mentioned, to be made and performed by the OWNER, and under the conditions expressed in the bond bearing even date herewith, the said CONTRACTOR hereby agrees with the said OWNER to commence and complete the construction of certain improvements generally described as follows: FIRST STREET / COIT ROAD IMPROVEMENTS and all extra work in connection therewith, under the terms as stated in the General Conditions of the Agreement and at his (or their) own proper cost and expenses to furnish all the materials, supplies, machinery, equipment, tools, superintendence, labor, insurance, and other accessories and services necessary to complete the said construction, in accordance with the conditions and prices stated in the Proposal attached hereto, and in accordance with the Advertisement for Proposals, General and Special Conditions of Agreement, Plans and other drawings and printed or written explanatory matter thereof, and the Specifications and addenda therefore, as prepared by RLK Engineering, Inc., herein entitled the ENGINEER, each of which has been identified by the CONTRACTOR and the ENGINEER, together with the CONTRACTOR'S written Proposal, and the Performance and Payment Bonds hereto attached; all of which are made a part hereof and collectively evidence and constitute the entire contract (hereinafter collectively called the "Contract Documents" or the "Contract"). The CONTRACTOR hereby agrees to commence work within ten (10) days after the date written notice to do so shall have been given to him, and to substantially complete the same within the calendar days provided in the proposal section after the written notice to commence work, subject to such extensions of time as are provided by the General and Special Conditions. The OWNER agrees to pay the CONTRACTOR in current funds the price or prices shown in the Proposal, which forms a part of this contract, such payments to be subject to the General and Special Conditions of the contract. IN WITNESS WHEREOF, the parties to these presents have executed this Agreement in the year and day first above written. TOWN OF PROSPER, TEXAS Party of the First Part (OWNER) ,s / By: ATTEST: TISEO PAVING COMPANY Party of the Second Part (CONTRACTOR) By: �,��._—_ Arthur Tiseo. President ATTEST: ( 1 0 ' Adapted from the Texas Section, ASCE Standard Form of Agreement, October 1971 revision. SFA -1 PERFORMANCE BOND Bond No. 35BCSGB4267 STATE OF TEXAS § COUNTY OF COLLIN § KNOW ALL MEN BY THESE PRESENTS: That Tiseo Pavine Comnanv of the City of Mesquite , County of Dallas , and State of Texas , as Principal, and Hartford Fire Insurance Companv authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto the TOWN OF PROSPER, TEXAS, (Owner), in the penal sum of Seven Million Five Hundred Fortv Nine Thousand, Nine Hundred And Seventy-EiL)ht Dollars and No Cents ($ 7,549,978.00) for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly and severally, by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner, dated the day of , 2011, for the FIRST STREET / COIT ROAD IMPROVEMENTS, which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perform said Contract and shall in all respects duly and faithfully observe and perform all and singular the covenants, conditions and agreements in and by said contract agreed and covenanted by the Principal to be observed and performed, and according to the true intent and meaning of said Contract and the Plans and Specifications hereto annexed, then this obligation shall be void; otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Chapter to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in anyway affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. PA -1 IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this 9th day of December . 2011. Tiseo Paving Company Principal Name: —PvR-r"\,3i2TSEL---% Title: ES\) t-1 Hartford Fire Insurance Companv Surety By:� Name: Kathleen M. Irelan Title: Attorney -in -Fact Address: Address: 419 E. Highway 80 Hartford Plaza Tower 4 Mesquite, TX 75150 Hartford. CT 06115 The name and address of the Resident Agent of Surety is: Name: William D. Birdsong Address: 10000 N. Central Expressway, Ste. 1100 Dallas, TX 75231 Executed 6 originals. PA -2 PAYMENT BOND Bond No. 35BCSGB4267 STATE OF TEXAS COUNTY OF COLLIN KNOW ALL MEN BY THESE PRESENTS: That Tiseo Pavine Comnanv of the City of Mesquite, County of Dallas, and State of Texas , as Principal, and Hartford Fire Insurance Company Hartford Fire Insurance Company authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto the TOWN OF PROSPER, TEXAS, (Owner), in the penal sum of Seven Million Five Hundred Fortv Nine Thousand, Nine Hundred And Seventy -Eight Dollars and No Cents ($ 7,549,978.00) for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly and severally, by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner, dated the day of , 2011, for the FIRST STREET / COIT ROAD IMPROVEMENTS, which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall pay all claimants supplying labor and material to him or a subcontractor in the prosecution of the work provided for in said contract, then, this obligation shall be void; otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Chapter to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications or drawings accompanying the same, shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. la IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this 9th day of December , 2011. Tiseo Pavinq Company Principal Ey;� Name: ��}uR�► S£U I'itle: N 1 Hartford Fire Insurance Company Surety By: Name: Kathleen M. Irelan Title: Attorney -in -Fact Address: Address: 419 E. Highway 80 Hartford Plaza Tower 4 Mesquite, TX 75150 Hartford, CT 06115 The name and address of the Resident Agent of Surety is: Name: William D. Birdsong Address: 10000 N. Central Expressway, Ste. 1100 Dallas, TX 75231 Executed 6 originals. WMA MAINTENANCE BOND Bond No. 35BCSGB4267 STATE OF Texas § COUNTY OF Collin § KNOW ALL MEN BY THESE PRESENTS: That Tiseo Paving Company of the City of Mesquite ,County of Dallas and State of Texas , as Principal, and Hartford Fire Insurance Companv as Surety, are held and firmly bound unto Town of Prosper, as Obligee, in the full and just sum of Seven Hundred Fifty Four Thousand, Nine Hundred And Ninety -Seven Dollars and Eighty Cents ( S 754.997.80 ), lawful money of the United States for the payment whereof, well and truly to be made, the Principal and Surety bind themselves, their heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents: W11 EREAS, the Principal has entered into a written contract dated , 2011 with the Town of Prosper for First Street / Coit Road Improvements and WHEREAS, Obligee provides that the Principal will furnish a bond conditioned to guarantee for the period of 22 years after approval of the final acceptance on said job, by the City, against all defects in workmanship and materials which may become apparent during said period. NOW, THEREFORE, the condition of this obligation is such that, ifthe Principal shall indemnify the Obligee for all loss thatthe Obligee may sustain by reason of any defective materials or workmanship which become apparent during the aforesaid period, then this obligation shall be void, otherwise to remain in full force and effect. Signed, Sealed and Dated This 9th Day of December 2011. Witness Executed 6 originals Tiseo Paving Company Principal BY NkT-'AU2. Hartford Fire Insurance Company Sure Kathleen M. Irelan, Attorney -in -Fact MB -1 Direct Inquiries/Claims to: POWER OF ATTORNEY E HARTFORD h2103,690 P.O.BOX ASYLUMAVENUE HARTFORD, CONNECTICUT 06115 KNOW ALL PERSONS BY THFSF PRFSFNTS THAT: calla 888-266-3488 or fax: 860-757-5835 Agency Code: 35-351225 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 "Cornpanies") do hereby make, constitute and appoint, up to the amount of unlimited: Robert Trobec, Kathleen M. Irelan, lan J. Donald, Jeffrey A. Chandler, Alan P. Chandler & Chad Teague of Troy, MI 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(tes) only as delineated above by ®, and to execute, seal arid acknowledge any arid 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 arid 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 January 22, 2004 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. log j mar :,. .nrv•�� r.ara,1► 1979 r- ivi 1979 r. 33 79 orp M Ross Fisher, Assistant Vice President Scott Sadowsky, Assistant Secretary STATE OF CONNECTICUT ` Hanford COUNTY OF HARTFORD On this 3rd day of March, 2008, before me personally came M. Ross Fisher, to me known, who being by me duly sworn, did depose and say that he resides in the County of Hartford, State of Connecticut; that he is the Assistant Vice President of the Companies, the corporations described in and which executed the above instrurent; 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. GO�t E. Pip$ '� Scott E. Paseka �d Notary Public CERTIFICATE My Commission Expires October 31. 2012 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 December 9, 2011 Signed and sealed at the City of Hartford. �tytt uk,� ;i'-"'-t'� t, y"i ol,c , .. .'srF �L _ � rJt• si�"'„"' '� � '.,c,e.r,.rr := a ►ve r� �q, .�°e�'p ,'`: r',m.r�,.�'; 1F ,.w,saa+ �\'......... + r.arrt► �t 1079r _ t=\1779•'' 6ct.� Gary W. Stumper, Assistant Vice President IMPORTANT NOTICE To obtain information or make a complaint: You may contact your agent. You may call Hartford Insurance Group at the toll free telephone number for information or to make a complaint at:. 1-800-392-7805 You may also write to The Hartford: The Hartford Hartford Financial Products 2 Park Avenue, 5th Floor New York, New York 10016 1-212-277-0400 You may contact the Texas Department of Insurance to obtain information on companies, coverages, rights or complaints at: 1-800-252-3439 You may write the Texas Department of Insurance P.O. Box 149104 Austin, TX 78714-9104 Fax Number (512) 475-1771 Web: http://www.tdi.state.tx.us E-mail: ConsumerProtection@tdi.state.tx.us PREMIUM OR CLAIMS DISPUTES: Should you have a dispute concerning your premium or about a claim you should contact the agent first. If the dispute is not resolved, you may contact the Texas Department of Insurance. ATTACH THIS NOTICE TO YOUR POLICY: This notice is for your information only and does not become a part or condition of the attached document. F-4275-1, .fTX4275-1 HR 42 H006 00 0807 AVISO IMPORTANTE Para obtener informacion o para someter una queja. Puede comunicarse con su agente. Usted puede Ilamar al humero de telefono gratis de The Hartford Insurance Group para indormacion o para someter una queja al 1-800-392-7805 Usted tambien puede escribir a The Hartford. The Hartford Hartford Financial Products 2 Park Avenue, 5th Floor New York, New York 10016 1-212-277-0400 Puede comunicarse con el Departamento de Seguros de Texas para obtener informacion acerca de companias, coberturas, derechos o quejas al: 1-800-252-3439 Puede escribir al Departamento de Seguros de Texas P.O. Box 149104 Austin, TX 78714-9104 Fax Number (512) 475-1771 Web: http://www.tdi.state,tx.us E-mail: ConsumerProtection@tdi.state.tx.us DISPUTAS SOBRE PRIMAS O RECLAMOS: Si tiene una disputa concerniente a su prima o a un reclamo, debe comunicarse con su agente primero. Si no se resuelve la disputa, puede entonces comunicarse con el departamento (TDI). 6 UNA ESTE AVISO A SU POLIZA: Este aviso es solo para proposito de informacion y no se convierte en parte o condicion del documento adjunto. -ON M ACO2IJCERTIFICATE OF LIABILITY INSURANCE I DATE YY) 12/13/20113/2011 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER 1-248-828-3377 (CONTACT Jackie Wilson NAME: Valenti Trobec Chandler Inc. (PHONE(FAX (A/C. No. Ex11: 248-828-3377 (A/C No): 248-828-3741 1175 West Lon Lake Road Long E-MAIL ADDRESS: jwilson@vtcins.com Suite 200 (PRODUCER Troy, MI 48098 CUSTOMER ID#: Jackie Wilson I INSURER(s) AFFORDING COVERAGE NAIC# INSURED (INSURER A: AMERISURE INS CO 19488 Tiseo Paving Company, Inc. IINSURER B: AMERICAN GUAR & LIAB INS 26247 P.O. Box 270040 IINSURER C: ZURICH AMER INS CO 16535 (INSURER D: Dallas, TX 75227 INSURER E : INSURER F: COVERAGES CERTIFICATE NUMBER: 24425444 REVISION NUMBER: THIS IS TO CERTIFY THAT 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. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR'1 LTR I TYPE OF INSURANCE ADDL SUBR INSR WVD POLICY NUMBER POLICY EFF POLICY EXP (MM/DD/YYYY) (MM/DD/YYYY) I LIMITS A I` GENERAL LIABILITY CPP2079633 11/01/1 11/01/121 EACH OCCURRENCE $ 1,000,000 1 X ] COMMERCIAL GENERAL LIABILITY j DAMAGE TO RENTED 300, 000 $ �r_� CLAIMS -MADE � OCCUR I PREMISES (Ea occurrence) j MED EXP (Any one person) $ 5,000 rX Blanket Add' 1 Insureds PERSONAL & ADV INJURY $ 1,000,000 X Waiver of Subrogation GENERAL AGGREGATE 1$ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER* PRODUCTS -COMP/OP AGG $ 2,000,000 PFO —1 $ I POLICYX� LOC A I AUTOMOBILE LIABILITY CA2079632 11/01/17 11/01/121 COMBINED SINGLE LIMIT $ 1,000,000 X (Ea accident) ANY AUTO BODILY INJURY (Per person) $ ALL OWNED AUTOS BODILY INJURY (Per accident) $ SCHEDULED AUTOS PROPERTY DAMAGE $ X HIRED AUTOS (Per accident) NON -OWNED AUTOS $ 'Blanket AI End't - j $ B X UMBRELLA LIAB X ( OCCUR AUC926299703 11/01/1 11/01/12 EACH OCCURRENCE $ 10, 000, 000 EXCESS LIAB CLAIMS -MADE'' j AGGREGATE $ 10,000,000 DEDUCTIBLE $ _ _ X RETENTION $ 0 $ A WORKERS COMPENSATION WC2079634 11/O1/1] 11/01/12 X WC STATu- OTH- TORY LIMITS ER AND EMPLOYERS' LIABILITY YIN N ANY PROPRIETOR/PARTNE CUTIVE E L. EACH ACCIDENT $ 1, 000,000 ISI tz, IN I N / A OFFICER/MEMBER EXCLUDED? 1,000,000 (Mandatory in NH) j E.L. DISEASE- EA EMPLOYEE $ If yes, describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ 1,000,000 C Leased/Rented Equipment MCP655579900 11/01/17 11/01/12ILeased/Rented 250,000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space is required) Project: First Street/Coit Road Improvements The Town of Prosper, its agents and employees are named additionally insured as required by written contract. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Town of Prosper THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Hulon T. Webb, P.E. 407 E. First Street AUTHORIZED REPRESENTATIVE n Prosper, TX 75078 n ` /. " nn USA N//i/'sr,.•`�_j'" (�Gt.¢nr��l, mtaylor © 1988-2009 ACORD CORPORATION. All rights reserved. ACORD 25 (2009/09) The ACORD name and logo are registered marks of ACORD 24425444 Amerisure Companies i Commercial General Liability 105101/07 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. EARLIER NOTICE OF CANCELLATION PROVIDED BY US Policy No. CPP2079633, CA2079632, Number of Days Notice m For any statutorily permitted reason other than nonpayment of premium, the number of days required for notice of cancellation is ncreasec to the number of days shown in the Schedule above. If this policy is cancelled by us we will send the Named Insured and any party listed in the following schedule notice of cancellation based on the number of days notice shown above. SCHEDULE Name of Person or Organization Blanket Notice Mailing Address IL 70 45 05 07 ©Amerisure Companies TOWN OF PROSPER FIRST STREET / COIT ROAD IMPROVEMENTS Project Manual TABLE OF CONTENTS TITLE SECTION Biddinq Requirements: Advertisement A Instruction to Bidders B Proposal Form P Contract Documents: Standard Form of Agreement SFA Performance Bond PA Payment Bond PB Maintenance Bond MB Worker's Compensation Certificate WC Conditions of Contract: General Conditions of Agreement G Supplemental Conditions I Special Specifications H Schedule of Prevailing Wage Rates WIZ Equal Employment Opportunity EE Technical Specifications: Preparation of Right -of -Way PR Excavation E Embankment EB Removing Concrete RC Rolling RL Lime Treatment LT Trench Excavation Protection TP Storm Sewer System SS Excavation & Backfill of Trenches & Structures ET Structural Concrete C Street Road and Drainage Improvements SR Concrete Curb, Gutter, & Combined Curb & Gutter CG Sidewalks SW Joint Sealants JS Water System Construction W Topsoil TS Hydromulch HM Sodding SD Raised Pavement Markers PM Landscape Irrigation System LIS Sanitary Sewer Construction S General Reference Items: Record Drawing information for Prosper Town Center Commercial Sign SGN INDEX First Street / Coit Road Improvements INVITATION FOR BIDS The Town of Proper is soliciting proposals for the construction of the following project: Town of Prosper First Street / Coit Road Improvements Re -Bid October 2011 Proposals must be hand delivered to Town of Prosper Development Services at 407 E. First Street, Prosper Texas 75078 no later than 2:OOpm DST, Thursday, October 27, 2011 to be accepted. The proposals will be publicly opened and read aloud at this time and place. Bids received after this time will be returned unopened. Address proposals to Hulon T. Webb. Jr.. P.E.. Town Engineer. Town of Prosper. There will be a pre bid meeting at 2:OOpm DST, Thursday, October 20, 2011 at the Prosper Municipal Chambers 108 W. Broadway, Prosper Texas, 75078. Contract Documents may be examined or purchased at the offices of RLK Engineering, Inc., Consulting Engineers at the following address: RLK Engineering, Inc. 6175 Main Street, Suite 395 Frisco, Texas 75034 Phone: (214) 619-1733 Fax: (214) 619-1833 The cost for Contract Document are: Full Size Documents: $340 per set The cost of Contract Documents is not refunded. Submit check, cashier check or money order for payment. Cash will not be accepted. Contract Documents are on file and may be examined without charge in the offices of the Town Engineer, Town of Prosper, Texas. Direct questions regarding distribution of Contract Documents and the general design of the pro 1.ect to Mr. Chad Pendley, P.E. All questions must be submitted in writing forty-eight (48) hours before the bid opening. Written questions may be submitted to: Chad Pendley, P.E. 6136 Frisco Square Blvd, Suite 325 Frisco, Texas 75034 Fax: (214) 619-1833 E-mail: chad@rlkengineering.com This project includes construction of approximately 3 miles of 4 -lane divided concrete roadway with closed system drainage. The general project limits are along First Street from Craig Street to just east of Coit Road, and along Coit Road from US Highway 380 to just north of First Street within the Town of Prosper. Bidders must submit a cashier's check, certified check, or acceptable bidder's bond with their proposal as a guarantee that the Bidder will enter into a contract for the project with the Owner within fifteen (15) days of Notice of Award of the contract. The security must be payable to Town of Prosper in the amount of five (5%) percent of the bid submitted. Contractor must execute the contract, bonds, and certificates of insurance on the forms provided in the Contract Documents. Contractors for this Project must pay no less than the prevailing wage rates for the area established by the Owner and included in the contract documents. ' Performance Bonds, Payment Bonds, and Maintenance Bonds are required. The Town of Prosper reserves the right to adopt the most advantageous interpretation of the bids submitted in the case of ambiguity or lack of clearness in stating proposal prices, to reject any or all bids, and/or waive formalities. Bids may not be withdrawn within sixty (60) days from date on which bids are opened. ' Town of Prosper Invitation for Bids First Street / Coit Road Improvements A-1 SECTION B INSTRUCTION TO BIDDERS SECTION B INSTRUCTION TO BIDDERS Sealed proposals, addressed to the Town of Prosper Development Services, 407 E. First Street, Prosper, Texas, 75078, will be received at the office of Hulon T. Webb, Jr., P.E., Town Engineer of the Town of Prosper until 2:00 p.m. DST on THURSDAY, OCTOBER 27, 2011, for the following project: FIRST STREET / COIT ROAD IMPROVEMENTS There will be a pre bid meeting at 2:00 p.m. DST, THURSDAY, OCTOBER 20, 2011 at the Prosper Municipal Chambers 108 W. Broadway, Prosper Texas, 75078. All bids must be made on the blank form of proposal. Each bid must be accompanied by a certified check or bidder's bond payable to the Owner for five percent (5%) of the total amount of the bid. As soon as the bid prices have been compared, the Owner will return the check or bond of all except the three lowest responsible bidders. When the contract is awarded, the checks or bonds of the two remaining unsuccessful bidders will be returned. The check or bond of the successful bidder will be retained until the contract and surety bond have been executed and approved, after which it will be returned. A performance and payment bond in the amount of 100 percent (100%) of the contract price with a corporate surety approved by the Owner and Engineer, will be required for the faithful performance of the contract, and the bidder shall state in the proposal the name and address of the surety or sureties who will sign this bond in case the contract is awarded to him. The party to whom the contract is awarded will be required forthwith to execute the contract and a performance and ' payment bond within fifteen (15) calendar days from the date when the written notice of the award of the contract is mailed to the bidder at the address given by him. In case of failure to do so, the Owner may, at his option, consider that the bidder has abandoned the contract, in which case the certified check or bidder's bond accompanying the proposal shall become the property of the Owner. ' The Owner reserves the right to reject any and all bids, but if awarded, the Contract will be awarded to the lowest responsive, responsible bidder. Contractor's proposals shall hold firm for sixty (60) days to allow the Owner to ' complete its financing arrangements. Mutually agreed upon extensions of time may be made if necessary. Before the award of the contract, any bidder may be required to furnish evidence satisfactory to the Owner and to ' the Engineer of the necessary facilities, ability, and pecuniary resources to fulfill the conditions of the said contract. Prior to signing the contract, the Contractor will be asked to submit on a form acceptable to the Owner and Engineer, an overall construction schedule for the project. This construction schedule shall start with the proposed ' date of receipt of notice to proceed, and the completion date shall be the date specified in the contract. Bidders must satisfy themselves by personal examination of the location of the proposed work, by examination of ' the Plans and Specifications and requirements of the work and the accuracy of the estimate of the quantities of the work to be done and shall not at any time after the submission of a bid dispute or complain of such estimate nor assert that there was any misunderstanding in regard to the nature or amount of work to be done. ' The Construction Contract and the Detailed Specifications contain the provisions required for the construction of the project. No information obtained from any officer, agent, or employee of the Owner or any such matters shall in any way effect the risk or obligation assumed by the Contractor or relieve him from fulfilling any of the conditions of the ' contract. I B -1 Proposals which are incomplete, unbalanced, conditional or obscure, or which contain additions not called for, erasures, alterations or irregularities of any kind or which do not comply with the Notice and Instructions to Bidders may be rejected at the option of the Owner. A bidder may withdraw any proposal he has submitted at any time prior to the hour set for the closing of the bids provided the request for withdrawal is signed in a manner identical with the proposal being withdrawn. No withdrawal or modification will be permitted after the hour designated for closing the bids. The Contractor shall acknowledge the receipt of any addenda on the proposal form and the addenda shall become a part of the Contract Documents. Computation of quantities that will be the basis for payment estimates, both monthly and final, will be approved by the Engineer. The Word "Owner" means the Town of Prosper, Texas. The Owner will be responsible for payment in accordance with the terms of the Contract. The Word "Contractor" means the person, firm or corporation to whom the award is made. Subcontracts as such will not be recognized. The Word "Engineer" refers to RLK Enaineerinq, Inc, 6175 Main Street, Suite 395, Frisco, Texas 75034, designated by the Owner as its engineering representative during the course of construction to make appropriate inspections and computations of payments. ADDENDUM #1 October 21, 2011 1:00 P.M. TOWN OF PROSPER FIRST STREET/COIT ROAD IMPROVEMENTS (RE -BID) Grading, Paving, and Drainage Improvements The following additions and/or revisions are hereby made a part of the Contract Documents for the above mentioned project: Project Bid Date & Time is changed from 2:OOpm on October 27, 2011 to 2:OOPM on November 2, 2011. Proposals must be hand delivered to Town of Prosper Development Services at 407 E. First Street, Prosper, Texas 75078 no later than 2:00 PM, November 2, 2011 to be accepted. The proposals will be publicly opened and read aloud at this time and place. Bids received after this time will be returned unopened. Address proposals to Hulon T. Webb, Jr., P.E., Town Engineer, Town of Prosper. 2. Embedment for the Force Main Relocation shall be a minimum of F-2. Specification for the F-2 Embedment is provided in Section 5.4.14.4 on page 5-11 of the Sanitary Sewer Specification. Sanitary Sewer Manholes shall be per the Standard Drawings for Public Works Construction (Division 5000) as published by the North Central Texas Council of Governments. Note that responsibility for the Force Main Relocation design lies with the engineer whose seal appears on the respective plan drawings. Bid Proposal Items listed for the Force Main Relocation were provided by the design engineer, Spiars Engineering, for incorporation into the First Street / Coit Road Improvements project. For the purpose of bidding coordination all questions shall be directed to RLK Engineering, Inc. 3. Note that record drawing information for the Prosper Town Center Commercial Sign (Reference Item T5) was provided by the Town of Prosper. This information is provided to assist the contractor in bidding only and is not meant for design or construction without the written consent of the Owner and Engineer whose seal appears on the document. 4. Inclusion of Questions and Answers clarification purposes. ' Contractors who may have already submitted a bid and feel this addendum may change their bid price, may pick up their bid and return it by the closing date. If picking up the bid is not feasible, any new bid submitted will supercede the bid previously submitted. ' The Contractor shall acknowledge receipt of this Addendum on the face of the sealed envelope in which he submits his bid and by initialing in the appropriate space on the Proposal. RLK ENGINEERING, Inc. Texas Registration Number 579 Cons ting Engineers '•4�, / *'•+ '*1 ' Chad endley, P.E. * •• ................. ........ ..:.... CNA A. F.EIq DL ... First Street / Coit Road Improvements •e�•; • � 0 � % 4•Addendum #I �� !^0,;Af Sheet I of 3 QUESTIONS / ANSWERS First Street / Coit Road Improvements (Attachment to Re -Bid Addendum # 1) 1. There is a bid item for landscape maintenance ramps; however, plans show them as a no pay item. — The Proposal Section takes priority over the plan call out on pay items. 2. When will existing franchise utilities be relocated? — Most utilities are relocated; however, one utility is currently working in the project limits. 3. Can a pay item be added for the removal and replacement of the cattle guard. — This will remain subsidiary to the project. 4. Can you add an item for detours with a quantity? — This will remain subsidiary to the Work Zone Traffic Control (Item T24). The drawings contain a suggested sequencing and work zone plan with approximate quantities called out; however, the contractor can best determine the most efficient sequencing and detour plans. Two-way traffic shall be maintained at all times with the exception of flagger operations for one lane traffic during working hours. Any modifications to the suggested plan shall be approved by the Owner and Engineer. All work shall conform to the Texas Manual of Uniform Traffic Control Devices. 5. Will there be an item added for removal of existing drainage pipe? — This will remain subsidiary to the project. 6. Is there a place for the excess excavation material? — The contractor is responsible for the proper haul off and disposal of excess materials. The Fire Department is seeking some material to be placed behind the station on First Street. It was also indicated that several land owners within the area that might be accepting material. 7. Does the Town want the asphalt millings? — The Town will accept a limited amount of asphalt millings as long as they are clean and free of dirt and debris. 8. Is there a geotechnical report available for this project? What formation is this project located in? — No geotechnical report or boring information is available. In general, the project is located within the Austin Groun formation and shall be bid as such. In the event that actual field conditions fall within the Eagle Ford formation, the Contractor shall coordinate with the Engineer and additional pay items may be required via change order to meet minimum design criteria. 9. The Class "B" Embedment Detail for Storm Sewer Pipe and the Prosper General Notes have some discrepancy, which is to be used? - The detail for the Class "B" Embedment shows compacted crushed stone from 1/8 th of the pipe diameter (or 3" to 6" minimum) below the pipe to half way up the pipe. The Town of Prosper General Note requires a minimum of 6" below the pipe which shall take precedence for this item. 10. Our asphalt supplier wants to know if RAP may be used in the HMAC mix designs. — RAP will not be allowed for this project. 11. Drawing S3 shows a dry stack retaining wall, is this to be part of the remove and relocate retaining wall. - The drawings provide in addendum #1 are for reference purposes only to assist in bidding the item. Basically, the sign has to be relocated to equal or better condition which may require new construction. The item is lump sum and shall include everything necessary to do the work. 12. Will the Type III Barricades (Perm Post Mount) require the diamond reflectors per TxDOT requirements? - No. 13. It looks like we are connecting to 2 live sewer systems and running them down to a dead end manhole, is there going to be some sort of coordination or planning here? — Plans are in the works for an interceptor line (by others) that will require some additional field coordination and potential design changes. In the meantime please bid the project as shown. 14. Is there a detail available for the Air Release Valve on the Force Main Relocation? — No specific detail was provided for the inclusion into the project for bidding; however, the Town of Prosper indicated that the Vent -o -Mat RGX Series or APCO Model 450 valves are acceptable. t Oversized water meter cans may be used for access cover. 15. Is the 10" SDR -21 PVC for the Force Main required to be Green in color? — No. White is acceptable. ' 16. Are the ductile fittings at the 10" Force Main tie-in required to be Epoxy Lined for sewer? — Yes. 17. Can you supply any details for the Manholes or Air Release Valves? There were not any t shown in the plans. — See Question 14 above regarding the Air Release Valve. Manholes shall follow Standard Drawings for Public Works Construction (Division 5000) as published by the North Central Texas Council of Governments. ' 18. Contractor is responsible for selecting the testing lab and costs of all materials and testing; however the selection of the testing lab is subject to approval by the Town of Prosper. 19. An electronic version of the bid schedule form will be made available to bidders in a protected Microsoft Excel file forty-eight (48) hours prior to bid opening, if requested. The bidder shall be required to print the form and submit the entire Proposal section. The Proposal must be signed and accompanied by the Bid Bond, and acknowledgement of all Addenda. In the event ' of a mathematical error in the protected cells of the file, the "Cost per Unit" submitted in printed form shall remain. ADDENDUM #2 October 31, 2011 1:30 p.m. TOWN OF PROSPER FIRST STREET/COIT ROAD IMPROVEMENTS (RE -BID) Grading, Paving, and Drainage Improvements The following additions and/or revisions are hereby made a part of the Contract Documents for the above mentioned project: 1. Inclusion of additional Questions and Answers clarification purposes. 2. Inclusion of bid schedule in electronic format for alternate use in the proposal section. The bidder shall be required to print the form and submit the entire Proposal section. The Proposal must be signed and accompanied by the Bid Bond, and acknowledgement of all Addenda. In the event of a mathematical error in the protected cells of the file, the "Cost per Unit" submitted in printed form shall remain. Contractors who may have already submitted a bid and feel this addendum may change their bid price, may pick up their bid and return it by the closing date. If picking up the bid is not feasible, any new bid submitted will supercede the bid previously submitted. ' The Contractor shall acknowledge receipt of this Addendum on the face of the sealed envelope in which he submits his bid and by initialing in the appropriate space on the Proposal. RLK ENGINEERING, Inc. Texas Registration Number 579 Consulting Engineers ®®eeo\\ ' Z CHAD A .PENDLEY ,...... ....., Chad endley, P.E. / 9�:74 go (�l lICE 0 • 0� AL�"�=� First Street / Coit Road Improvements Addendum #2 Sheet 1 of 2 QUESTIONS / ANSWERS First Street / Coit Road Improvements (Attachment to Re -Bid Addendum #2) 1. Section G -General Conditions of Agreement, G.1.5 -Work, also in section I -General information, I.2, identifies that the contractor is responsible for "procurement of any and all permits". Is the intent to have the contractor include the fees of the permit (for the Town) in the bid proposal or will the fees be waived? — Fees are waived by the Town of Prosper. Contractor shall procure all necessary permits with the exception of TxDOT permits. 2. Will all construction water be made available to the contractor at "no charge" from the Town? — Yes. 3. Can mechanical bell restraints be used in lieu of thrust blocks for the water main installation (per awwa standards)? — Both are required. 4. Just to clarify, are the side streets and driveways all included, and to be constructed as such, with the 8" Reinforced Concrete Pavement item? — Yes. 5. Will the bid spreadsheet to be issued require the contractor to provide the unit prices in words and in figures, and if so, can you have the cells for those words and the words "dollars" and "cents" left unprotected so we can program for automated generation of those words? 6. Question #11 in Addendum #1 references drawings issued with Addendum #1. I don't believe our copy of that addendum included any drawings, just 3 letter -sized sheets. Please confirm. — The reference was to the original bid Addendum #1. The attachments were included at the back of the project manual for the re -bid. 7. The General Paving Note son Sheet 9 call for reinforcing steel for streets to be #3 @ 24" ocew, while the typical sections show #3 @ 18" Ocew, Please clarify. - #3 @ 18" O.C.E.W. shall be used. 8. Will the Contractor be required to generate a separate Maintenance Bond for the City of Irving? — No. 9. Is it your intent on the far east end where we tie into the existing sewer line, to cut through the existing wall and hike & bike trail. Is removal and replacement of the wall and hike & bike incidental. — Contractor shall determine the best method for construction and all work shall be incidental to the items provided. 10. Do you have any as-builts on the existing Lift Station that we have to demo? How deep is the Wet Well? Can we fill it with dirt or concrete or does it have to completely rip out? — Information obtained via the Town shows the Wet Well is 600.66 cubic feet. — The Towns' expectation is that the tops will be broken down and the wells filled (select backfill/std density). 11. I noticed that there is 1,959 LF of 21" RCP not shown in the profiles, but was shown in the plan view. All the rest of the pipe quantities are correct. Are we missing something? — No. Not all storm laterals were profiled. 12. I noticed in the plans that the existing asphalt is to be paid under the unclassified excavation. Is the asphalt quantity already figured in the excavation quantity? — Yes. The actual depth of the existing asphalt and base materials is unknown. 13. Is the drop slab under the street pavers included in the 8" concrete totals? — Yes. THE AMERICAN INSTITUTE OF ARCHITECTS r ' AIA Document A310 Bid Bond KNOW ALL MEN BY THESE PRESENTS, that we ' Tiseo Paving Company (Here insert full name and address or legal title of Contractor) P. O. Box 270040, Dallas, Texas 75227-0040 as Principal, Hartford Fire Insurance Companycipal, hereinafter called the Principal, and (Here insert run name and address or legal title of Surety) ' One Hartford Plaza, T-4, Hartford, Connecticut 06155 a corporation duly organized under the laws of the State of Connecticut as Surety, hereinafter called the Surety, are held and firmly bound unto ' (Here insert full name and address or legal title of Owner) The Town of Prosper, Texas as Obligee, hereinafter called the Obligee, In the sum of t Five Percent (5%) of Amount of Bid Dollars (' 5% ), 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 Princioal has submitted a bid for First Street/Coit Road Improvements ' 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 bidding or Contract Documents with good and sufficient surety for the faithful performance of such Contract and for the prompt payment of labor and material furnished to 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 to 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 2nd day of November, 2 01 1 . Tiseo Paving Company ' --k— (Principal) (Seal) (i ytness) -- — Arthur Tiseo (Tide) President Hartford Fire Insurance Company V P !Seal) (witness) Kathleen M. Irelan (Title) Attorney-tn-fact AIA DOCUMENT A310 • BID BOND • AIA B • FEBRUARY 1970 ED • THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 N.Y. AVE., N.W., WASHINGTON, D. C. 20006 ' e Printed on Retrc'led Pell)er 91193 Direct Inquiries/Claims to: POWER OF ATTORNEY E HARTFORD BOND, T-4 F2103, P.,BOX 0ASYLUM AVENUE HARTFORD, CONNECTICUT 06115 calla 888-266-3488 or fax: 860-757-5835 KNOW ALL PERSONS BY THESE PRESFNTS THAT: Agency Code: 35-351225 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 "Cornpanies") do hereby make, constitute and appoint, up to the amount of unlimited: Robert Trobec, Kathleen M. Irelan, Ian J. Donald, Jeffrey A. Chandler, Alan P. Chandler & Chad Teague of Troy, MI 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 January 22, 2004 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 ��yrrra� ,y�em^acr ti l: Ft�tti�.'rr .yµl cv�, ""4.y`v. ' ro M1 1,. �' �...�•:'_ a' ,r rv��.. r.ar►f► ,� 1979 v:. •�� 197j:% I9t9 ,.' M. Ross Fisher, Assistant Vice President Scott Sadowsky, Assistant Secretary STATE OF CONNECTICUT ;S• Hartford COUNTY OF HARTFORD On this 3rd day of March, 2008, before me personally came M. Ross Fisher, to me known, who being by me duly sworn, did depose and say: that he resides in the County of Hartford, State of Connecticut; 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. 0Scott E. Paseka Notary Public CERTIFICATE My Commission Expires October 31, 2012 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 November 2 r 2 01 1 . Signed and sealed at the City of Hartford. .t �,y7r ra� �eirr^an ti Ka os�. _ -.'�\r o i�+ra 'rs o � � ��a+•nruri r ►np >' � ; „! v afire _ _ r�o+o.,,�.`'r � paw ,�� / �`rr�,r,niv` r. atwr•► F t t; 19 i 9 r t _ \ 19 7 9 V Gary W. Stumper, Assistant Vice President r FIRST STREET COIT ROAD IMPROVEMENTS First Street - Craig Street to east of Coit Road Coit Road - US Highway 380 to north of First Street 'TOWN 01,p-SPER PROPOSAL DATE: ;I I-)- I I � SUBMITTED BY: (Name of Bidder) E'" -viv ?)C) (SAet) (City, Stale, ZIP) Gentlemen: Undersigned, having carefully examined the Plans, Project Manual, and Site of the proposed work, and being familiar with all of the conditions surrounding the work, including availability of materials and labor, hereby proposes to furnish to all necessary superintendence, labor, equipment, and materials required to complete all the work in accordance with the Plans and Project Manual for the construction of all items listed at the prices shown for each item on the following bid schedule. Proposal must be submitted with a Bid Security in the amount of five percent (5%) of the maximum amount bid, payable without recourse to the Town of Prosper, Texas. Proposal may not be withdrawn once the bid -opening process has begun. The bid schedule attached lists the various divisions of construction contemplated in the Plans and Project Manual. Bid prices shall be written in ink, distinctly and legibly, manually typed, or electronically typed and printed on the bid schedule provided. The Town of Prosper reserves the right to adopt the most advantageous interpretation of the bids submitted in the case of ambiguity or lack of clearness in stating proposal prices, to reject any or all bids, and/or waive formalities. All the various phases of work enumerated in the detailed specifications with their individual jobs and overhead, whether specifically mentioned, included by implication or appurtenant thereto, are to be performed by the Contractor tinder one of the items listed in the bid schedule, irrespective of whether it is named in said list. Receipt is hereby acknowledged of the following addenda to the Contract Documents: Addendum No. I dated 101 c� \ Received Addendum No. 2 dated iD1*AJ Received Addetiduni No. 3 dated Received Ridder agrees to perform all of the work listed in the proposal and, as described in the specifications and shown on the plans, for the following prices for each item: M FIRST STREET / COIT ROAD IMPROVEMENTS = ' First Street - Craig Street to East of Coit Road '� Coit Road - US Highway 380 to North of First Street TOWN 01; Project Re -Bid - November 2, 2011 p S P E R. Earthwork & Pavinq I ProtectCost I per I ' Item # I Item Description Quantity Unit Unit Total Item Cost P1 Preparation of Right of Way 158 STA $ 3,200.00 $ 505,600.00 P2 Unclassified Roadway Excavation 69938 CY $ 5.95 $ 416,131.10 ' P3 Channel Excavation 967 CY $ 10.00 $ 9,670.00 P4 Embankment (Density Control) 31306 CY $ 2.00 $ 62,612.00 P5 Sawcut, Remove, Dispose Concrete Paving 7372 SY $ 5.75 $ 42,389.00 P6 Lime Treated Subgrade (8") 4943 SY $ 2.00 $ 9,886.00 P7 Lime Treated Subgrade (6") 112312 SY $ 1.15 $ 129,158.80 P8 Lime (Est. 55#/SY - 8", 41#/SY - 6") 2439 TON $ 158.00 $ 385,362.00 P9 2" Ty "C" HMAC (Surface) 2325 SY $ 13.25 $ 30,806.25 P10 2" Ty "D" HMAC (Surface) 9312 SY $ 12.65 $ 117,796.80 P11 6" Ty "B" HMAC (Base) 3785 SY $ 27.70 $ 104,844.50 P12 8" Ty "B" HMAC (Base) 4799 SY $ 36.30 $ 174,203.70 P13 Reinforced Concrete Paving (8") 100201 SY $ 25.15 $ 2,520,055.15 P14 Reinforced Concrete Paving (6") 1246 SY $ 33.85 $ 42,177.10 P15 Concrete Curb (6" Monolithic) 49388 LF $ 2.50 $ 123,470.00 P16 Concrete Curb (Mountable) 195 LF $ 2.50 $ 487.50 P17 18" Concrete Curb & Gutter 133 LF $ 20.00 $ 2,660.00 P18 Concrete Street Header 523 LF $ 10.00 $ 5,230.00 P19 Reinforced Concrete Sidewalk (4") 5550 SY $ 31.45 $ 174,547.50 P20 Reinf Concrete Sidewalk (w/ Int. Var Ht Ret. Wall) 647 SY $ 76.25 $ 49,333.75 P21 Variable Height Retaining Wall 210 LF $ 145.00 $ 30,450.00 ' P22 Pedestrian Handrail (PRD -06) (Type "E") 160 LF $ 76.25 $ 12,200.00 P23 8' Industrial Perimeter Fencing 966 LF $ 36.00 $ 34,776.00 P24 16' Ornamental Sliding Gate 2 EA $ 2,700.00 $ 5,400.00 P25 Stone Column for Industrial Fencing 16 EA $ 2,300.00 $ 36,800.00 P26 Barbed Wire Fence - TxDOT Type "C" 8606 LF $ 3.14 $ 27,022.84 P27 Fence Gate - TxDOT Type "1" 4 EA $ 700.00 $ 2,800.00 ' P28 Relocate Existing Metal Fencing 158 LF $ 26.00 $ 4,108.00 P29 Barrier Free Ramp 42 EA $ 618.00 $ 25,956.00 P30 Landscape Maintenance Ramp 19 EA $ 400.00 $ 7,600.00 ' P31 Median Nose Pavers 829 SY $ 67.10 $ 55,625.90 P32 Street Pavers 157 SY $ 40.00 $ 6,280.00 P33 Relocate Ex. Fire Hydrant Units 18 EA $ 1,800.00 $ 32,400.00 ' P34 Fire Hydrant Units 1 EA $ 4,100.00 $ 4,100.00 P35 Adjust Water Valve 70 EA $ 200.00 $ 14,000.00 P36 Adjust Sanitary Sewer Manhole 19 EA $ 1,150.00 $ 21,850.00 P37 Steel Encasement Pipe (24")(0.375") 125 LF $ 88.00 $ 11,000.00 Total Earthwork & Pavinq Bid Amount $ 5,238,789.89 Storm Drainaae �" "..W1 AMA6wA t P-2 I FIRST STREET/ COIT ROAD IMPROVEMENTS s = First Street - Craig Street to East of Coit Road '� Coit Road - US Highway 380 to North of First Street Project Re -Bid - November 2, 2011 p z' O WN 01" R SPE ' Project Cost per I Item # I Item Description I Quantity ( Unit I Unit Total Item Cost D1 21" RCP 6349 LF $ 37.08 $ 235,420.92 ' D2 24" RCP 1026 LF $ 41.20 $ 42,271.20 D3 30" RCP 795 LF $ 54.60 $ 43,407.00 D4 36" RCP 651 LF $ 67.00 $ 43,617.00 ' D5 42" RCP 200 LF $ 89.65 $ 17,930.00 D6 48" RCP 109 LF $ 110.25 $ 12,017.25 D7 4'x2' RCB 473 LF $ 104.05 $ 49,215.65 D8 4'x3' RCB 42 LF $ 118.50 $ 4,977.00 D9 5'x2' RCB 210 LF $ 134.00 $ 28,140.00 D10 5'x3' RCB 161 LF $ 142.00 $ 22,862.00 ' D11 6'x2' RCB 225 LF $ 158.00 $ 35,550.00 D12 6'x3' RCB 528 LF $ 180.50 $ 95,304.00 D13 8'x3' RCB 258 LF $ 254.50 $ 65,661.00 D14 8'x4' RCB 350 LF $ 275.00 $ 96,250.00 D15 10'x3' RCB 84 LF $ 344.05 $ 28,900.20 D16 2-6'x4' MBC 269 LF $ 396.60 $ 106,685.40 ' D17 Storm Manhole - TxDOT Ty MH -M (6'x4') 1 EA $ 3,685.00 $ 3,685.00 D18 Storm Junction Box J-6 (10'x4') 1 EA $ 6,800.00 $ 6,800.00 D19 Storm Junction Box K-12 (16'x12') 1 EA $ 18,185.00 $ 18,185.00 D20 8' Recessed Curb Inlet 12 EA $ 2,215.00 $ 26,580.00 D21 10' Recessed Curb Inlet 25 EA $ 2,475.00 $ 61,875.00 D22 12' Recessed Curb Inlet 20 EA $ 2,810.00 $ 56,200.00 1 D23 10' Standard Curb Inlet 1 EA $ 2,475.00 $ 2,475.00 D24 3' Type Y Inlet (Form Line Finish) 5 EA $ 3,730.00 $ 18,650.00 D25 4' Type Y Inlet (Form Line Finish) 1 EA $ 4,330.00 $ 4,330.00 1 D26 5' Type Y Inlet (Form Line Finish) 2 EA $ 5,125.00 $ 10,250.00 D27 6' Type Y Inlet (Form Line Finish) 1 EA $ 6,130.00 $ 6,130.00 D28 7' Type Y Inlet (Form Line Finish) 1 EA $ 6,935.00 $ 6,935.00 ' D29 Safety End Treatment - PSET-RP (24" RCP)(6:1) 3 EA $ 2,575.00 $ 7,725.00 D30 Headwall - CH -FW -S (42" RCP)(15° Skew)(3:1) 1 EA $ 4,330.00 $ 4,330.00 ' D31 Flared Wingwalls - FW -S (4'x2' RCB)(15° Skew)(3:1) 1 EA $ 6,900.00 $ 6,900.00 D32 Flared Wingwalls - FW -S (6'x3' RCB)(15° Skew)(3:1) 1 EA $ 10,500.00 $ 10,500.00 D33 Flared Wingwalls - FW -S (10'x3' RBC)(45° Skew)(3:1) 1 EA $ 25,160.00 $ 25,160.00 ' D34 Flared Wingwalls - FW -0 (8'x4' RBC)(3:1) 2 EA $ 11,220.00 $ 22,440.00 D35 Flared Wingwalls - FW -0 (2-6'x4' MBC)(3.1) 1 EA $ 12,110.00 $ 12,110.00 D36 Stone Riprap (TxDOT Common Grouted) 441 SY $ 51.50 $ 22,711.50 1 D37 Trench Excavation Protection for Storm Sewer 11700 LF $ 0.10 $ 1,170.00 Total Storm Drainaqe Bid Amount $ 1,263,350.12 ' P-3 , Traffic Control, Illumination & Irrigation ProjectCost I per I . Item # I Item Description I Quantity I Unit Unit Total Item Cost /'//Lw/M I FIRST STREET/ COIT ROAD IMPROVEMENTS First Street - Craig Street to East of Coit Road Coit Road - US Highway 380 to North of First Street Project Re -Bid - November 2, 2011 s- PRj SPER. T1 Sign & Sign Post Assembly 108 EA $ 336.00 $ 36,288.00 T2 Relocate Exist Sign / Install New Post Assembly 39 EA $ 285.00 $ 11,115.00 T3 Remove Exist Sign & Post Assembly 1 LS $ 2,600.00 $ 2,600.00 T4 Solar Powered Flasher Assembly (Fire Station) 1 LS $ 12,000 00 $ 12,000.00 T5 Relocate Existing Retail/Commerical Signage 1 LS $ 14,500.00 $ 14,500.00 T6 Relocate Existing Illumination Assembly 2 EA $ 4,000.00 $ 8,000.00 T7 Reif Pay. Marker (CI B, Ty II -A -A) 318 EA $ 3.65 $ 1,160.70 T8 Reif Pay. Marker (CI B, Ty II -C-R) 1311 EA $ 3.62 $ 4,745.82 T9 Refl. Pavement Marking (4")(White)(Broken)(Type 1) 23945 LF $ 0.96 $ 22,987.20 T10 Refl. Pavement Marking (4")(White)(Solid)(Type 1) 2520 LF $ 0.96 $ 2,419.20 T11 Refl. Pavement Marking (4")(Yellow)(Solid)(Type 1) 8770 LF $ 0.96 $ 8,419.20 T12 Refl. Pavement Marking (8")(White)(Solid)(Type 1) 7650 LF $ 1.50 $ 11,475.00 T13 Refl. Pavement Marking (8")(Yellow) (Solid)(Type 1) 950 LF $ 1.50 $ 1,425.00 T14 Refl. Pavement Marking (8")(White)(Dashed)(Type 1) 400 LF $ 2.60 $ 1,040.00 T15 Refl. Pavement Marking (12")(White)(Solid)(Type 1) 1924 LF $ 3.10 $ 5,964.40 T16 Refl. Pavement Marking (12")(Yellow)(Solid)(Type 1) 430 LF $ 3.10 $ 1,333.00 T17 Refl. Pavement Marking (24")(White)(Solid)(Type 1) 1071 LF $ 542 $ 5,804.82 T18 Crosswalk Yield Line (Type 1) 144 LF $ 41.00 $ 5,904.00 T19 Reflectorized Pavement Marker (Only)(Type 1) 55 EA $ 128.00 $ 7,040.00 T20 Reflectorized Pavement Marker (Arrow)(Type 1) 55 EA $ 110.00 $ 6,050.00 T21 Barrel Mounted Guardrail (w/Chevrons) 288 LF $ 15.50 $ 4,464.00 T22 Type III Barricade (Perm Post Mount) 108 LF $ 51.50 $ 5,562.00 T23 Metal Beam Guardrail Barricade 37.5 LF $ 3650 $ 1,368.75 T24 Work Zone Traffic Control 1 LS $ 56,000.00 $ 56,000.00 T25 PVC Sch. 40 Conduit (2")(Illumination Conduit) 4795 LF $ 4.12 $ 19,755.40 T26 PVC Sch. 40 Conduit (2")(Signal Conduit) 1675 LF $ 4.12 $ 6,901.00 T27 PVC Sch. 40 Conduit (4")(Signal Conduit) 1675 LF $ 6.00 $ 10,050.00 T28 Type "A" Ground Box (Illumination) 72 EA $ 500.00 $ 36,000.00 T29 Type "C" Ground Box (Signal) 24 EA $ 515.00 $ 12,360.00 Total Traffic Control Bid Amount $ 322,732.49 P-4 Erosion Control & Landscapinq ProjectCost per Item # Item Description Quantity Unit Unit Total Item Cost L1 Silt Fence (Install / Maintain / Remove) 18990 LF $ 1.25 $ 23,737.50 L2 Inlet Protection 68 EA $ 62.00 $ 4,216.00 ri%.w%R FIRST STREET/ COIT ROAD IMPROVEMENTS t = ' First Street - Craig Street to East of Coit Road t� Coit Road - US Highway 380 to North of First Street Project Re -Bid - November 2, 2011 T O W N o r R. p S P E ' L3 Filter Dam 450 LF $ 21.00 $ 9,450.00 L4 Construction Exit 6 EA $ 1,500.00 $ 9,000.00 ' L5 Topsoil (4" Depth) 9500 CY $ 3.00 $ 28,500.00 L6 Hydromulch (Per Seasonal Spec) 59000 SY $ 0.56 $ 33,040.00 L7 Block Sod (Bermuda) 26500 SY $ 2.22 $ 58,830.00 ' L8 Soil Retention Blanket 3000 SY $ 0.95 $ 2,850.00 L9 PVC Sch. 40 Conduit (4")(Irrigation Sleeve) 3310 LF $ 2.35 $ 7,778.50 L10 Irrigation Valve Box (Rainbird VB -STD or Equiv) 56 EA $ 26.00 $ 1,456.00 ' L11 Project Mowing & Landscape Maintenance 16 MO $ 1,900.00 $ 30,400.00 L12 Storm Water Pollution Prevention Plan 1 LS $ 4,500.00 $ 4,500.00 Total Erosion Control & Landscaoinq $ 213,758.00 , ' *Force Main Relocation Projectst I I Co per Item # ( Item Description I Quantity Unit Unit Total Item Cost Clearing & Grubbing along Proposed Sanitary Sewer ' FM1 Easement (East of Coit) 1 LS $ 21,000.00 $ 21,000.00 FM2 12" PVC Sewer Line (SDR -26) 2450 LF $ 68.00 $ 166,600.00 ' FM3 10" PVC Sewer Line (Force Main)(SDR-21) 3678 LF $ 38.65 $ 142,154.70 FM4 8" PVC Sewer Line (SDR -26) 220 LF $ 64.00 $ 14,080.00 FM5 4' Dia. Manhole 8 EA $ 3,000.00 $ 24,000.00 ' FM6 Connect to Existing Manhole 1 EA $ 725.00 $ 725.00 Demolition of Exist. Lift Station and Wet Well, Disposal FM7 of Materials Offsite 1 LS $ 10,300.00 $ 10,300.00 FM8 Remove and Dispose of Existing Sewer PVC 173 LF $ 16.50 $ 2,854.50 ' FM9 Concrete Encasement for Sanitary Sewer 192 LF $ 31.00 $ 5,952.00 FM10 6" Plug 1 EA $ 25.75 $ 25.75 ' FM11 8" Plug 2 EA $ 125.00 $ 250.00 FM12 2" Air Release Valve 2 EA $ 3,065.00 $ 6,130.00 FM13 Cut and Connect to Exist. 10" PVC Force Main 1 LS $ 705.00 $ 705.00 ' FM 14 Trench Safety for Sanitary Sewer 6348 LF $ 0.10 $ 634.80 *Total Force Main Relocation $ 395,411.75 ' * Force Main Items as prepared by and under the responsibility of Spiars Engineering P-5 ' Irrigation /Landscape Allowance (Allowance Bid for Reolacement /Repair of Exist Irrigation & Landscaoe) Project Cost per I Item # I Item Description I Quantity I Unit Unit Total Item Cost AL1 Irrigation Line (3/4" Class 200 PVC Purple) 1600 LF $ 0.21 $ 336.00 ' AL2 Irrigation Line (1" Class 200 PVC Purple) 200 LF $ 0.28 $ 56.00 AL3 Irrigation Line (1-1/4" Class 200 PVC Purple) 200 LF $ 0.42 $ 84.00 ' AL4 Irrigation Line (1-1/2" Class 200 PVC Purple) 200 LF $ 0.55 $ 110.00 MAW NIVA"A m FIRST STREET/ COIT ROAD IMPROVEMENTS c ' First Street - Craig Street to East of Coit Road `� Coit Road - US Highway 380 to North of First Street r o w N n t Project Re Bid -November 2, 2011 P S PER. AL5 Irrigation Line (2" Class 200 PVC Purple) 1000 LF $ 0.85 $ 850.00 AL6 Irrigation Line (2-1/2" Class 200 PVC Purple) 250 LF $ 1.10 $ 275.00 AL7 PVC (Sch 40)(6" Sleeve) 200 LF $ 4.40 $ 880.00 ' AL8 Remote Control Valve (1") 10 EA $ 124.00 $ 1,240.00 AL9 Remote Control Valve (2") 20 EA $ 210.00 $ 4,200.00 AL10 Quick Coupling Valve 2 EA $ 135.00 $ 270.00 ' AL11 2" Backflow Connection Assembly 2 EA $ 1,150.00 $ 2,300.00 AL12 Weather Station Assembly 2 EA $ 365.00 $ 730.00 AL13 Lawn Spray Head Assembly 40 EA $ 17.00 $ 680.00 AL14 Rotary Spray Head (Part Circle) Assembly 80 EA $ 36.05 $ 2,884.00 ' AL15 Rotary Spray Head (Full Circle) Asembly 40 EA $ 36.05 $ 1,442.00 AL16 Valve Wiring (UF - 12 Gauge) 8000 LF $ 0.25 $ 2,000.00 AL17 Copper Service Line (2") 100 LF $ 3.65 $ 365.00 ' AL18 Master Valve / Hydrometer IS -BM -20 2 EA $ 1,250.00 $ 2,500.00 AL19 Pressure Reducing Valve (2") 5 EA $ 465.00 $ 2,325.00 AL20 Gate Valve (2") 4 EA $ 95.00 $ 380.00 AL21 Gate Valve (2-1/2") 2 EA $ 125.00 $ 250.00 ' AL22 Tapping Sleeve (2" x Linesize) 2 EA $ 825.00 $ 1,650.00 AL23 Water Meter (2") 4 EA $ 1,650.00 $ 6,600.00 AL24 Remove & Replant Existing Tree (7" Diameter or Less) 14 EA $ 1,005.00 $ 14,070.00 ' AL25 Remove & Replant Existing Tree (8" - 12" Diameter) 8 EA $ 2,700.00 $ 21,600.00 AL26 Plant Material (Tree)(Live Oak)(Min 4" Diameter) 4 EA $ 285.00 $ 1,140.00 AL27 Plant Material (Tree)(Live Oak)(Min 8" Diameter) 4 EA $ 2,475.00 $ 9,900.00 ' AL28 Plant Material (Tree)(Ash)(Min 8" Diameter) 4 EA $ 2,575.00 $ 10,300.00 AL29 Plant Material (Tree)(White Elm)(Min 8" Diameter) 2 EA $ 2,575.00 $ 5,150.00 AL30 Plant Material (Tree)(Crepe Myrtle)(Min 8" Diameter) 10 EA $ 410.00 $ 4,100.00 AL31 Plant Material (Tree)(Cedar)(Min 4" Diameter) 2 EA $ 305.00 $ 610.00 ' AL32 Plant Material (Tree)(Cedar)(Min 10" Diameter) 2 EA $ 3,300.00 $ 6,600.00 AL33 Plant Material (Shrub)(2 Gal) 50 EA $ 12.50 $ 625.00 AL34 Plant Material (Shrub)(5 Gal) 25 EA $ 18.55 $ 463.75 ' AL35 Plant Material (Shrub)(15 Gal) 15 EA $ 98.00 $ 1,470.00 AL36 Mulch 100 CY $ 37.50 $ 3,750.00 AL37 Plant Soil Mix 100 CY $ 37.50 $ 3,750.00 Total Irrigation /Landscape Allowance Bid Amount $ 115,935.75 Total Proiect Bid Amount $ 7,549,978.00 , FIRST STREET/ COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coit Road Coit Road - US Highway 380 to north of First Street IBID ITEM Bid Item Descriptions COMPLETE BID ITEM DESCRIPTIONS DESCRIPTION P TOW PER. UNIT Note: All items shall include full compensation for all labor, superintendence, materials, equipment, and all appurtenances necessary to complete the work. All work necessary to complete the project shall be included in one of the following bid items. All references to TxDOT Specifications are for the 2004 Standard Specifications for Construction of Highways, Streets and Bridges. P 1 Preparation of Right -of -Way including removal of all existing structures, trees STA (except those marked to remain), culverts, headwalls, etc. as described in the specifications, including technical specification Section PR- "Preparing Right of Way„ P2 Unclassified Roadway Excavation as shown in the plans and specifications, CY including Section E "Excavation". This is a "Plans Quantity" Item and the quantity shown in the proposal shall be the amount for payment. No addition or deduction to the quantity shown will be made except as required by a design change. Removal of Existing Asphalt Paving & Base Material is included in this item. P3 Channel Excavation as shown in the plans and as specified in the specifications, CY including Section E "Excavation". This is a "Plans Quantity" Item and the quantity shown in the proposal shall be the amount for payment. No addition or deduction to the quantity shown will be made except as required by a design change. P4 Embankment (Density Control) as shown in the plans and specifications, including CY Section EB "Embankment". This is a "Plans Quantity" Item and the quantity shown in the proposal shall be the amount for payment. No addition or deduction to the quantity shown will be made except as required by a design change. P5 Sawcut, Remove & Dispose Concrete Paving — including saw -cutting, removal, and SY proper disposal of existing concrete pavement as shown in the plans and specifications, including Section RC "Removing Concrete" P6 Lime Treated Subgrade (8") - Lime treatment of the subgrade to a minimum depth SY of 8" including mixing, compaction and finishing as shown in the plans and specifications, including Section LT "Lime Treatment'. P7 Lime Treated Subgrade (6") - Lime treatment of the subgrade to a minimum depth SY of 6" including mixing, compaction and finishing as shown in the plans and specifications, including Section LT "Lime Treatment'. P8 Lime (Est. 55#/SY — 8", 41#/SY — 6")- Furnish Type B Commercial Lime Slurry for TON use in lime treatment of the subgrade as shown in the plans and specifications, including specification Section LT- "Lime Treatment'. The quantity shown is the estimated rate of application -actual payment per lime series. P9 2" Type "C" HMAC (Surface) - Furnish all labor, materials and equipment required SY to install 2" Type "C" HMAC surface course per TxDOT Standard Specification Item 340 including aggregate, asphalt, tack coat, PG -70-22 binders, placing and compacting and all other incidentals, complete in place for use by the Owner. P-7 FIRST STREET/ COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coit Road Coit Road — US Highway 380 to north of First Street I BID ITEM Bid Item Descriptions DESCRIPTION P10 2" Type "D" HMAC (Surface) - Furnish all labor, materials and equipment required SY to install 2" Type "D" HMAC surface course per TxDOT Standard Specification Item 340 including aggregate, asphalt, tack coat, PG -70-22 binders, placing and compacting and all other incidentals, complete in place for use by the Owner. PH 6" Type "B" HMAC (Base) - Furnish all labor, materials and equipment required to SY install 6" Type "B" HMAC surface course per TxDOT Standard Specification Item 340 including aggregate, asphalt, prime coat, PG -64-22 binders, placing and compacting and all other incidentals, complete in place for use by the Owner. P 12 8" Type "B" HMAC (Base) - Furnish all labor, materials and equipment required to SY install 8" Type "B" HMAC surface course per TxDOT Standard Specification Item 340 including aggregate, asphalt, prime coat, PG -64-22 binders, placing and compacting and all other incidentals, complete in place for use by the Owner. Reinforced Concrete Paving (8") —3500 PSI Compressive including concrete, SY P13 reinforcement, joints, sawcuts, sealants, headers for street pavers where required, placing and finishing and all other incidentals as shown in the plans and specifications. Reinforced Concrete Paving (6") —3500 PSI Compressive including concrete, SY P14 reinforcement, joints, sawcuts, sealants, placing and finishing and all other incidentals as shown in the plans and specifications. P15 Concrete Curb (6" Monolithic) including concrete, reinforcement, joints, sawcuts, LF placing, finishing, and all other incidentals as shown in the plans and specifications, including Section CG -"Concrete Curb, Gutter, and Combined Curb & Gutter". P16 Concrete Curb (Mountable) including concrete, reinforcement, joints, sawcuts, LF placing, finishing, and all other incidentals as shown in the plans and specifications, including Section CG -"Concrete Curb, Gutter, and Combined Curb & Gutter". P17 18" Concrete Curb & Gutter including concrete, reinforcement, joints, sawcuts, LF placing, finishing, and all other incidentals as shown in the plans and specifications, including Section CG -"Concrete Curb, Gutter, and Combined Curb & Gutter". Concrete Street Header — including Concrete, reinforcement, placing, finishing, and LF P18 all other incidentals shown in the plans and specifications 1319 Reinforced Concrete Sidewalk (4") - including subgrade preparation, cushion sand, SY concrete, reinforcement, joints, sawcuts, sealants, placing and finishing and all other incidentals as shown in the plans and specifications. P20 Reinforced Concrete Sidewalk with Integral Variable Height Retaining Wall - SY including subgrade preparation, cushion sand, concrete, reinforcement, joints, sawcuts, sealants, form liners, staining, backfill, weepholes, placing and finishing and all other incidentals as shown in the plans and specifications. P21 Variable Height Retaining Wall - including subgrade preparation, cushion sand, LF concrete, reinforcement, joints, sawcuts, sealants, form liners, staining, backfill, weepholes, placing and finishing and all other incidentals as shown in the plans and specifications. UNIT P-8 FIRST STREET/ COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coif Road Coit Road— US Highway 380 to north of First Street BID ITEM P22 P23 P24 P25 P26 P27 Bid Item Descriptions DESCRIPTION r ,� OWN o P S POE" R. Pedestrian Railing (PRD-06)(Type E), including all materials, connections, Relocate Existing Metal Fencing, Furnish all labor, materials, equipment, and all anchorage, nuts, bolts, washers and rails and all other incidentals, complete in place as LF shown in the plans and specifications. 8' Industrial Perimeter Fencing, Furnish all labor, equipment, and materials LF required, including posts, pickets, hardware, mowstrip, piers, coatings, and all other incidentals, complete in place as shown in the plans and specifications. 16' Ornamental Sliding Gate Furnish all labor, equipment, and materials required, EA including posts, pickets, cables, hardware, gate track, chain, lock, keys, coatings, and all other incidentals, complete in place as shown in the plans and specifications. Stone Column for Industrial Fencing, including all materials, concrete base, plans and specifications and in accordance with latest TDLR and ADA requirements. concrete, reinforcement, pier foundation, mortar, connections, caps, finishing and all EA other incidentals, complete in place as shown in the plans and specifications. EA Barbed Wire Fence — TXDOT Type "C" Furnish all labor, materials and equipment LF required to install per TxDOT Standard Specification, and all other incidentals, complete in place for use by the Owner. Fence Gate — TxDOT Type "1" Furnish all labor, materials and equipment required EA to install per TxDOT Standard Specification, and all other incidentals, complete in place for use by the Owner. P28 Relocate Existing Metal Fencing, Furnish all labor, materials, equipment, and all LF other incidentals required to remove, relocate, and re -install said fence to approved location, to equal or better condition per plans and specifications, complete in place for use by the Owner. P29 Barrier Free Ramps, including subgrade preparation, concrete, reinforcement, brick EA pavers, bedding sand, and all other incidentals to complete the work as shown in the plans and specifications and in accordance with latest TDLR and ADA requirements. P30 Landscape Maintenance Ramps, including subgrade preparation, concrete, EA reinforcement, joints, sawcuts, and all other incidentals to complete the work as shown in the plans and specifications. ' P31 Median Nose Pavers — including subgrade preparation, brick pavers, concrete, SY reinforcement, bedding course, border curb and all other incidentals necessary to complete the work as shown in the plans and specifications. ' P32 Street Pavers — including brick pavers, geotextile, bedding and joint sand, finishing Sy and all other incidentals necessary to complete the work as shown in the plans and specifications. (Note: Pavement Header, LTS, shall be paid under items P7, P8, and ' P13) P33 Relocate Existing Fire Hydrant Units including excavation, removal, relocation of EA feeder water line (6"), adapters, valves (6"), fittings, blocks, anchors, concrete pad and all appurtenances, complete in place as shown in the plans and specifications. All construction shall conform to the Town of Prosper requirements and TCEQ requirements. UNIT P-9 FIRST STREET / COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coit Road Coit Road— US Highway 380 to north of First Street BID ITEM Bid Item Descriptions DESCRIPTION P 1ER. P34 Fire Hydrant Units including feeder water line (6"), adapters, valves (6"), fittings, EA blocks, anchors, concrete pad and all appurtenances, complete in place as shown in the plans and specifications. All construction shall conform to the Town of Prosper requirements and TCEQ requirements. P35 Adjust Water Valve to proposed grade, including excavation, removal, concrete pad, EA backfill and all appurtenances, complete in place as shown in the plans and specifications. All construction shall conform to the Town of Prosper requirements and TCEQ requirements. P36 Adjust Sanitary Sewer Manhole to proposed grade, including excavation, removal, EA concrete, backfill and all appurtenances, complete in place as shown in the plans and specifications. All construction shall conform to the Town of Prosper requirements and TCEQ requirements. P37 Steel Encasement Pipe (24"), 0.375" minimum wall thickness, in open trench, LF including excavation, embedment, backfill, and all appurtenances, complete in place as shown in the plans and specifications. All construction shall conform to the Town of Prosper requirements. D1 21" RCP storm sewer, including excavation, backfill, Class B embedment, joint LF material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications. D2 24" RCP storm sewer, including excavation, backfill, Class B embedment, joint LF material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications. D3 30" RCP storm sewer, including excavation, backfill, Class B embedment, joint LF material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications. D4 36" RCP storm sewer, including excavation, backfill, Class B embedment, joint LF material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications. DS 42" RCP storm sewer, including excavation, backfill, Class B embedment, joint LF material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications. D6 48" RCP storm sewer, including excavation, backfill, Class B embedment, joint LF material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications. D7 4'x2' RCB storm sewer, including excavation, backfill, Class B embedment, joint LF material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications UNIT P-10 FIRST STREET/ COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coit Road : Coit Road — US Highway 380 to north of First Street '� P rcS PER Bid Item Descriptions BID ITEM DESCRIPTION UNIT 4'x3' RCB storm sewer, including excavation, backfill, Class B embedment, joint LF D8 material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications 5'x2' RCB storm sewer, including excavation, backfill, Class B embedment, joint LF D9 material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications 5'x3' RCB storm sewer, including excavation, backfill, Class B embedment, joint LF 1310 material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications 6'x2' RCB storm sewer, including excavation, backfill, Class B embedment, joint LF D1 I material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications 6'x3' RCB storm sewer, including excavation, backfill, Class B embedment, joint LF D12 material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications 8'x3' RCB storm sewer, including excavation, backfill, Class B embedment, joint LF 1313 material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications 8'x4' RCB storm sewer, including excavation, backfill, Class B embedment, joint LF D14 material, collars, connections existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications 10'x3' RCB storm sewer, including excavation, backfill, Class B embedment, joint LF D15 material, collars, connections to existing and/or proposed inlets, manholes, junction boxes, culverts, and other drainage structures, and all other incidentals, complete in place as shown in the plans and specifications D16 2-6' x 4' MBC, precast or poured in place, including concrete, reinforcement, LF connections to proposed and existing storm sewer system, excavation, backfill, Class B embedment, joint material, collars and all other incidentals, complete in place as shown in the plans and specifications. Storm Manhole (TxDOT Ty "MH-M")(6'x4') in conformance with TxDOT D17 Standard MH -M and any plan modifications, including concrete, reinforcement, EA connections to proposed and existing storm sewer system, excavation and backfill, manhole access, lid, steps, and all other incidentals, complete in place as shown in the plans and specifications. Storm Junction Box J-6 (10'X4') including concrete, reinforcement, connections to D18 proposed and existing storm sewer system, excavation and backfill, manhole access, EA lid, steps, and all other incidentals, complete in place as shown in the plans and specifications. P-11 FIRST STREET/ COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coit Road Coit Road - US Highway 380 to north of First Street '� P TOW PER Bid Item Descriptions BID ITEM DESCRIPTION UNIT Storm Junction Box K-12 (16'X12') including concrete, reinforcement, connections D19 to proposed and existing storm sewer system, excavation and backfill, manhole access, EA lid, steps, and all other incidentals, complete in place as shown in the plans and specifications. g' Recessed Curb Inlet, precast or poured in place, including concrete, reinforcement, EA D20 connections, excavation and backfill, curb and gutter, and all other incidentals to complete in place as shown in the plans and specifications. D21 10' Recessed Curb Inlet, precast or poured in place, including concrete, EA reinforcement, connections, excavation and backfill, curb and gutter, and all other incidentals to complete in place as shown in the plans and specifications. D22 12' Recessed Curb Inlet, precast or poured in place, including concrete, EA reinforcement, connections, excavation and backfill, curb and gutter, and all other incidentals to complete in place as shown in the plans and specifications. D23 10' Standard Curb Inlet, precast or poured in place, including concrete, EA reinforcement, connections, excavation and backfill, curb and gutter, and all other incidentals to complete in place as shown in the plans and specifications. D24 3' Type Y Inlet (Form Line Finish), precast or poured in place, including concrete, EA reinforcement connections, excavation and backfill, concrete aprons, form liners, staining, finishing, and all other incidentals to complete in place as shown in the plans and specifications. D25 4' Type Y Inlet (Form Line Finish), precast or poured in place, including concrete, EA reinforcement connections, excavation and backfill, concrete aprons, form liners, staining, finishing, and all other incidentals to complete in place as shown in the plans and specifications. D26 5' Type Y Inlet (Form Line Finish), precast or poured in place, including concrete, EA reinforcement connections, excavation and backfill, concrete aprons, form liners, staining, finishing, and all other incidentals to complete in place as shown in the plans and specifications. D27 6' Type Y Inlet (Form Line Finish), precast or poured in place, including concrete, EA reinforcement connections, excavation and backfill, concrete aprons, form liners, staining, finishing, and all other incidentals to complete in place as shown in the plans and specifications. D28 7' Type Y Inlet (Form Line Finish), precast or poured in place, including concrete, EA reinforcement connections, excavation and backfill, concrete aprons, form liners, staining, finishing, and all other incidentals to complete in place as shown in the plans and specifications. D29 Safety End Treat men t(PSET- RP)(24")(6:1 Slope) in conformance with TxDOT EA Standard PSET-RP and any plan modifications, including concrete, reinforcement, connections to proposed and existing storm sewer system, excavation and backfill, form liners, staining, finishing, and all other incidentals, complete in place as shown in the plans and specifications P-12 FIRST STREET/ COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coit Road Coit Road — US Highway 380 to north of First Street I BID ITEM Bid Item Descriptions DESCRIPTION r, P , SPER D30 Headwall (CH -FW -S)(42")(15 Skew)(3:1 Slope) in conformance with TxDOT EA Standard CH -FW -S and any plan modifications, including concrete, reinforcement, connections to proposed and existing storm sewer system, excavation and backfill, form liners, staining, finishing, and all other incidentals, complete in place as shown in the plans and specifications. (1 Unit Includes Left & Right Side Wings and Any Headwall Curb Extensions) D31 Flared Wingwalls (FW-S)(4'x2' RCB)(15 Skew)(3:1 Slope) in conformance with EA TxDOT Standard FW -S and any plan modifications, including concrete, reinforcement, connections to proposed and existing storm sewer system, excavation and backfill, form liners, staining, finishing, and all other incidentals, complete in place as shown in the plans and specifications. (1 Unit Includes Left & Right Side Wings and Any Headwall Curb Extensions) D32 Flared Wingwalls (FW-S)(6'x3' RCB)(15 Skew)(3:1 Slope) in conformance with EA TxDOT Standard FW -S and any plan modifications, including concrete, reinforcement, connections to proposed and existing storm sewer system, excavation and backfill, form liners, staining, finishing, and all other incidentals, complete in place as shown in the plans and specifications. (1 Unit Includes Left & Right Side Wings and Any Headwall Curb Extensions) D33 Flared Wingwalls (FW-S)(10'x3' RCB)(45 Skew)(3:1 Slope) in conformance with EA TxDOT Standard FW -S and any plan modifications, including concrete, reinforcement, connections to proposed and existing storm sewer system, excavation and backfill, form liners, staining, finishing, and all other incidentals, complete in place as shown in the plans and specifications. (1 Unit Includes Left & Right Side Wings and Any Headwall Curb Extensions) D34 Flared Wingwalls (FW -0)(8'x4' RCB)(3:1 Slope) in conformance with TxDOT EA Standard FW -0 and any plan modifications, including concrete, reinforcement, connections to proposed and existing storm sewer system, excavation and backfill, form liners, staining, finishing, and all other incidentals, complete in place as shown in the plans and specifications. (1 Unit Includes Left & Right Side Wings and Any Headwall Curb Extensions) D35 Flared Wingwalls (FW -0)(2-6'x4' MBC) (3:1 Slope) in conformance with TxDOT EA Standard FW -0 and any plan modifications, including concrete, reinforcement, connections to proposed and existing storm sewer system, excavation and backfill, form liners, staining, finishing, and all other incidentals, complete in place as shown in the plans and specifications. (1 Unit Includes Left & Right Side Wings and Any Headwall Curb Extensions) D36 Stone Riprap (TxDOT Common Grouted), in conformance with TxDOT SY Specification Item 432, including all materials, excavation, concrete, reinforcement, backfill, finishing and all other incidentals, complete in place as shown in the plans and specifications. UNIT P-13 FIRST STREET/ COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coit Road Coit Road — US Highway 380 to north of First Street I BID ITEM Bid Item Descriptions DESCRIPTION Trench Excavation Protection for Storm Sewer - For furnishing all sheeting, LF D37 shoring, piling, bracing, boxes, equipment, tools and any device including de- watering, back sloping, and other operations as required for the safe construction of storm sewer and culvert trenching in any trenches greater than five feet (5') in depth as required to comply with the latest OSHA regulations and in accordance with the State of Texas House Bill No. 1569. I Tl Sign & Sign Post Assembly, including posts, anchorage, nut, bolts, washers, signs, EA and all other incidentals, complete in place as shown in the plans and specifications. T2 Relocate Existing Sign & Install New Post Assembly, including posts, anchorage, nut, bolts, washers, sign relocation, and all other incidentals, complete in place as shown in the plans and specifications. T3 Remove Existing Sign & Post Assemblies, including posts, anchorage, nut, bolts, washers, salvage of signs, and all other incidentals, complete in place as shown in the plans and specifications. This item shall cover removal of all street signs within the project limits unless shown otherwise in the plans. T4 Solar Powered Flasher Assembly (Fire Station), including; combination flasher/battery cabinet with mounting bracket for 4 ''/z" o.d. pole, fire flasher receiver panel, antenna with mounting bracket, 20 watt solar panel with mounting bracket, and 100 amp hour battery. Pole package including 15' Spun Aluminum pole, base, collar assembly and anchor bolt set. Dual 12" poly signal indications with LED's, tunnel visors, mounting brackets and signal closure kits. Item also to include 1 handheld remote activator, and I push button activated facility transmitter w/cabinet (AC powered) and push to activate sign. Item to include all other incidentals, complete in place as shown in the plans and specifications. T5 Relocate Existing Retail / Commercial Signage, including foundation, concrete base, posts, anchorage, nuts, bolts, washers, signs, electrical, illumination, and all other incidentals, complete in place as shown in the plans and specifications to equal or better condition. T6 Relocate Existing Illumination Assembly — including pole, fixtures, arms, attachments, electrical connections/extensions, ground boxes, foundation and all other incidentals. New foundation shall be per TxDOT Standard RID(6)-04 type "A", and TxDOT Specification Item 656, including all materials, excavation, backfill, and other incidentals necessary to complete work as shown in plans and specifications. EXCLUDE concrete riprap apron. Anchor Bolts shall be per illumination specifications for existing pole assembly. EA LS LS LS EA Reflective Pavement Markers (Class B, Type II A -A), including surface T7 preparation, adhesives, placing and finishing, complete in place as shown in the plans EA and specifications, including Section PM "Raised Pavement Markers". T8 Reflective Pavement Markers (Class B, Type II C-R), including surface EA preparation, adhesives, placing and finishing, complete in place as shown in the plans and specifications, including Section PM "Raised Pavement Markers". T9 Reflectorized Pavement Marking (4")(White)(Broken)(Type I), in conformance LF with TxDOT Specification 666 "Reflectorized Pavement Markings", including materials, surface preparation, placing and finishing, complete in place as shown in the plans and specifications. (Note: Broken Marking 10 LF Marking per 40 LF Pay Item) P UNIT P-14 FIRST STREET / COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coit Road Coit Road — US Highway 380 to north of First Street I BID ITEM Bid Item Descriptions DESCRIPTION 1-1 PSPER. UNIT P-15 Reflectorized Pavement Marking (411)(White)(Solid)(Type 1), in conformance with LF T10 TxDOT Specification 666 "Reflectorized Pavement Markings", including materials, surface preparation, placing and finishing, complete in place as shown in the plans and specifications. Reflectorized Pavement Marking (4")(Yellow)(Solid)(Type 1), in conformance with LF Tl 1 TxDOT Specification 666 "Reflectorized Pavement Markings", including materials, surface preparation, placing and finishing, complete in place as shown in the plans and specifications. Reflectorized Pavement Marking (8")(White)(Solid)(Type 1), in conformance with LF T12 TxDOT Specification 666 "Reflectorized Pavement Markings", including materials, surface preparation, placing and flnishing, complete in place as shown in the plans and specifications. Reflectorized Pavement Marking (8")(Yellow)(Solid)(Type I), in conformance with LF T13 TxDOT Specification 666 "Reflectorized Pavement Markings", including materials, surface preparation, placing and finishing, complete in place as shown in the plans and specifications. Reflectorized Pavement Marking (8")(White)(Dashed)(Type I), in conformance LF T14 with TxDOT Specification 666 "Reflectorized Pavement Markings", including materials, surface preparation, placing and finishing, complete in place as shown in the plans and specifications. (Vote: Dotted A-farking - 3 LF Marking per 15 LF Pay Item) Reflectorized Pavement Marking (12")(White)(Solid)(Type I), in conformance LF T15 with TxDOT Specification 666 "Reflectorized Pavement Markings", including materials, surface preparation, placing and finishing, complete in place as shown in the plans and specifications. Reflectorized Pavement Marking (12")(Yellow)(Solid)(Type I), in conformance LF T16 with TxDOT Specification 666 "Reflectorized Pavement Markings", including materials, surface preparation, placing and finishing, complete in place as shown in the plans and specifications. T17 Reflectorized Pavement Marking (24")(White)(Solid)(Type 1), in conformance LF with TxDOT Specification 666 "Reflectorized Pavement Markings", including materials, surface preparation, placing and finishing, complete in place as shown in the plans and specifications. T18 Crosswalk Yield Line (Type I), in conformance with TxDOT Specification 666 LF "Reflectorized Pavement Markings", including materials, surface preparation, placing and finishing, complete in place as shown in the plans and specifications. Reflectorized Pavement Marking (Only)(Type 1), in conformance with TxDOT EA T19 Specification 666 "Reflectorized Pavement Markings", including materials, surface preparation, placing and finishing, complete in place as shown in the plans and specifications. UNIT P-15 FIRST STREET / COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coit Road Coit Road — US Highway 380 to north of First Street i BID ITEM Bid Item Descriptions DESCRIPTION 11SPER P T20 Reflectorized Pavement Marking (Arrow)(Type I), in conformance with TxDOT EA Specification 666 "Reflectorized Pavement Markings", including materials, surface preparation, placing and finishing, complete in place as shown in the plans and specifications. Barrel Mounted Guard Rail (With Chevrons) including barrels, anchorage, nut, T21 bolts, washers rails, signs (W1-8) and all other incidentals, complete in place as shown LF in the plans and specifications. T22 Type III Barricade (Permanent Post Mount) — Permanent, post mounted Type III Barricades, including all materials and placement, and all other incidentals, complete LF in place as shown on the plans and specifications. Metal Beam Guardrail Barricade - in conformance with TxDOT Standard MBGF- LF T23 03A including posts, anchorage, nut, bolts, washers, rails, terminal connector and all other incidentals, complete in place (end barricade with reflective tape). T24 Work Zone Traffic Control including installation, maintenance, and removal of all barricades, signs, pavement markings, lights, flagmen, temporary detour excavation, LS embankment, subgrade, treatments, paving, temporary drainage channels & structures, and all other work and incidentals, as shown in the plans and specifications. All traffic control shall conform to the Texas Manual on Uniform Traffic Control Devices (latest Addition). PVC Schedule 40 Conduit (2")(Illumination Conduit) (With Contractor Grade T25 Pull String) — in accordance with TxDOT Specification Item 618, including LF trenching, backfill, all materials, and other incidentals to complete in place as shown in the plans and specifications. PVC Schedule 40 Conduit (2")(Signal) — in accordance with TxDOT Specification T26 Item 618, including trenching, backfill, all materials, and other incidentals to complete LF in place as shown in the plans and specifications. PVC Schedule 40 Conduit (4")(Signal) — in accordance with TxDOT Specification T27 Item 618, including trenching, backfill, all materials, and other incidentals to complete LF in place as shown in the plans and specifications. T28 Type "A" Ground Box (Illumination) - in accordance with TxDOT Standard EA ED(3)-03, and TxDOT Specification Item 624, including all materials, excavation, backfill, and other incidentals necessary to complete work as shown in plans and specifications. T29 Type "C" Ground Box (Signal) — in accordance with TxDOT Standard ED(3)-03, EA and TxDOT Specification Item 624, including all materials, excavation, backfill, and other incidentals necessary to complete work as shown in plans and specifications. LI Silt Fence (Install, Maintain, Remove) for erosion control -- including, installation, LF maintenance, and removal, and all incidentals, complete in place as shown in the plans and specifications. L2 Inlet Protection for erosion control — including, installation, maintenance, and EA removal, and all incidentals, complete in place as shown in the plans and specifications. UNIT P-16 FIRST STREET/ COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coit Road Coit Road — US Highway 380 to north of First Street I BID ITEM Bid Item Descriptions DESCRIPTION 1-f PPER. L3 Filter Dam for erosion control — including, installation, maintenance, and removal, LF and all incidentals, complete in place as shown in the plans and specifications and per TxDOT Standard Detail EC(2)-93. L4 Construction Exit for erosion control — including, installation, maintenance, and EA removal, and all incidentals, complete in place as shown in the plans and specifications. L5 Topsoil (4" Depth) as shown in the plans and specifications, including Section TS CY "Topsoil". This is a "Plans Quantity" Item and the quantity shown in the proposal shall be the amount for payment. No addition or deduction to the quantity shown will be made except as required by a design change. L6 Hydromulch (Per Seasonal Spec) — furnish and install as shown in the plans and SY specifications, including Section HM "Hyrdromulch". Price shall include all materials, labor, and equipment, including watering and fertilizing. Contractor shall be responsible to the establishment of vegetation prior to payment for this item. Block Sod (Bermuda) furnish and install as shown in the plans and specifications, L7 including Section SD "Sodding". Price shall include all materials, labor, and SY equipment, including watering, fertilizing, and rolling. L8 L9 Ll0 LII L12 Soil Retention Blanket (Class I, Type A) per TxDOT Specification Item 169, "Soil SY Retention Blanket", furnish and install as directed by the Engineer. Price shall include all materials, labor, and equipment. PVC Schedule 40 Conduit (4")(Irrigation Sleeve) — including trenching, backfill, all LF materials, and other incidentals to complete in place as shown in the plans and specifications. Irrigation Valve Box (Rainbird VB -STD or Equivalent) — including all materials, excavation, backfill, cut-outs, and other incidentals necessary to complete work as EA shown in plans and specifications. Project Mowing & Landscape Maintenance including all materials, labor, and equipment for project mowing within ROW and Easement areas as necessary to keep vegetative growth below 8" height. Price shall include other landscape maintenance as necessary including trimming of trees and or shrubs that may conflict with construction or traffic. All trees marked to remain shall be protected. Quantity shown shall not be exceeded except in the event of extension of contract time. Storm Water Pollution Prevention Plan - For furnishing storm water pollution prevention plan in accordance with the latest EPA and TCEQ criteria in order to comply with the NPDES Phase II requirements. This shall include NOI, SWPPP, NOT, inspections, maintenance and all other requirements until final acceptance of the proj ect. h-rigation items listed below are for the repair / replacement of systems within the project limits that are in conflict or damaged by construction. Plans of existing systems were not available and items shown below may or may not represent required components. Contractor shall coordinate with Engineer, Owner, and Property Representatives on actual repairlreplacement ofsystems based on field conditions. MO LS UNIT P-17 FIRST STREET/ COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coif Road Coit Road — US Highway 380 to north of First Street P 1 SPE R. Bid Item Descriptions BID ITEM DESCRIPTION UNIT AL1 Irrigation Line (3/4" Class 200 PVC Purple) - including trenching, backfill, fittings, LF and other incidentals to complete in place as shown in the plans and specifications. AL2 Irrigation Line (1" Class 200 PVC Purple) - including trenching, backfill, fittings, LF and other incidentals to complete in place as shown in the plans and specifications. AL3 Irrigation Line (1-1/4" Class 200 PVC Purple) - including trenching, backfill, LF fittings, and other incidentals to complete in place as shown in the plans and specifications. AL4 Irrigation Line (1-1/2" Class 200 PVC Purple) - including trenching, backfill, LF fittings, and other incidentals to complete in place as shown in the plans and specifications. AL5 Irrigation Line (2" Class 200 PVC Purple) - including trenching, packfill, fittings, LF and other incidentals to complete in place as shown in the plans and specifications. AL6 Irrigation Line (2-1/2" Class 200 PVC Purple) - including trenching, backfill, LF fittings, and other incidentals to complete in place as shown in the plans and specifications. AL7 PVC Schedule 40 Conduit (6" Sleeve) - including trenching, backfill, all materials, LF and other incidentals to complete in place as shown in the plans and specifications. AL8 Remote Control Valve (1") - including valve box, ball valve, wire splices, and gravel EA backfill and any other incidentals necessary to complete in place as shown in the plans and specifications. AL9 Remote Control Valve (2") - including valve box, ball valve, wire splices, and gravel EA backfill and any other incidentals necessary to complete in place as shown in the plans and specifications. ALIO Quick Coupling Valve - including valve box, stake, clamps, swing joint assembly, EA and gravel backfill, and any other incidentals necessary to complete in place as shown in the plans and specifications. ALI1 2" Backflow Connection Assembly-- including backflow preventer, pressure reducing valve, gate valve, M.J. Tee, water meter and fittings, and any other EA incidentals necessary to complete in place as shown in the plans and specifications. AL12 Weather Station Assembly - including galvanized steel post, concrete footing, valve EA box, and any other incidentals necessary to complete in place as shown in the plans and specifications. AL 13 Lawn Spray Head Assembly - including nozzle, flex PVC tubing, fittings, and any EA other incidentals necessary to complete in place as shown in the plans and specifications. AL14 Rotary Spray Head (Part Circle) Assembly - including swing joint, fittings, and EA any other incidentals necessary to complete in place as shown in the plans and specifications. P-18 FIRST STREET/ COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coit Road Coit Road — US Highway 380 to north of First Street Pr S PER Bid Item Descriptions BID ITEM DESCRIPTION UNIT Rotary Spray Head(Full Circle) Assembly — including swing joint, fittings, and any EA AL15 other incidentals necessary to complete in place as shown in the plans and specifications. AL16 Valve Wiring (UF — 12 Gauge) — furnish and install as necessary to complete in LF place as shown in the plans and specifications. AL17 Copper Service Line (2") (Type K) including trenching, backfill, fittings, and other LF incidentals to complete in place as shown in the plans and specifications. AL18 Master Valve / Hydrometer IS -BM -20 including valve box, stake, clamps, swing EA joint assembly, and gravel backfill, and any other incidentals necessary to complete in place as shown in the plans and specifications. AL19 Pressure Reducing Valve (2") - including valve box, stake, clamps, and gravel EA backfill, and any other incidentals necessary to complete in place as shown in the plans and specifications. AL20 Gate valve (2") - including valve box, stake, clamps, and gravel backfill, and any EA other incidentals necessary to complete in place as shown in the plans and specifications. AL21 Gate Valve (2 '/2") - including valve box, stake, clamps, swing joint assembly, and EA gravel backfill, and any other incidentals AL22 Tapping Sleeve (2" x Line size) furnish and install as necessary to complete in place EA as shown in the plans and specifications. AL23 Water Meter (2") - including placement, backfill, fittings, and other incidentals to EA complete in place as shown in the plans and specifications. AL24-AL37 Various Landscape Items, Furnish all labor, equipment, and materials required, to Various relocate or replace existing landscaping where necessary. Tree removal and replanting shall be under the direction of a qualified landscape service. Fertilization and watering of items shall be subsidiary. All work shall conform to TxDOT Specification Items 166 "Fertilizer", Item 168 "Vegetative Watering", Item 192 "Landscape Planting", and Item 193 "Landscape Establishment". All trees shown to remain shall be protected. Contractor to coordinate with Chvner and Engineer prior to anv tree or landscaping removal. P-19 FIRST STREET/ COIT ROAD IMPROVEMENTS First Street — Craig Street to east of Coit Road Coit Road — US Highway 380 to north of First Street TOTAL PROJECT BID AMOUNT PROJECT BID SUMMARY Total Proiect— Summary r ; W N P r S PER Total Calendar Days 480 SUMMARY STATEMENT OF MATERIALS AND SERVICES (Base Bid) Total Material Cost Based Upon Estimated Quantities $ Total Services Cost Based Upon Estimated Quantities $ Total Contract Price Based Upon Estimated Quantities $ NOTES: 1. The total materials cost based upon estimated quantities plus the total services cost based upon estimated quantities MUST equal the amount shown for the total contract price based upon the estimated quantities. 2. The Contractor will be responsible for the payment of all taxes in compliance with the laws of the State of Texas and the United States. 3. Any reference to taxes within these documents which is in conflict with the Tax Laws will be deleted from the PROJECT. P-20 ' FIRST STREET/ COIT ROAD IMPROVEMENTS First Street - Craig Street to east of Coit Road Coif Road- US Highway 380 to north of First Street � ,c WN 1 r S PER. PROJECT BID SUMMARY The Owner reserves the right to delete any bid items or portions thereof. If the Owner elects to delete any portions of the PROJECT from the contract, then the contract can be awarded on that basis. ' The undersigned Bidder hereby declares that he has visited the site of the work and has carefully examined the Contract Documents pertaining to the work covered by the above bid, and further agrees to commence work within ten (10) days after the date of written notice to do so, and ' substantially complete the work in 480 Calendar days. Enclosed with this proposal is a Certified Check for: ' Dollars ($ ) (5% of Maximum Amount Bid) Or, a Proposal Bond in the sum of. r V-' �vf "D —% i 1r.�� t y AM��r }� 1 1� Dollars l$ ) (5% of Maximum Amount Bid) which it is agreed shall be collected and retained by the Owner as liquidated damages in the event this proposal is accepted by the Owner within sixty (60) days after bids are received and the undersigned fails to execute the contract and the required bond for the Owner within ten (10) days after the date said proposal is accepted, otherwise said check or bond shall be returned to the undersigned upon request. PASINLO Contractor By: Printed Name Address City State ZIP o Telephone k-1 )�) -2� L-. - Co— Facsimile P-21 CONTRACT DOCUMENTS SECTION WC WORKER'S COMPENSATION INSURANCE COVERAGE WCA 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 work on the project until the contractor's/person's work on the project has been completed and accepted by the governmental entity. Persons providing services on the project ("subcontractor" in §406.096): Includes all persons or entities performing all or part of the services the contractor has undertaken to perform on the project, regardless of whether that person contracted directly with 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, or providing labor, transportation or other service related to a project. "Services" does not include activities unrelated to the project, such as food/beverage vendors, office supply deliveries and delivery of portable toilets. WC.2 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 all employees of the contractor providing services on the project, for the duration of the project. WC.3 The contractor must provide a certificate of coverage to governmental entity prior to being awarded the contract. WCA 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. WC.5 The contractor shall obtain from each person providing services on a project, and provide to the governmental entity: (l) 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 (7) 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. WC.6 The contractor shall retain all required certificates of coverage for the duration of the project and for one year thereafter. WC -1 WC.7 The contractor shall notify the governmental entity in writing by certified mail or personal delivery, I within ten (10) days after the contractor know or should have known, or any change that materially affects the provision of coverage of any person providing services on the project. ' WC.8 The contractor shall post on each project site a notice, in the text, form and manner prescribed by the Texas Workers' Compensation Commission, information all persons providing services on the project that they are required to be offered, and stating how a person may verify coverage and report lack of coverage. ' WC.9 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; (2) provide 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 showing 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 (1) year thereafter; (6) notify the governmental entity in writing by certified mail or personal delivery, within ten (10) days after the person know 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. WC.10 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 workers' compensation coverage for the duration of the project, that the coverage 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 WC -2 misleading information may subject the contractor to administrative penalties, criminal penalties, civil ' penalties, or other civil actions. WCA I The contractor's failure to comply with any of these provisions is a breach of contract by the contractor ' which entities the governmental entity to declare the contract void if the contractor does not remedy the breach within ten (10) days after receipt of notice of breach from the governmental entity. WC -3 CONDITIONS OF CONTRACT u 0 SECTION G GENERAL CONDITIONS OF AGREEMENT SECTION G — GENERAL CONDITIONS OF AGREEMENT Section Page G.1 DEFINITION OF TERMS......................................................... G-1 G.1.1 Owner, Contractor, and Engineer ............................................ G-1 G.1.2 Contract Documents.............................................................. G-1 G.1.3 Sub-Contractor...................................................................... G-1 G.1.4 Written Notice....................................................................... G-1 G.1.5 Work.................................................................................... G-1 G.1.6 Extra Work........................................................................... G-2 G.1.7 Calendar Day........................................................................ G-2 G.1.8 Substantially Completed......................................................... G-2 G.2 RESPONSIBILITIES OF THE ENGINEER AND THE CONTRACTOR G-2 G.2.1 Owner -Engineer Relationship.................................................. G-2 G.2.2 Professional Inspection by Engineer ........................................ G-2 G.2.3 Payments for Work................................................................ G-2 G.2.4 Objections and Determinations ............................................... G-3 G.2.5 Contractor's Duty and Superintendence ................................... G-3 G.2.6 Contractor's Understanding.................................................... G-3 G.2.7 Character of Workmen........................................................... G-4 G.2.8 Contractor's Buildings............................................................ G-4 G.2.9 Sanitation............................................................................. G-4 G.2.10 Shop Drawings...................................................................... G-4 G.2.11 Preliminary Approval.............................................................. G-4 G.2.12 Defects and their Remedies .................................................... G-5 G.2.13 Changes and Alterations........................................................ G-5 G.3 GENERAL OBLIGATIONS AND RESPONSIBILITIES .................... G-5 G.3.1 Keeping Plans and Specifications Accessible ............................. G-5 G.3.2 Ownership of Drawings.......................................................... G-5 G.3.3 Adequacy of Design............................................................... G-5 G.3.4 Right of Entry ....................................................................... G-6 G.3.5 Collateral Contracts............................................................... G-6 G.3.6 Discrepancies and Omissions .................................................. G-6 G.3.7 Equipment, Materials, and Construction Plant ........................... G-6 g -i Section Page G.3.8 Protection Against Accident to Employees and the Public........... G-6 G.3.9 Performance and Payment Bonds ............................................ G-6 G.3.10 Losses from Natural Causes ................................................... G-7 G.3.11 Protection of Adjoining Property .............................................. G-7 G.3.12 Protection Against Claims ....................................................... G-7 G.3.13 Protection Against Royalties or Patented Invention ................... G-7 G.3.14 Laws and Ordinances............................................................. G-8 G.3.15 Assignment of Subletting....................................................... G-8 G.3.16 Indemnification..................................................................... G-8 G.3.17 Insurance............................................................................. G-8 G.3.18 Policies of Insurance.............................................................. G-9 G.3.19 Waiver of Subrogation........................................................... G-9 G.4 PROSECUTION AND PROGRESS .............................................. G-9 G.4.1 Time and Order of Completion ................................................ G-9 G.4.2 Extension of Time................................................................. G-9 G.4.3 Hindrances and Delays.......................................................... G-10 G.5 MEASUREMENT AND PAYMENT .............................................. G-10 G.5.1 Quantities and Measurements ................................................ G-10 G.5.2 Estimated Quantities............................................................. G-10 G.5.3 Price of Work........................................................................ G-10 G.5.4 Partial Payments................................................................... G-10 G.5.5 Use of Completed Portions ..................................................... G-11 G.5.6 Final Completion and Acceptance ............................................ G-11 G.5.7 Affidavit of Bills Paid .................................... I.... I.................... G-11 G.5.8 Final Payment....................................................................... G-11 G.5.9 Payments Withheld............................................................... G-12 G.5.10 Delayed Payments................................................................. G-12 G.6 EXTRA WORK AND CLAIMS .................................................... G-12 G.6.1 Change Orders...................................................................... G-12 G.6.2 Minor Changes...................................................................... G-13 G.6.3 Extra Work........................................................................... G-13 G.7 ABANDONMENT OF CONTRACT .............................................. G-14 g -ii Section Page G.7.1 Abandonment by Contractor ................................................... G-14 G.7.2 Abandonment by Owner ........................................................ G-15 t t t SECTION G - GENERAL CONDITIONS OF AGREEMENT G.1 DEFINITION OF TERMS: G.1.1 Owner, Contractor, and Engineer: The OWNER, the CONTRACTOR and the ENGINEER are those persons or organizations identified as such in the Agreement and are referred to throughout the Contract Documents as if singular in number and masculine in gender. The term ENGINEER means the ENGINEER or his duly authorized representative. The ENGINEER shall be understood to be the ENGINEER of the OWNER, and nothing contained in the Contract Documents shall create any contractual or agency relationship between the ENGINEER and the CONTRACTOR. The OWNER may include any authorized representative of OWNER as may be set forth in the Special Conditions. G.1.2 Contract Documents: The Contract Documents shall consist of the Advertisement for Proposals, Instruction to Bidders, Proposal, signed Agreement, Performance and Payment Bonds, Special Bonds (when required), General Conditions of the Agreement, Special Conditions of the Agreement, Technical Specifications, Plans, and all modifications thereof incorporated in any of the documents before the execution of the Agreement. The Contract Documents are complementary, and what is called for by any one shall be as binding as if called for by all. In case of conflict between any of the Contract Documents, priority of interpretation shall be in the following order: signed Agreement, Performance and Payment Bonds, Special Bonds (if any), Proposal, Special Conditions of Agreement, Advertisement for Proposals, Technical Specifications, Plans, and General Conditions of Agreement. G.1.3 Sub -Contractor: The term Sub -Contractor, as employed herein, includes only those having a direct contract with the CONTRACTOR and it includes one who furnishes material worked to a special design according to the plans or specifications of this work, but does not include one who merely furnishes material not so worked. G.1.4 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 registered or certified mail, return receipt requested, to the last business address known to him who gives the notice. ' G.1.5 Work: The CONTRACTOR shall provide and pay for all materials, supplies, machinery, equipment, tools, superintendence, labor, services, insurance, permits, certificates, licenses, and all water, light, power, fuel, transportation and other facilities 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 a good quality. The CONTRACTOR shall, if required, furnish satisfactory evidence as to the kind and quality of materials. Materials of work described in words, which so applied, have a well known technical or trade meaning shall be held to refer to such recognized standards. G-1 G.1.6 G.1.7 G.1.8 G.2 G.2.1 G.2.2 G.2.3 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 OWNER or ENGINEER 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 not covered by the CONTRACTOR'S Proposal. Calendar Day: "Calendar Day" is any day of the week or month, no days being excepted. Substantially: By the term "substantially completed" is meant that the structure has been made suitable for use or occupancy or the facility is in condition to serve its intended purpose, but still may require minor miscellaneous work and adjustment. RESPONSIBILITIES OF THE ENGINEER AND THE CONTRACTOR: Owner -Engineer Relationship: The ENGINEER may be the OWNER'S representative during construction. The duties, responsibilities and limitations of authority of the ENGINEER as the OWNER'S representative during construction are as set forth in the Contract Documents and shall not be extended or limited without written consent of the OWNER and ENGINEER. The ENGINEER will advise and consult with the OWNER, and OWNER'S instructions to the CONTRACTOR shall be issued either through the OWNER or the ENGINEER. Professional Inspection by Engineer: The ENGINEER shall make periodic visits to the site to familiarize himself generally with the progress of the executed work and to determine if such work generally meets the essential performance and design features and the technical and functional engineering requirements of the Contract Documents; provided and except, however, that the ENGINEER shall not be responsible for making any detailed, exhaustive, comprehensive or continuous on-site inspection of the quality or quantity of the work or 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 thereto or in connection therewith. 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 or any of the CONTRACTOR'S or subcontractor's agents, servants or employees or any other person, firm or corporation performing or attempting to perform any of the work. Payments for Work: The OWNER or ENGINEER shall review CONTRACTOR'S applications for payment and supporting data, determine the amount owed to the CONTRACTOR and approve, in writing, payment to CONTRACTOR in such amounts; such approval of payment to CONTRACTOR constitutes a representation to the OWNER'S or ENGINEER'S professional judgment that the work has progressed to the point indicated to the best of his knowledge, information and belief, but such approval of an application for payment to CONTRACTOR shall not be deemed as a representation by OWNER or ENGINEER that OWNER or ENGINEER has made any examination to determine how or for what purpose CONTRACTOR has used the moneys paid on account of the Contract price. G-2 n I I G.2.4 Objections and Determinations: The ENGINEER shall determine 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. The ENGINEER'S decision shall be rendered in writing within a reasonable time and shall be binding. G.2.5 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. The superintendent shall represent the CONTRACTOR in his absence and all directions given to him shall be as binding as if given to the CONTRACTOR. The CONTRACTOR is and at all times shall remain an independent contractor, solely responsible for the manner and method of completing his work under this contract, with full power and authority to select the means, method and manner of performing such work, so long as such methods do not adversely affect the completed improvements, the OWNER and ENGINEER being interested only in the result obtained and conformity of such completed improvements to the Contract Documents. Likewise, the CONTRACTOR shall be solely responsible for the safety of himself, his employees and other persons, as well as for the protection of the safety of the improvements being erected and the property of himself or any other person, as a result of his operations hereunder. Shop or working construction drawings and any specifications shown in relation thereto, as well as any additional information concerning the work to be performed, passing from or through the ENGINEER, shall not be interpreted as requiring or allowing CONTRACTOR to deviate from the plans and specifications, the intent of such drawings, specifications and any other such instructions being to define with particularity the agreement of the parties as to the work the CONTRACTOR is to perform. CONTRACTOR shall be fully and completely liable, at his own expense, for design, construction, installation and use, or non-use, of all items and methods incident to performance of the contract, and for all loss, damage or injury incident thereto, either to person or property, including, without limitation, the adequacy of all temporary supports, shoring, bracing, scaffolding, machinery or equipment, safety precautions or devices, and similar items or devices used by him during construction. ' Any review of work in process, or any visit or observation during construction, or any clarification of plans and specifications, by the OWNER or ENGINEER, 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 temporary construction or construction processes, or by other means or method, 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 constituting the contract, or for the purpose of enabling 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 the proper performance of his work on the project, including but 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. Deviation by the CONTRACTOR from plans and specifications that may have been in evidence during any such visitation or observation by the OWNER or ENGINEER, or any of his representatives, 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. ' G.2.6 Contractor's Understanding: It is understood and agreed that the CONTRACTOR has, by careful examination, satisfied himself as to the nature and location of the work, the conformation of the ground, the character, quality and quantity of the materials to be encountered, the character of equipment and facilities needed preliminary to and G-3 t G.2.7 G.2.8 during the prosecution of the work, the general and local conditions, and all other matters which can in any way affect the work under this contract. No verbal agreement or conversation with any officer, agent or employee of the OWNER or ENGINEER, either before or after the execution of this contact, shall affect or modify any of the terms or obligations herein contained. Character of Workmen: The CONTRACTOR agrees to employ only orderly and competent men, skillful in the performance of the type of work required under this contract, to do the work; and agrees that whenever the OWNER or ENGINEER shall inform him in writing that any man or men on the work are, in his opinion, incompetent, unfaithful or disorderly, such man or men shall be discharged from the work and shall not again be employed on the work without the OWNER'S or ENGINEER'S written consent. Contractor's Buildings: The building of structures for housing men, or the erection of tents or other forms of protection, will be permitted only at such places as the OWNER or 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 OWNER or ENGINEER. G.2.9 Sanitation: G.2.10 G.2.11 Necessary sanitary conveniences for the use of laborers on the work, properly secluded from public observation, shall be constructed and maintained by the CONTRACTOR in such manner and at such points as shall be approved by the OWNER or ENGINEER, and their use shall be strictly enforced. Shop Drawings: The CONTRACTOR shall submit to the OWNER or ENGINEER, with such promptness as to cause no delay in his own work or in that of any other contractor, four checked copies, unless otherwise specified, of all shop and/or setting drawings and schedules required for the work of the various trades, and the OWNER or ENGINEER shall pass upon them with reasonable promptness, noting desired corrections. The CONTRACTOR shall make any corrections required by the OWNER or ENGINEER, file with him two corrected copies and furnish such other copies as may be needed. The OWNER'S or ENGINEER'S approval of such drawings or schedules shall not relieve the CONTRACTOR from responsibility for deviations from drawings or specifications, unless he has in writing called the OWNER'S or ENGINEER'S attention to such deviations at the time of submission, 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 OWNER or 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 OWNER or 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. Preliminary Approval: The OWNER or ENGINEER shall not have the power to waive the obligations of this contract for the furnishing by the CONTRACTOR of good material, and of his performing good work as herein described, in full accordance with the plans and specifications. No failure or omission of the OWNER or ENGINEER to discover, object to or condemn any defective work or material shall release the CONTRACTOR from the obligations to fully and properly perform the contract, including without limitation, the obligation to G-4 at once tear out, remove and properly replace the same at any time prior to final acceptance upon the discovery of said defective work or material; provided, however, that the OWNER or ENGINEER shall, upon request of the CONTRACTOR, inspect and accept or reject any material furnished, and in event the material has been once accepted by the OWNER or 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 OWNER or ENGINEER prior to final acceptance, and if found not 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 in writing prior inspection or approval, he shall bear all expense of taking up, removing, and replacing this work if so directed by the OWNER or ENGINEER. G.2.12 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 OWNER or ENGINEER as unsuitable or not in conformity with the specifications, the CONTRACTOR shall, after receipt of written notice thereof from the OWNER or ENGINEER, forthwith remove such material and rebuild or otherwise remedy such work so that it shall be in full accordance with this contract. G.2.13 Changes and Alterations: ' The CONTRACTOR further agrees that the OWNER or ENGINEER 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 the construction, without affecting the validity of this contract and the accompany Performance and Payment Bonds. If such changes or alterations diminish the quantity of the work to be done, they shall not constitute the basis for a claim for damages for anticipated profits on the work that may be dispensed with. If the amount of work is increased, such additional work shall be paid for as provided under 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 recompense 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. G.3 GENERAL OBLIGATIONS AND RESPONSIBILITIES: G.3.1 Keeping Plans and Specifications Accessible: The OWNER shall furnish the CONTRACTOR with an adequate and reasonable number of copies of all plans and specifications without expense to him, and the CONTRACTOR shall keep one copy of the same constantly accessible on the work, with the latest revisions noted thereon. G.3.2 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 signed contract sets, are to be returned to him on request, at the completion of the work. All models are the property of the OWNER. G.3.3 Adequacy of Design: It is understood that the OWNER believes it has employed competent engineers and designers. It is, G-5 therefore, agreed that, as to the CONTRACTOR only, the OWNER shall be responsible for the adequacy of the design, sufficiency of the Contract Documents, and the practicability of the operations of the completed project; provided 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 said requirements of the Contract Documents, approved modifications thereof and all approved additions and alterations thereto. G.3.4 Right of Entry: G.3.5 G.3.6 G.3.7 G.3.8 G.3.9 The OWNER reserves the right to enter the property or location on which the works herein contracted for are to be constructed or installed, by such agent or agents as he may elect, for the purpose of inspecting the work, or for the purpose of constructing or installing such collateral work as said OWNER may desire. Collateral Contracts: The OWNER agrees to provide by separate contract or otherwise, all labor and material essential to the completion of the work specifically excluded from this contract, in such manner as not to delay the progress of the work or damage said CONTRACTOR, except where such delays are specifically mentioned elsewhere in the Contract Documents. Discrepancies and Omissions: It is further agreed that it is the intent of this contract that all work must be done and all material must be furnished in accordance with the generally accepted practice, and in the event of any discrepancies between the separate contract documents, the priority of interpretation defined under "Contract Documents" shall govern. In the event that there is still any doubt as to the meaning and intent of any portion of the contract, specifications or drawings, the ENGINEER shall define which is intended to apply to the work. Equipment, Materials, and Construction Plant The CONTRACTOR shall be responsible for the care, preservation, conservation, protection and replacement 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, or whether OWNER has taken possession of completed portions of such work, until the entire work is completed and accepted. Protection Against Accidents to Employees and the Public: 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 safety 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. The safety precautions actually taken and their adequacy shall be the sole responsibility of the CONTRACTOR, acting at his discretion as an independent contractor. Performance and Payment Bonds: Unless otherwise specified, it is further agreed by the parties to this Contract that the CONTRACTOR will execute separate performance and payment bonds, each in the sum of one hundred (100) percent of the total contract price, in standard forms for this purpose, guaranteeing faithful performance of the work and the fulfillment of any guarantees required, and further guaranteeing payment to all persons G-6 IG.3.12 supplying labor and materials or furnishing him any equipment in the execution of the Contract, and it is agreed that this contract shall not be in effect until such performance and payment bonds are furnished and approved by the OWNER. Unless otherwise approved in writing by the OWNER, the surety company underwriting the bonds shall be acceptable according to the latest list of companies holding certificates of authority from the appropriate authority of the State of Texas. Unless otherwise stated, the cost of the premium for the performance and payment bonds shall be included in the CONTRACTOR'S proposal. Losses from Natural Causes: Unless otherwise specified, all loss or damage to the CONTRACTOR arising out of the nature of the work to be done, or from the action of the elements, or from any unforeseen circumstance in the prosecution of the same, 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. Protection of Adjoining Property: The CONTRACTOR shall take proper means to protect the adjacent or adjoining property or properties in any way encountered, which might be injured or seriously affected by any process of construction to be undertaken under this Agreement, from any damage or injury by reason of said process of construction; and he shall be liable for any and all claims for such damage on account of his failure to fully protect all adjoining property. The CONTRACTOR agrees to indemnify, save and hold harmless the OWNER and ENGINEER against any claim or claims for damages due to any injury to any adjacent or adjoining property, arising or growing out of the performance of the contract. Protection Against Claims: The CONTRACTOR agrees that he will indemnify and save the OWNER and ENGINEER harmless from all claims growing out of the demands of sub -contractors, laborers, workmen, 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, regardless whether caused wholly or in part by the negligence or gross negligence of any party indemnified hereunder and regardless of the application of any worker's compensation or similar statute which might apply to any employees or agents of the CONTRACTOR or any Subcontractor. 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. If the CONTRACTOR fails so to do, then the OWNER may, at its sole option, either pay directly any unpaid bills of which the OWNER has written notice and deduct such amount from the next partial payment due to CONTRACTOR, or withhold from the CONTRACTOR'S unpaid compensation a sum of money deemed reasonably sufficient to liquidate any and all such lawful claims until satisfactory evidence is furnished that all liabilities have been fully discharged, whereupon payments to the CONTRACTOR shall be resumed in full in accordance with the terms of this contract; but in no event shall the provisions of this sentence be construed to impose any obligation upon the OWNER by either the CONTRACTOR or his Surety. 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. The CONTRACTOR shall defend all suits or claims for infringement of any patent or copyright rights and shall indemnify and save the OWNER and ENGINEER harmless from any loss on account thereof, except that the OWNER shall defend all such suits and claims and shall be responsible for all such loss when a particular design, device, material or process or the product of a particular manufacturer or manufacturers is specified or required by the OWNER; provided, however, if choice of G-7 G.3.14 G.3.15 G.3.16 G.3.17 alternate design, device, material or process is allowed to the CONTRACTOR, then CONTRACTOR shall indemnify and save OWNER harmless from any loss on account thereof. 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 gives such information to the OWNER. Laws and Ordinances: The CONTRACTOR shall at all times observe and comply with all Federal, State and local laws, ordinances and regulations, which in any manner affect the contract or the work, and shall indemnify and save harmless the OWNER and ENGINEER against any claim arising from the violation of any such laws, ordinances, and regulations whether by the CONTRACTOR or his employees, except where such violations are called for by the provisions of the Contract Documents. If the CONTRACTOR observes that the plans and specifications are at variance therewith, he shall promptly notify the OWNER or ENGINEER in writing, and any necessary changes shall be adjusted 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 OWNER or ENGINEER, he shall bear all costs arising therefrom. In case the OWNER is a body politic and corporate, 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 contract, shall be controlling, and shall be considered as part of this contract, to the same effect as though embodied herein. 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 OWNER or ENGINEER, and that no part or feature of the work will be sublet to anyone objectionable to the ENGINEER or the OWNER. The CONTRACTOR further agrees that the subletting of any portion or feature of the work, or materials required in the performance of this contract, shall not relieve the CONTRACTOR from his full obligations to the OWNER, as provided by this Agreement. Indemnification: The CONTRACTOR shall defend, indemnify and hold harmless the OWNER and the ENGINEER and their respective officers, agents and employees, from and against all damages, claims, losses, demands, suits, judgments and costs, including reasonable attorneys' fees and expenses, arising out of or resulting form the performance of the work, provided that any such damages, claim, loss, demand, suit, judgment, cost or expense: Is attributable to bodily injury, sickness, disease or death or to injury or destruction of tangible property (other than the work itself) including the loss of use resulting therefrom; and, Is caused in whole or in part by any negligent act or omission of the Contractor, any Subcontractor, the Owner, anyone directly or indirectly employed by any one of them, or anyone for whose acts any of them may be liable, regardless of whether or not it is caused in part by a party indemnified hereunder. The obligation of the CONTRACTOR under this Paragraph 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, Change Orders, 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. Insurance: The CONTRACTOR at his own expense shall purchase, maintain and keep in force such insurance as will protect him from claims set forth below which may arise out of or result from the CONTRACTOR'S G-8 operations under the Contract, whether such operations be by himself or by any Subcontractor or by anyone directly or indirectly employed by any of them or by anyone for whose acts any of them may be liable, including the acts of OWNER: A. Workmen's compensation claims, disability benefits and other similar employee benefit acts; Claims for damages because of bodily injury, occupational sickness or disease, or death of his employees, and claims insured by usual bodily injury liability coverage; C. Claims for damages because of bodily injury, sickness or disease, or death of any person other than his employees, and claims insured by usual bodily injury liability coverage; D. Claims for damages because of injury to or destruction of tangible property, including loss of use resulting there from. G.3.18 Policies of Insurance: Before commencing any of the work, the CONTRACTOR shall file with the OWNER valid Policies of Insurance acceptable to the OWNER and the ENGINEER. Such Policies shall contain a provision that coverage afforded under the Policies will not be canceled until at least thirty days' prior written notice has been given to the OWNER. The CONTRACTOR shall also file with the OWNER valid Policies of Insurance covering all sub -contractors. G.3.19 Waiver of Subrogation: CONTRACTOR, its agents, employees and subcontractors, hereby waive any and all rights of subrogation against OWNER or ENGINEER arising out of any claim or incident for which insurance coverage or indemnification is required under the Contract Documents. G.4 PROSECUTION AND PROGRESS: G.4.1 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. I G.4.2 The CONTRACTOR shall submit, at such times as may reasonably be requested by the OWNER or ENGINEER, schedules which shall show the order in which the CONTRACTOR proposes to carry on the work, with dates at which the CONTRACTOR will start the several parts of the work, and estimated dates of completion of the several parts. Extension of Time: Should the CONTRACTOR be delayed in the completion of the work by any act or neglect of the OWNER or ENGINEER, or of any employee of either, or by other contractors employed by the OWNER, or by changes ordered in the work, or by strikes, lockouts, fires, and unusual delays by common carriers, or uncontrollable cause or causes beyond the CONTRACTOR'S control, and the OWNER or ENGINEER decides such cause justifies the delay, then an extension of time sufficient to compensate for the delay G-9 G.4.3 G.5 G.5.1 G.5.2 G.5.3 G.5.4 as determined by the OWNER or ENGINEER shall be allowed for completing the work; provided, however, that the CONTRACTOR shall give the OWNER or ENGINEER prompt notice in writing of the cause of such delay. Hindrances and Delays: No claims shall be made by the CONTRACTOR for damages resulting from hindrances or delays from any cause (except where the work is stopped by order of the OWNER) during the progress of any portion of the work embraced in this contract. In case said work shall be stopped by the act of the OWNER, then such expense as in the judgment of the ENGINEER is caused by such stoppage of said work shall be paid by the OWNER to the CONTRACTOR. MEASUREMENT AND PAYMENT: 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. Estimated Quantities: This agreement, including the specifications and plans, 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 material to be furnished under this contract may differ somewhat from these estimates. 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 on the completion of all work and of the delivery of all material embraced in this Contract in full conformity with the specifications and stipulations herein contained, the OWNER agrees to pay the CONTRACTOR the prices set forth in the Proposal hereto attached, which has been made a part of this contract. The CONTRACTOR hereby agrees to receive such prices in full payment for furnishing all material and all labor required for the aforesaid work, also for all expense incurred by him, and for well and truly performing the same and the whole thereof in the manner and according to this Agreement. Partial Payments: On or before the 25th day of each month, the CONTRACTOR shall prepare and submit to the OWNER an application for payment showing as completely as practicable the total value of the work done by the CONTRACTOR up to and including the last day immediately preceding the date of such application and the value of all sound materials delivered on the site of the work that are to be fabricated into the work. In addition an updated construction schedule shall be submitted in an electronic format acceptable to the OWNER. The OWNER or ENGINEER shall verify CONTRACTOR'S application, shall either approve or modify the total value of the work done by CONTRACTOR and the value of materials delivered on the site, and shall submit to OWNER such application for payment as approved or modified with OWNER'S and/or ENGINEER'S verification affixed thereto on or before the 5th day of the month following the receipt of the application from CONTRACTOR. The OWNER shall pay the CONTRACTOR on or before the 20th day of the month in which the OWNER G-10 receives the approved application from the OWNER or ENGINEER the total amount of the approved and verified application, less 5 percent of the amount thereof, which 5 percent 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 and some unexpected and unusual delay occurs due to no fault or neglect on the part of the CONTRACTOR, the OWNER may, upon written recommendation of the ENGINEER, pay a reasonable and equitable portion of the retainage to the CONTRACTOR, or the CONTRACTOR at the OWNER'S option, may be relieved of the obligation to fully complete the work and, thereupon, the CONTRACTOR shall receive payment of the balance due him under the contract subject only to the conditions stated under "Final Payment." Any such payments of retainage by OWNER to CONTRACTOR prior to final payment must be agreed to in writing by the surety or sureties on CONTRACTOR'S payment and performance bonds. The Contractor shall submit to the OWNER, copies of the material invoices with the application for payment. No payment will be made to the CONTRACTOR until the quantities of work submitted have been checked and verified by the OWNER or ENGINEER. G.5.5 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 the time for completing the entire work or such portions may not have expired. Such taking possession and use shall not be deemed an acceptance of any work not completed in accordance with the Contract Documents, nor shall the risk of loss change from CONTRACTOR to OWNER. 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 the OWNER or ENGINEER may determine. G.5.6 Final Completion and Acceptance: The CONTRACTOR shall notify the OWNER or ENGINEER when, in the CONTRACTOR'S opinion, the contract is "substantially completed" and when so notifying the OWNER or ENGINEER, the CONTRACTOR shall furnish to the OWNER or ENGINEER in writing a detailed list of unfinished work. The OWNER or ENGINEER will review the CONTRACTOR'S list of unfinished work and will add thereto such items as the CONTRACTOR has 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. ' Within ten (10) days after the CONTRACTOR has given the OWNER or ENGINEER written notice that the work has been completed, or substantially completed, the ENGINEER and/or 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 OWNER or ENGINEER shall issue to the CONTRACTOR his Certificate of Completion, and 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. ' G.5.7 Affidavit of Bills Paid: Upon completion of the project and final acceptance by the OWNER, the CONTRACTOR shall furnish the OWNER with an affidavit certifying that all suppliers and subcontractors have been paid, before final payment shall be made by the OWNER. G.5.8 Final Payment: Upon the issuance of the Certificate of Completion, the OWNER or 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 certify same to the OWNER. Thereafter, OWNER shall pay G-11 G.5.9 G.5.10 to the CONTRACTOR, on or after the 30th day and before the 35th day, the balance due the CONTRACTOR under the terms of this Agreement, provided he has fully performed his contractual obligations under the terms of this contract and provided the CONTRACTOR has delivered to the OWNER the affidavit of bills paid, and a surety release. 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. Payments Withheld: The OWNER may, on account of subsequently discovered evidence, withhold or nullify the whole or part of any certificate to such extent as may be necessary to protect himself from loss on account of: A. Defective work not remedied. Claims filed or reasonable evidence indicating probable filing of claims. C. Failure of the CONTRACTOR to make payments properly to subcontractors or for material or labor. D. Damage to another contractor. E. Reasonable doubt that the work can be completed for the unpaid balance for the contract amount. F. Reasonable indication the work will not be completed within the contract time. G. Failure to submit "as built" drawings as required by the Contract Documents. 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 shall be made for amounts withheld because of them. Delayed Payments: Should the OWNER fail to make payment to the CONTRACTOR of the sum named in any approved partial or final statement, when payment is due, 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 (6) percent per annum, unless otherwise specified, from date due as provided under "Partial Payments" and "Final Payments," 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 "Partial Payments," to at any time thereafter treat the contract as abandoned by the OWNER and recover compensation, as provided under "Abandonment of Contract," unless such payments are withheld in accordance with the provisions of "Payments Withheld." G.6 EXTRA WORK AND CLAIMS: G.6.1 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 written Change Order prepared by the OWNER for execution by 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 execute a Change Order which has been prepared by the OWNER, the OWNER may in writing instruct the CONTRACTOR to proceed with the work as set forth in the Change Order and the CONTRACTOR may make claim against the OWNER for Extra Work involved G-12 therein, as hereinafter provided. G.6.2 Minor Changes: The OWNER or 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 change or alteration authorized by the OWNER or ENGINEER involves Extra Work and entitles him to an increase in the Contract Price, the CONTRACTOR shall make written request to the OWNER or ENGINEER for a written Field Order. ' Any request by the CONTRACTOR for a change in Contract Price shall be made in writing in accordance with the provisions of this section prior to beginning the work covered by the proposed change. ' G.6.3 Extra Work: It is agreed that the basis of compensation to the CONTRACTOR for work either added or deleted by a ' Change Order or for which a claim for Extra Work is made shall be determined by one or more of the following methods: Method (A) -By agreed 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 (15) percent. In the event said Extra Work be 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 workmen, such as foreman, timekeepers, mechanics and laborers, and materials, supplies, teams, trucks, rentals on machinery and equipment, for the time actually employed or used on such Extra Work, plus actual transportation charges necessarily incurred, together with all power, fuel, ' lubricants, water and similar operating expenses, also 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 Workmen's Compensation, and all other insurance as may be required ' by any law or ordinance, or directed by the OWNER, or by them agreed to. The OWNER or 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 OWNER or ENGINEER. The OWNER or ENGINEER 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 100 percent, unless otherwise specified, of the latest schedule of Equipment ' Ownership Expense adopted by the Associated General Contractors of America. Where practicable the terms and prices for the use of machinery and equipment shall be incorporated in the written Change Order. The fifteen percent (15%) of the "actual field cost" to be paid 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 OWNER or 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 OWNER or ENGINEER for written order authorizing such Extra Work. Should a difference of opinion arise as to what does or does not constitute Extra Work, or as to the payment therefore, and the OWNER or ENGINEER insists upon its performance, the CONTRACTOR ' shall proceed with the work after making written request for written order and shall keep an accurate G-13 G.7 G.7.1 account of the "actual field cost" thereof, as provided under Method (C). The CONTRACTOR will thereby preserve the right to submit the matter of payment to a court of general jurisdiction to decide the matter, otherwise the CONTRACTOR shall waive all claims for payment for Extra Work. ABANDONMENT OF CONTRACT: 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 ENGINEER, or if the CONTRACTOR fails to comply with the orders of the OWNER or 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 any machinery, equipment, tools, materials or supplies then on the job, but the same, together with any materials and equipment under contract for the work, may be held for use on the work by the OWNER or the Surety on the performance bond, or another contractor in completion of the work; and the CONTRACTOR shall not receive any rental or credit therefore (except when used in connection with Extra Work, where credit shall be allowed as provided for under Section 6, Extra Work and Claims), 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. In case the Surety should fail to commence compliance with the notice for completion hereinbefore provided for, within ten (10) days after service of such notice, then the OWNER may provide for completion of the work in either of the following elective manners: The OWNER may employ such force of men and use such machinery, equipment, tools, materials and supplies as said 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 moneys 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 said CONTRACTOR, then the CONTRACTOR and/or his Surety shall pay the amount of such excess to the OWNER; or The OWNER under sealed bids, after five (5) days notice published one or more times in a newspaper having general circulation in the county of the location of the work, may let the contract for the completion of the work under substantially the same terms and conditions which are provided in this contract. In the case of any increase in cost to the OWNER under the new contract as compared to what would have been the cost under this contract, such increase shall be charged to the CONTRACTOR and the Surety shall be and remain bound therefore. However, should the cost to complete any such new contract prove to be less than what would have been the cost to complete under this contract, the CONTRACTOR and/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 provided in Paragraph 5.06 hereinabove, shall be issued. A complete itemized statement of the contract accounts, certified to by the OWNER or ENGINEER as being correct, shall then be prepared and delivered to the CONTRACTOR and his Surety, whereupon the CONTRACTOR and/or his Surety, or the OWNER as the case may be, shall pay the balance due as reflected by said statement, within fifteen (15) days after the date of such Certificate of Completion. G-14 After final completion of the work and in the event the statement of accounts shows that the cost to complete the work is less than that which would have been the cost to the OWNER had the work been ' completed by the CONTRACTOR under the terms of this contract; or when the CONTRACTOR and/or his Surety shall pay the balance shown to be due by them to the OWNER, then all machinery, equipment, tools, materials or supplies left on the site of the work shall be turned over 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 hereinabove, and there remains any machinery, equipment, tools, 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 this 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 said notice the OWNER may sell such machinery, 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 t 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. G.7.2 Abandonment by Owner: In case the OWNER shall fail to comply with the terms of this contract 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 work that have not been included in payments to the CONTRACTOR and have not been wrought into the work. 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, 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 items 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 0 u 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 certify same to the OWNER who shall pay to the CONTRACTOR on or before thirty (30) days after the date of delivery to OWNER of such certified final statement. G-15 SECTION I SUPPLEMENTAL CONDITIONS INDEX PARAGRAPH TITLE PAGE I.1 SCOPE OF WORK...........................................................................................................I-1 1.2 PERMITS, CERTIFICATES, AND LICENSES............................................................. I-1 I.3 MANUFACTURER'S CERTIFICATES.........................................................................I-1 I.4 SALES TAX.....................................................................................................................I-1 I.5 CALENDAR DAY........................................................................................................... I-1 I.6 BOUNDARIES OF WORK.............................................................................................I-1 I.7 PROTECTION OF SITE.................................................................................................. I-2 1.8 INTENT OF PLANS AND SPECIFICATIONS.............................................................. I-2 I.9 ARRANGEMENT OF SPECIFICATIONS..................................................................... I-2 I.10 QUANTITIES...................................................................................................................I-2 I.11 FIELD CHANGES........................................................................................................... I-2 1.12 ENGINEER...................................................................................................................... I-3 I.13 DETAIL PLANS.............................................................................................................. I-3 I.14 SITE INVESTIGATION..................................................................................................1-3 1.15 RIGHT-OF-WAY AND EASEMENTS........................................................................... I-3 1.16 MATERIALS AND CONSTRUCTION METHOD........................................................ I-4 I.17 SEQUENCE OF CONSTRUCTION...............................................................................1-4 I.18 MATERIALS AND WORKMANSHIP AND "OR EQUAL" CLAUSE ........................ I-4 1.19 SAMPLES AND TESTS OF MATERIALS.................................................................... I-4 I.20 TESTING, INSPECTION AND CONTROL................................................................... I-5 PARAGRAPH TITLE PAGE I.21 STORAGE OF MATERIALS.......................................................................................... I-5 I.22 SOURCE OF SUPPLY OF MATERIALS....................................................................... I-5 I.23 REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK ANDMATERIALS..........................................................................................................I-6 I.24 MEASUREMENT AND PAYMENT.............................................................................. I-6 I.25 TRENCI I EXCAVATION PROTECTION..................................................................... I-6 I.26 SAFETY.................................................................................. ............................. I-7 I.27 RIGHTS OF VARIOUS INTERESTS.............................................................................I-8 I.28 SEPARATE CONTRACTS ............................................................ ................................. I-8 I.29 SPECIFICATIONS...........................................................................................................I-8 I.30 ADDENDA.......................................................................................................................I-8 I.31 CONFLICTS.....................................................................................................................I-8 I.32 LAWS TO BE OBSERVED .................................... ................1-9 ........................................ I.33 PATENTED DEVICES, MATERIALS AND PROCESSES .......................................... I-9 I.34 SANITARY PROVISIONS.............................................................................................. I-9 I.35 PUBLIC CONVENIENCE AND SAFETY................................................................... I-10 I.36 PRIVILEGES OF CONTRACTOR IN STREETS, ALLEYS, ANDRIGHTS-OF-WAY...............................................................................................I-10 I.37 RAILWAY CROSSINGS..............................................................................................1-11 I.38 BARRICADES, LIGHTS AND WATCHMEN............................................................. I-11 1.39 USE OF EXPLOSIVES.................................................................................................. I-12 1.40 EXISTING STRUCTURES AND UTILITIES..............................................................I-12 I.41 CUTTING, PATCHING AND FITTING .................................................. .................... I-13 1.42 TEMPORARY SEWER AND DRAIN CONNECTIONS ............................................. I-13 IPARAGRAPH TITLE I I I I PAGE 1.43 ARRANGEMENT AND CHARGE FOR WATER FURNISHED BYTHE TOWN ........................................................................................................... 1-13 1.44 USE OF FIRE HYDRANTS .......................................................................................... 1-14 1.45 USE OF A SECTION OR PORTION OF THE WORK ................................................ 1-14 1.46 RISK OF LOSS .............................................................................................................. 1-14 1.47 CONTRACTOR'S RESPONSIBILITY AND LIABILITY FOR PERFORMANCE OF WORK ....................................................................................... 1-14 1.48 PROTECTION OF PUBLIC AND PRIVATE PROPERTY .........................................I-15 1.49 1.50 PROTECTION OF TREES, PLANTS AND SHRUBS ................................................. NO WAIVER OF LEGAL RIGHT ................................................................................ 1-16 1-16 1.51 SAFETY ......................................................................................................................... 1-16 1.52 COMPETENT WORKMEN .......................................................................................... 1-16 1.53 FINAL INSPECTION .................................................................................................... 1-16 1.54 CLEAN-UP FOR FINAL ACCEPTANCE .................................................................... 1-17 1.55 GUARANTEE ................................................................................................................ 1-17 1.56 1.57 FAILURE TO COMPLETE ON TIME ......................................................................... INSURANCE ................................................................................................................. 1-17 1-18 1.57.1 1.57.2 Contractor's Liability Insurance ...................................................................................... Owner's Protection Liability Insurance .......................................................................... 1-18 1-18 1.57.3 "Umbrella" Excess Liability Insurance ........................................................................... 1-18 1,57.4 1.57.5 Policy Endorsements and Special Conditions ................................................................ Proof of Carriage of Insurance ....................................................................................... 1-18 1-19 1.58 1.59 TERMINATION OF CONTRACT IN CASE OF NATIONAL EMERGENCY.......... ABBREVIATIONS ........................................................................................................ 1-20 1-20 I I I I 11 t SECTION I GENERAL INFORMATION ' I.1 SCOPE OF WORK The work to be done under this contract includes the furnishing of all superintendence, ' labor, material, transportation, tools, supplies, plant, equipment, and appurtenances necessary for the complete construction of all improvements shown on the plans which are made a part of these specifications. ' I.2 PERMITS, CERTIFICATES. AND LICENSES ' The Contractor shall, at his own expense, procure any and all permits, certificates, and licenses required of him by law for the execution of his work. The Owner will furnish permits from the Texas State Highway Department and railroad companies for crossing ' their properties with utility extensions if such are required. I.3 MANUFACTURER'S CERTIFICATES ' All manufacturer's certificates required herein are to be furnished by the Contractor at his own expense. ' I.4 SALES TAX The Contractor shall refer to Rule 3.291 of the Texas Administrative Code concerning ' sales tax exemptions. If exemption cannot be obtained by the Contractor in purchasing materials for this project, the Owner will compensate the Contractor for sales tax providing that all appropriate sales receipts are submitted with the request for ' compensation. The request for sales tax compensation shall be submitted with the Contractor's request for final payment. ' NOTE: Bidders should not include sales tax in their proposal. The breakdown of materials and other costs shown in the bid proposal shall be completed by the Contractor. ' I.5 CALENDAR DAY Calendar Day is any day of the week or month, no days being excepted. Working days under a calendar day contract will be, Monday through Friday. No work other than ' clean-up will be allowed during weekends without written permission. ' 1.6 BOUNDARIES OF WORK The Owner will provide land and rights- of -way for the work specified in this contract and make suitable provisions for ingress and egress and the Contractor shall not enter on or ' occupy with men, tools, equipment, or materials, any ground outside the property of the Owner without the written permission of the Owner of such ground. Other contractors and employees or agents of the Owner may for all necessary purposes enter upon the work and premises used by the Contractor, and the Contractor shall conduct his work so as not to impede unnecessarily any work being done by others on or adjacent to the site. I.7 PROTECTION OF SITE The Contractor shall protect all structures, walks, pipe lines, trees, shrubbery, lawns and other improvements during the progress of his work and shall remove from the site all debris and unused materials. I.8 INTENT OF PLANS AND SPECIFICATIONS The intent of the plans and specifications is to prescribe a complete work or improvement which the Contractor undertakes to do in full compliance with the plans, specifications, special provisions, proposal and contract. The Contractor shall do all work as provided in the plans, specifications, special provisions, proposal and contract, and shall do such additional extra work as may be considered necessary to complete the work in satisfactory and acceptable manner. The Contractor shall furnish all labor, tools, materials, machinery, equipment and incidentals necessary to the satisfactory prosecution and completion of the work. I.9 ARRANGEMENT OF SPECIFICATIONS The inclusion of any particular specifications in each individual section of these specifications does not indicate that it is applicable only to work specified within that Section. For any particular item of work on any type of project, the specification describing that item shall govern regardless of the Section of these specifications within which it is included. The specifications included herein are grouped together into various sections for convenience only and not for the purpose of restricting the applicant of any specification. I.10 OUANTITIES The quantities of each item on the bid proposal blank represent the approximate amount of work to be done. Final quantities actually built will be determined and paid for by actual measurements on the ground of the final work completed. Bidders are especially notified that no incidental items of work will be paid for unless there appears an item in the proposal blank for such work. It must be strictly understood that the prices bid are for complete and acceptable work. I.11 FIELD CHANGES No change in the plans and/or specifications is contemplated; however, should a change be necessary, the Owner reserves the right to make such changes, unless it can be clearly shown that such change works an undue hardship on the Contractor. No extra compensation will be allowed the Contractor. 1-2 1.12 ENGINEER The word "Engineer" in these specifications shall be understood as referring to RLK Engineering, Inc., 6175 Main Street., Suite 395, Frisco, Texas 75034, Engineer for the Owner, or such other Engineer, Superintendent, or Inspector as may be authorized by said Owner to act in any particular. I.13 DETAIL PLANS Where necessary, detail plans for construction will be herewith and made a part of these specifications, the same as if they were written herein. The Contractor, awarded the contract, will be furnished with three (3) sets of all plans and specifications with no cost to him. I.14 SITE INVESTIGATION The information shown on the drawings regarding existing utilities, topography, contours, and sub -surface soils, and any quantities based thereon, is furnished solely for the convenience of the Contractor as the best information available at this time. The accuracy of this information is not guaranteed and its use in no way relieves the ' Contractor or others of any responsibility for loss due to inaccuracies or deviations therefrom which may be encountered. n 0 n The Contractor shall carefully examine the site and satisfy himself about all conditions which can in any way affect the work or the cost thereof. The Contractor shall be required to take over the site, execute the work, and deliver the completed project in accordance with the drawings and specifications. Prospective bidders shall make a careful examination of the site of the project, soil and water conditions to be encountered, improvements to be protected, disposal sites for surplus material not designated to be salvage materials, and as to methods of providing ingress and egress to private properties. Bidders shall rely exclusively upon their own estimates, investigations, tests and other data which are necessary for full and complete information upon which the proposal may be based. Any bidder, by filing his bid, represents and warrants that he has prepared his bid in accordance with the specifications, with full knowledge and understanding of the terms and provisions thereof; that he has reviewed, studied and examined the bid prior to the signing and filing of same, and that he was cognizant of the terms of his proposal, verified his calculations, and found them to be correct, and agrees to be bound thereby. I.15 RIGHT-OF-WAY AND EASEMENTS The Owner will obtain all access to all necessary right-of-ways and easements required for the completion of this project. No work shall be undertaken by the Contractor until cleared by the Owner as to available right-of-way. If Contractor wants to work off easement and is able to make an agreement with the Property Owner, then the agreement 1-3 should be documented and signed by the Property Owner and Contractor with a copy submitted to the Engineer before work off the easement commences. I.16 MATERIALS AND CONSTRUCTION METHOD The detail specifications herein are divided into several sections covering various materials and methods of construction and the applicable parts of each section shall apply to the project. I.17 SEQUENCE OF CONSTRUCTION Prior to commencing construction of the project, the Contractor shall furnish for approval to the Engineer a tentative construction schedule showing the Contractor's intended sequence of work together with approximate dates for commencing and finishing the principle units of work. The Contractor shall also furnish the Engineer a schedule of projected monthly pay estimates to assist the Owner in the management of project funds and to ensure a timely response to Contractor monthly invoices. 1.18 MATERIALS AND WORKMANSHIP AND "OR EQUAL" CLAUSE No material which has been used by the Contractor for any temporary purpose whatever is to be incorporated in the permanent structure without written consent of the Engineer. Where materials or equipment are specified by a trade or brand name, it is not the intention of the Owner to discriminate against an equal product or another manufacturer, but rather to set a definite standard of quality or performance and to establish an equal basis for the evaluation of bids. Where the words "equivalent", "proper", or "equal to" are used, they shall be understood to mean that the article or process is equal, in the opinion or judgment of the Engineer, to the article or process specified by name. Unless otherwise specified, all materials shall be the best of their respective kinds and shall be in all cases fully equal to approved samples. Notwithstanding that the words "or equal to" or other such expressions are used in the specifications; the material, manufactured article, or process specifically designated shall be used unless a substitute shall be approved in writing by the Engineer, and the Engineer shall have the right to require the use of such specifically designated material, article or process. The Contractor shall furnish all materials for a complete job as shown on the plans and as required by the specifications. 1.19 SAMPLES AND TESTS OF MATERIALS Where, in the opinion of the Engineer, or as called for in the specifications, tests of materials are necessary, such tests will be made at the expense of the Contractor unless otherwise provided. The failure to make any tests of materials shall in no way relieve the Contractor of his responsibility of furnishing materials conforming to the specifications. Tests, unless otherwise specified, will be made in accordance with the latest methods of the American Society for Testing and Materials. The Contractor shall provide such 1-4 facilities as the Engineer may require for collecting and forwarding samples and shall not use the materials represented by the samples until tests have been made. The Contractor shall furnish adequate samples without charge. I.20 TESTING, INSPECTION AND CONTROL Testing and inspection of materials required by these specifications shall be performed by a commercial testing laboratory approved by the Owner. Except as otherwise noted, the ' costs of laboratory tests will be paid by the Contractor. Any testing of material or workmanship required due to failure will be paid for by the Contractor. This payment will be made direct to the testing laboratory by the Contractor. ' A. The Contractor shall furnish, at his own expense, materials or specimens for testing. ' B. The Contractor shall furnish at his own expense, suitable evidence that the materials he proposes to incorporate into the work are in accordance with the specifications. Mill tests for reinforcing steel and cement will be acceptable if it ' is definite that the test sheets apply to the material being furnished. Manufacturer's or supplier's test results will be acceptable for such items as pipe, valves, hydrants when it is definite that the material being furnished is in ' accordance with the manufacturer's or supplier's specifications to which the test results apply. Supplier's evidence of quality and gradation of asphaltic material will be acceptable as long as the material is secured from the sources to which the ' evidence applies. Should the Contractor fail to provide the above information, the Engineer shall have the ' right to require tests to be made by the Owner's laboratory to obtain this information and the cost therefore shall be borne by the Contractor. The Engineer may have further inspection and tests made by the laboratory or may make tests himself, to insure that the Contractor is complying with the specifications. The correction or removal of such unsatisfactory work and the replacement with satisfactory work shall be performed by the Contractor at his own expense, and is understood to be fully included in his contractor requirements, without any additional compensation or claims upon the Owner or Engineer. 1.21 STORAGE OF MATERIALS ' Materials shall be stored so as to ensure the preservation of their quality and fitness for the work. When directed by the Engineer, they shall be placed on wooden platforms or other hard, clean surfaces and not on the ground, and shall be placed under cover when directed. Stored materials shall be placed and located so as to facilitate prompt inspection. I.22 SOURCE OF SUPPLY OF MATERIALS The materials shall be the best procurable, as required by the plans, specifications and '1-5 special provisions. The Contractor shall not start delivery of materials until the Engineer has approved the source of supply. Only materials conforming to these specifications shall be used in the work and such materials shall be used only so long as the quality of said materials remains equal to the requirements of the specifications. The Contractor shall furnish approved materials from other sources, if for any reason the product from any source at any time before commencement or during the prosecution of the work proves unacceptable. After approval, any material which has become mixed with or coated with dirt or any other foreign substances during its delivery and handling will not be permitted to be used in the work. L23 REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK AND MATERIALS All work which has been rejected or condemned shall be repaired or if it cannot be repaired satisfactorily, it shall be removed and replaced at the Contractor's expense. Defective materials shall be immediately removed from the site of the work. Work done without line and grade having been given, work done beyond the lines or not in conformity with the grades shown on the plans or as given, save as herein provided, work done without proper inspection, or any extra or unclassified work done without written authority and prior agreement in writing as to prices, shall be done at the Contractor's risk, and will be considered unauthorized, and, at the option of the Engineer, may not be measured and paid for, and may be ordered removed at the Contractor's expense. Upon failure of the Contractor to repair satisfactorily or to remove and replace, if so directed, rejected, unauthorized or condemned work or materials immediately after receiving notice from the Engineer, the Engineer will, after giving written notice to the Contractor, have the authority to cause defective work to be remedied or removed and replaced, or to cause unauthorized work to be removed and to deduct the cost thereof from any monies due or to become due the Contractor. I.24 MEASUREMENT AND PAYMENT Measurement and payment for the various bid items will be made in accordance with the item as set up in the Proposal. Quantities stated in the Proposal are approximate and are to be used only as a basis for estimating the probable cost of work. The Contractor will only be paid for the actual amount of work done and the material furnished. The Contractor will make no claim for damages, restocking or anticipated profits caused by any differences found between the quantities of work actually done and the estimated quantities in the Proposal. The Owner also reserves the right to delete portions of this project. If a portion of work is deleted, no claim can be filed for damages, restocking or anticipated profits. Any quantities added to this project will be paid for at the unit price bid for that item. I.25 TRENCH EXCAVATION PROTECTION This item shall govern for the Trench Excavation Protection required for the construction of all trench excavation protection systems to be utilized in the project and including all 1-6 Iadditional excavation and backfill necessitated by the protection system. A trench shall be defined as a narrow excavation made below the surface of the ground. In general, the depth is greater than the width, but the width of a trench is not greater than 15 feet (15'). In some instances, trenches greater than 15 feet (15') in width may need ' trench excavation protection and will be included as work under this item. Trench Excavation Protection shall be accomplished as required by the provisions of, t Part 1926, Sub -part P -Excavations, Trenching, and Shoring of the Occupational Safety and Health Administration's Standards and Interpretations. ' It is the sole duty, responsibility, and prerogative of the Contractor, not the Owner or Engineer, to determine the specific applicability of a trench safety system to each field condition encountered on the project. It will be the Contractor's responsibility to identify the soil type and to accurately adjust his trench safety methods according to the OSHA requirements. The 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. The 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, inspections, failure to issue stop work orders, and the hiring of the Contractor. Trench Excavation Protection shall be measured by the linear foot along the center line of trench where the depth of trench exceeds 5 feet (5'). Payment for Trench Excavation Protection, measured as prescribed above shall be made at the unit price bid per linear foot of "Trench Excavation Protection" as outlined in the Proposal. Payment shall include all components of the "Trench Protection System which can include, but not be limited to sloping, sheeting, trench boxes or trench shields, sheet piling, cribbing, bracing, shoring, de -watering or diversion of water to provide adequate drainage. Payment shall also include the additional excavation and backfill required, any jacking, jack removal, and removal of the trench supports after completion. Payment of all work prescribed under this item shall be full compensation for all excavation and backfill; for furnishing, placing and removing all shoring, sheeting, or bracing; for de -watering or diversion of water; for all jacking and jack removal; and for all other labor, materials, tools, equipment and incidentals necessary to complete the work. I.26 SAFETY 1-7 All equipment furnished and installed on this project shall be manufactured and installed in accordance with the applicable parts of the Williams -Steiger Occupational Safety and Health Act of 1970, and its subsequent amendments and revisions. All work shall be performed in accordance with the regulations and requirements of the above noted Act, revisions and amendments. I.27 RIGHTS OF VARIOUS INTERESTS Wherever work being done by the Owner's forces or by other Contractors is contiguous to work covered by this Contract, the respective rights of the various interests involved shall be established by the Engineer, to secure the completion of the various portions of the work in general harmony. I.28 SEPARATE CONTRACTS The Owner reserves the right to let other contracts in connection with this work, or to perform work with its own forces. This Contractor shall afford other Contractors or the Owner reasonable opportunity for the introduction and storage of their materials and the execution of their work, and where required, shall properly connect and coordinate his work with theirs. I.29 SPECIFICATIONS Titles to divisions and paragraphs in these Contract Documents are introduced merely for convenience and are not to be taken as part of these specifications and are, furthermore, not to be taken as a correct and complete segregation of the several units of material and labor. No responsibility, either direct or implied, is assumed by the Engineer for omissions or duplications by the Contractor or his sub -contractors, due to real or alleged error in arrangement of matter in these Contractor Documents. I.30 ADDENDA Any addenda issued in writing by the Engineer during the period of bidding shall be covered in the proposal and in executing the Contract, such addenda shall become a part thereof and modify the specifications and/or the drawings accordingly. Verbal changes in the work, made during the time of bidding will not be binding. I.31 CONFLICTS In the event of conflicts between the plans and specifications, the specifications and Contract Documents shall prevail over the plans. In the event of conflict between the various sections of the specifications, Section H - Special Specifications shall prevail. Section I - Supplemental Conditions shall prevail over the technical specification sections. In the event of conflict between plan sheets, the larger size, quantity, etc., will prevail. In the event of conflicts between methods of measurement and payment for the various 1-8 items of work between the Proposal and the Specifications, the Proposal shall prevail. I.32 LAWS TO BE OBSERVED The Contractor shall at all times observe and comply with all Federal and State laws, the Owner ordinances and regulations, which in any manner affect the conduct of the work and shall observe and comply with all orders, laws, ordinances and regulations which exist or which may be enacted later by bodies having jurisdiction or authority for such enactment. No pleas of misunderstanding or ignorance thereof will be considered. The Contractor and his sureties shall indemnify and save harmless the Owner and all its officers, agents and employees against any claims or liability arising from or based on the violation of any such law, ordinance, regulation or order whether by himself or employees. I.33 PATENTED DEVICES, MATERIALS AND PROCESSES 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. The Contractor shall defend all suits or claims or infringement of any patent or copyright rights and shall indemnify and save the Owner harmless from any loss on account thereof, except that the Owner shall defend all such suits and claims and shall be responsible for all such loss when a particular design, device, material or process or the product of a particular manufacturer or manufacturers is specified or required by the Owner. If the Contractor has information that any such design, device, material or process specified or required by the Owner is an infringement, he shall be responsible for such loss unless he promptly gives such information to the Owner. I.34 SANITARY PROVISIONS The Contractor shall establish and enforce among his employees such regulations in regard to cleanliness and disposal of garbage and waste as will tend to prevent the inception and spread of infections or contagious diseases and to prevent effectively the creation of a nuisance about the work on any property either public or private, and such regulations as are required by the Engineer shall be put into immediate force and effect by the Contractor. The necessary sanitary facilities, properly secluded from public observation, for the use of employees of the Contractor, other laborers on the work, inspector(s) and Engineer, shall be constructed and maintained by the Contractor in such a manner and at such points as will be approved by the Engineer, and their use shall be strictly enforced by the Contractor. They shall be well ventilated, but provide concealment, and shall be kept scrupulously clean at all times by the Contractor. The facilities shall be removed and the site restored to its original condition upon completion of the work. All such facilities shall conform to the requirements of State and local health authorities, ordinances, and law. All sanitary laws and regulations of the State of Texas and the Owner shall be 1-9 within strict compliance. "Porta Can" or other similar facilities which may be rented from commercial concerns will be applicable. I.35 PUBLIC CONVENIENCE AND SAFETY Materials stored about the work shall be so placed, and the work shall at all times to be so conducted, as to cause no greater obstruction to the traveling public than is considered necessary by the Engineer. The Contractor shall make provisions by bridges or otherwise at all cross streets, highways, sidewalks, and private driveways for the free passage of pedestrians and vehicles provided that where bridging is impractical or unnecessary in the opinion of the Engineer, the Contractor may make arrangements satisfactory to the Engineer for the diversion of traffic and shall, at his own expense, provide all material and perform all work necessary for the construction and maintenance of roadways and bridges for the diversion of traffic. Sidewalks must not be obstructed except by special permission of the Engineer. The materials excavated, and the construction materials or plant used in the construction of the work, shall be placed so as not to endanger the work or prevent free access to all fire hydrants, water valves, gas valves, manholes for the telephone, telegraph, signal or electric conduits, sanitary or storm sewers, and fire alarm or police call boxes in the vicinity. The Owner reserves the right to remedy any neglect on the part of the Contractor as regards the public convenience and safety which may come to its attention, after twenty- four (24) hours notice in writing the Contractor, save in cases of emergency, when it shall have the right to remedy any neglect without notice; and in either case, the cost of such work done by the Owner shall be deducted from monies due or to become due to the Contractor. The Contractor shall notify the Town, County or other Jurisdiction Traffic Control Department when any street is to be closed or obstructed, such notice shall in the case of major thoroughfares or streets upon which transit lines operate be forty-eight (48) hours in advance. The Contractor shall, when directed by the Engineer, keep any street or streets in condition for unobstructed use by the Town, County or other Jurisdiction Fire Department. Where the Contractor is required to construct temporary bridges or make other arrangements for crossing over ditches or streams, his responsibility for accidents shall include the roadway approaches as well as the structures of such crossings. I.36 PRIVILEGES OF CONTRACTOR IN STREETS, ALLEYS, AND RIGHTS-OF-WAY For the performance of the contract, the Contractor will be permitted to occupy such portions of streets or alleys, or other public places or other rights-of-way as provided for in the ordinances of the Town, County or other Jurisdictions as shown on the plans or as permitted by the Engineer. A reasonable amount of tools, materials and equipment for I- 10 construction purposes may be stored in such space, but not more than is necessary to avoid delays in the construction. Excavated and waste materials shall be piled or stacked in such a way as not to interfere with spaces that may be designated to be left free and unobstructed, nor inconvenience occupants of adjoining property. Other Contractors may, for all purposes required by their contracts, enter upon the work and premises used by the Contractor and the Contractor shall give to other Contractors of the owner all reasonable facilities and assistance for completion of adjoining work. Any additional grounds desired by the Contractor for his use shall be provided by him at his own cost and expense. I.37 RAILWAY CROSSINGS Where the work encroaches upon any right-of-way of any railway, the Owner will secure the necessary easement for the work. Where railway tracks are to be crossed, the Contractor shall observe all the regulations and instructions of the railway company as to methods of doing the work, or precautions for safety of property and the public. All negotiations with the railway company, except for the right-of-way, shall be made by the Contractor. The railway company shall be notified by the Contractor not less than five (5) days previous to the time of his intentions to begin work. The Contractor will not be paid direct compensation for such railway crossing, but shall receive only the compensation as set out in the proposal. I.38 BARRICADES. LIGHTS, WATCHMEN AND TRAFFIC CONTROL, Where the work is carried on, in or adjacent to any street, alley or public place, the ' Contractor shall at his own cost and expense furnish, erect and maintain such barricades, cones, lights and danger signals, shall provide such watchmen, and shall take such other ' precautionary measures for the protection of persons or property and of the work as are necessary. All barricades shall be painted in a color that will be visible at night, shall indicate in bold ' letters thereon the Contractor's name and shall be illuminated by lights from sunset to sunrise. The term "lights", as used herein, shall mean flares, flashers, or both. A sufficient number of barricades shall be erected to keep vehicles from being driven on or into any work under construction. The Contractor shall furnish watchmen in sufficient numbers to protect the work. ' The Contractor will be held responsible for all damage to the work due to failure of barricades, signs, lights and watchmen to protect it, and whenever evidence is found of ' such damage, the Engineer may order the damaged portion immediately removed and replaced by the Contractor at his cost and expense. ' The Contractor's responsibility for the maintenance of barricades, signs and lights, and for providing watchmen, shall not cease until the project has been accepted by the Owner. ' The Contractor shall at all times coordinate the closing of any section of road with the Chief of Police and the Chief of the Fire Department. All provisions of the Texas Uniform Traffic Control Manual shall be followed by the Contractor on this project. I.39 USE OF EXPLOSIVES The use of explosives will not be allowed on this contract work. The plans and specifications do not require the use of explosives. Should the Contractor be allowed to use explosives in the prosecution of the work, utmost care shall be exercised so as not to endanger life or property and the Contractor shall use only such methods as are currently utilized by persons, firms, or corporations engaged in a similar construction business. The Contractor shall be solely responsible for the determination as to whether explosives shall be used and for any result from the use of explosives, and shall indemnify and hold the Owner whole and harmless against any claim for damage or injury to person or property, real or personal, as the result of the use of explosives by the Contractor or any subcontractor. The Contractor shall furnish the Owner insurance sufficient to cover any such possibility, which insurance shall either include the Owner as an insured or be of such character as to protect the Owner. All explosives shall be stored in a safe and secure manner, under the care of a competent watchman at all times and all such storage places shall be marked clearly "DANGEROUS -EXPLOSIVES". The method of storing and handling explosives and highly inflammable materials shall conform with Federal and State laws, Town ordinances, and Town Fire Department regulations. The Contractor shall notify each utility company having structures in proximity to the site of the work of his intention to use explosives, and such notice shall be given sufficiently in advance tenable companies to take such steps as they may deem necessary to protect their property from injury. Such notice shall not relieve the Contractor of responsibility for any damage resulting from his blasting operations. I.40 EXISTING STRUCTURES AND UTILITIES The location of existing utilities shown on the plans are based on the interpretation of the best available information and are not warranted by the Engineer. It shall be the responsibility of the Contractor to verify and/or locate the various locations of pertinent utilities prior to or during construction. Any additional unforseen cost to the Contractor caused by any reason will not be paid for directly, but considered subsidiary to the various bid items. The plans show the locations of all known surfaces and subsurface structures. However, the location of many gas mains, water mains, conduits, sewers, etc., is unknown, and the Owner assumes no responsibility for failure to show any or all of these structures on the plans or to show them in their exact location. It is mutually agreed such failure will not be considered sufficient basis for claims for additional compensation for extra work or for increasing the pay quantities in any mariner whatsoever, unless the obstruction encountered is such as to necessitate changes in the lines or grades, or requires the building of special work, provisions for which are not made in the plans and proposal, in which case the provisions in these specifications for extra work shall apply. If any utility 1-12 is broken by the Contractor, it shall be the responsibility of the Contractor to repair, at his own expense, the damaged line and restore it to its functional use. ' I.41 CUTTING. PATCHING AND FITTING The Contractor shall perform all cutting, patching or fitting of his work that may be required to make its several parts come together properly and fit it to receive or be received by work of others shown on, or reasonably implied by the drawings and ' specifications for the, complete structure or facility. The Contractor shall not endanger any work by cutting, digging or otherwise, and shall not cut or alter the work of others unless specifically noted on the drawings and specifications or permitted by the Engineer. I.42 TEMPORARY SEWER AND DRAIN CONNECTIONS When existing sewers have to be taken up or removed, the Contractor shall at his own expense provide and maintain temporary outlets and connections for all public or private drains and sewers. The Contractor shall also take care of all sewage and drainage, which will be received from these drains and sewers; and for this purpose he shall provide and maintain, at his own expense, adequate pumping facilities and temporary outlets or diversions. The Contractor, at his own expense, shall construct such troughs, pipes, or other structures necessary and be prepared at all times to dispose of drainage and sewage received from these temporary connections until such time as the connections shall be kept in service and maintained under the contract, except where specified or ordered to be abandoned by the Engineer. All water or sewage shall be disposed of in a satisfactory manner so that no nuisance is created and so that the work under construction will be adequately protected. I.43 ARRANGEMENT AND CHARGE FOR WATER FURNISHED BY THE TOWN Water required for testing and sterilization, and other construction purposes will be available from the Owner, at no cost to the Contractor, except for water required for retesting the piping. The Contractor must, however, furnish all pipe, hose and fittings necessary to obtain the water. The Contractor shall make complete and satisfactory arrangements with the Owner's prior to using the water. All pipe used for any purpose other than water jetting and similar type uses shall be clean and sterilized. Water required for retesting piping shall be paid for by the Contractor at a rate as may be established by the Owner. Where meters are used, the charge for water will be at the regular established rate; where no meters are used, the charge will be as prescribed by ordinance, or where no ordinance applies payment shall be made on estimates made by the Owner. The Engineer will schedule hours the Contractor can obtain water if there is a water supply problem. Hours for jetting and flooding trenches will probably be between 12:00 a.m. midnight and 7:00 a.m. I- 13 I.44 USE OF FIRE HYDRANTS No person shall open, turn off, interfere with, attach any pipe or hose or connect anything with any fire hydrant, stop valve or stop cock, or tap any water main belonging to the Owner, unless duly authorized to do so by the Town, County or other Jurisdiction Water Utilities Department. 1.45 USE OF A SECTION OR PORTION OF THE WORK Wherever in the opinion of the Engineer any section or portion of the work or any structure is in suitable condition, it may be put into use upon the written order of the Engineer, and such usage shall not be held in any way an acceptance of said work or structure or any part thereof or as a waiver of any acceptance of said work or structure or any part thereof or as a waiver of any of the provisions of these specifications or the contract pending final completion and acceptance of the work; all necessary repairs and removals of any section of the work so put into use; due to defective materials or workmanship or to operations of the Contractor shall be performed by the Contractor at his own expense. I.46 RISK OF LOSS Until written acceptance by the Engineer, as provided for in these specifications, the work shall be under the charge and care of the Contractor and he shall take every necessary precaution to prevent injury or damage to the work or any part thereof by action of the elements or from any other cause whatsoever, whether arising from the execution or non -execution of the work. The Contractor shall rebuild, repair, restore and make good at his own cost and expense, all injuries or damages to any portion of the work occasioned by any of the hereinabove causes. I.47 CONTRACTOR'S RESPONSIBILITY AND LIABILITY FOR PERFORMANCE OF WORK It is expressly understood and agreed to by the Contractor that, regardless of the extent of inspection and supervision provided by the Owner and the Engineer it is the Contractor's responsibility to perform and complete the work in accordance with the drawings and specifications, and that the Owner and Engineer have no liability or responsibility whatever to the Contractor for any work performed by the Contractor which is not in accordance with the drawings and specifications regardless of the time when discovered and whether discovered at any time during the course of construction or after acceptance of the work. The Engineer shall immediately inform the Contractor of any work that is not in accordance with the drawings and specifications when it becomes known to him. If any work is performed which is not in accordance with the drawings and specifications and is not discovered until a later time, neither the Owner nor the Engineer shall have any responsibility to the Contractor, or be liable to the Contractor for the correction or removal of unsatisfactory work or of any work subsequently performed or affected by it. The correction or removal of such unsatisfactory work and the replacement with 1-14 satisfactory work shall be performed by the Contractor at his own expense, and is understood to be fully included in his contractor requirements, without any additional compensation or claims upon the Owner or Engineer. I.48 PROTECTION OF PUBLIC AND PRIVATE PROPERTY The plans show as much information as can reasonably be obtained from field surveys and available sources regarding the location and nature of pipe lines, storm sewers, sanitary sewers, water lines, natural gas lines, telephone conduits and underground cables crossing the right-of-way and along the route of the work; however, neither the Owner nor the Engineer assumes responsibility for the correctness or completeness of this information. It shall be the Contractor's responsibility to locate such underground installations sufficiently in advance of construction operations to preclude damage to same, and in the event of damage to underground lines, whether shown on the plans or not, the Contractor shall be required to make, at his own expense, all repairs necessary to place the facility back in service and all repairs so made shall confolm in all respects to the requirements of the company or agency servicing the facility. It shall be the Contractor's responsibility to immediately notify the Town, County or other Jurisdiction Water and Sewer Department of any broken or damaged water or sanitary sewer pipe resulting from the Contractor's operations and to temporarily plug the line until repaired. The Contractor shall also notify the respective companies or agencies owning any other line or facility damaged by him and shall take all necessary safety precautions until the line is repaired. Buildings or other structures along the route of the work and adjacent to the right-of-way shall be fully protected from damage which might result from the Contractor's operations by shoring or other such means as the circumstances may require. The Contractor shall be responsible for any damage resulting to such buildings or structures and shall be required to repair any damages in such manner as to return the structure to its original condition. Should any damage to any public or private property result from the Contractor's ' operations, he shall pay such sums or make such repairs as may be necessary to compensate for the losses. Arrangements for such compensations shall be made directly between the Contractor and the private parties involved. Telephone, light and power and other poles of similar nature, privately owned signs and ' similar structures which are not located on private property will be protected by the owners thereof. However, the Contractor shall not undermine or otherwise endanger such items until the owners have been notified and have been given reasonable opportunity to take necessary precautions to protect their interests. Any damage to sidewalks, street pavements, curb and gutter, driveways, drainage ' structures, street signs, traffic lights or other public or private property caused by the Contractor's operations shall be repaired at the Contractor's expense, unless otherwise provided. I- 15 r I.49 PROTECTION OF TREES, PLANTS AND SHRUBS All trees indicated on the drawings or designated by the Owner to remain shall be protected from damage. Substantially constructed guards or barricades shall be provided as required to protect tree trunks from moving equipment. The Contractor shall exercise special care to minimize damage to other trees, plants and shrubs along the route of the work. The Owner's of trees, plants and shrubs which lie outside the property lines and within the normal limits of work shall be notified by the Contractor before beginning construction operations. The Owner's shall be allowed to remove and protect their property, and all such trees, plants and shrubs not so protected by their Owner's shall be removed and disposed of by the Contractor. 1.50 NO WAIVER OF LEGAL RIGHT Inspection by the Engineer, any order, measurement, or certificate by the Engineer, any order by the Owner for payment of money, any payment for or acceptance of any work, or any extension of time, or any possession taken by the Owner, shall not operate as a waiver of any provisions of the Contract or any power therein reserved to the Owner of any rights or damages therein provided. Any waiver of any breach of contract shall not be held to be a waiver of any other subsequent breach. The Owner deserves the right to correct any error that may be discovered in any estimate that may have been paid and to adjust the same to meet the requirements of the contract and specifications. The Owner reserves the right to claim and recover by process of law sums as may be sufficient to correct any error or make good any deficiency in the work resulting from such error, dishonesty or collusion, upon the conclusive proof of collusion or dishonesty by the Contractor or his agents and the Engineer or his assistants, discovered in the work after the final payment has been made. 1.51 SAFETY All equipment and materials furnished and installed on this project shall be manufactured and installed in accordance with the applicable parts of the Williams -Steiger Occupational Safety and Health Act of 1970 and its subsequent amendments and revisions. All work shall be perfonned in accordance with the regulations and requirements of the above noted Act, its revisions and amendments. I.52 COMPETENT WORKMEN The Contractor shall employ only competent workmen for the execution of his work and all such work shall be performed under the direct supervision of an experienced superintendent. 1.53 FINAL INSPECTION The Engineer will make final inspection of all work included in the contract as soon as practicable after the work is completed and ready for acceptance. If the work is not I- 16 acceptable to the Engineer at the time of such inspection, he will inform the Contractor as to the particular defects to be remedied before final acceptance will be made. I.54 CLEAN-UP FOR FINAL ACCEPTANCE The Contractor shall make a final clean-up of all parts of the work before final acceptance by the Owner. This clean-up shall include, among other things, removal of all objectionable rocks, pieces of concrete, and other construction materials, and in general, preparing the site of the work in an orderly manner true to original grade and appearance. Disposal is not to be made on adjacent private or public property without written permission filed with the Engineer. If permission is granted by the property owners (public or private) the material so disposed of is to be leveled and left in a condition satisfactory to the Engineer. I.55 GUARANTEE Except as modified by the provisions of Section H - Special Specifications, the Contractor shall guarantee the work which he does against defective workmanship and materials for a period of two (2) years from the date of final acceptance of the work by the Owner. Where defective workmanship and/or materials are discovered requiring repairs to be made under this guarantee, all such repair work shall be acknowledged by the Contractor t within five (5) days and repaired at his own expense within the time approved by the Owner after written notice of such defect has been given to him by the Owner. After written notice, should the Contractor fail to repair such defective workmanship and/or materials within the time approved, the Owner may make the necessary repairs and charge the Contractor with the actual cost of all labor and material required. ' I.56 FAILURE TO COMPLETE ON TIME The time of completion is the essence of the contract. For each calendar day that any work shall remain uncompleted after the time specified in the proposal and the contract, ' or the increased time granted by the Owner, or as automatically increased by additional work or materials ordered after the contract is signed, the sum per day given in the following schedule will be deducted from the monies due the Contractor, not as a penalty ' but as liquidated damages. Amount of Liquidated Amount of Contract Damaizes Per Dav Less than $ 50,000 $ 60 $ 50,000 to $ 100,000 $ 150 ' $ 100,000 to $ 250,000 $ 200 $ 250,000 to $ 500,000 $ 250 $ 500,000 to $ 750,000 $ 300 ' $ 750,000 to $1,000,000 $ 400 Over $1,000,000 $ 1000 ' I- 17 This sum of money thus deducted for such delay, failure or non -completion is not to be considered as a penalty, but it shall be deemed, taken and treated as reasonable liquidated damages, since it would be impractical and extremely difficult to fix the actual damages and the Owner may withhold from the Contractor's compensation such sum as liquidated damages. I.57 INSURANCE I.57.1 Policy Endorsements Contractors providing good, materials and services for the Town of Prosper shall, during the term of the contract with the Town or any renewal or extension thereof, providc and maintain the types and amounts of insurance set forth herein. All insurance and certificate(s) of insurance shall contain the following provisions: Name the Town, its officers, agents, representatives, and employees as additional insured as to all applicable coverage with the exception of workers compensation insurance. Provide for at least thirty (30) days prior written notice to the Town for cancellation, non- renewal, or material change of the insurance. Provide for a waiver of subrogation against the Town for injuries, including death, property damage, or any other loss to the extent the same is covered by the proceeds of insurance. I.57.2 Insurance Company Qualifications All insurance companies providing the required insurance shall be authorized to transact business in Texas and rated at least "A" by AM Best or other equivalent rating service 1.57.3 Certificate of Insurance A certificate of insurance evidencing the required insurance shall be submitted with the contractors bid or response to proposal. If the contract is renewed or extended by the Town, a certificate of insurance shall as also be provided to the Town prior to the date the contract is renewed or extended. I.57.4 Insurance Requirements General Liability insurance for personal injury (including death) and property damage with a minimum of $1 Million Dollars ($1,000,000) and $2 Million Dollars ($2,000,000) aggregate, including advertising injury, products coverage and (XCU) explosion, collapse and underground (If high risk dangerous activities). Umbrella Coverage or Excess Liability Coverage of $2 Million Dollars ($2,000,000) Statutory. Workers compensation insurance as required by state law. I- 18 I.57.5 Special Conditions A. Concerning insurance to be furnished by Contractor, is a condition precedent to ' acceptability thereof that: 1. Any policy submitted shall not be subject to limitations, conditions or ' restrictions deemed inconsistent with the intent of the insurance requirements to be fulfilled by Contractor. The Owner's decision thereon shall be final; and ' 2. All policies are to be written through companies duly authorized to transact that class of insurance in the State of Texas. B. Contractor agrees to the following; 1. Contractor hereby waives subrogation rights for loss or damage to the ' extent same are covered by insurance. Insurers shall have no right of recovery or subrogation against the Town, it being the intention that the insurance policies shall protect all parties to the contract and be primary ' coverage for all losses covered by the policies; 2. Companies issuing the insurance policies and Contractor shall have no recourse against the Town for payment of any premiums or assessments ' for any deductibles, as all such premiums and deductibles are the sole responsibility and risk of the Contractor; 3. Approval, disapproval or failure to act by the Town regarding any insurance supplied by the Contractor (or any subcontractors) shall not relieve the Contractor of full responsibility or liability for damages and accidents as set forth in the contract documents. Neither shall the bankruptcy, insolvency or denial of liability by the insurance company exonerate the Contractor from liability; and 4. No special payments shall be made for any insurance that the Contractor and subcontractors are required to carry; all are included in the contract price and the contract unit prices. Any of such insurance policies required under this section may be written in combination with any of the others, where legally permitted, but none of the specified limits may be lowered thereby. I.57.6 Proof of Carriage of Insurance The Contractor shall furnish the Owner with certificates showing type, amount, class of operations covered, effective dates, and dates of expiration of policies, and proof of compliance with previously stated requirements. CERTIFICATE HOLDER SHALL BE BOTH THE OWNER AND THE ENGINEER. I.58 TERMINATION OF CONTRACT IN CASE OF NATIONAL EMERGENCY Whenever, because of a national emergency, so declared by the President of the United States or other lawful authority, it becomes impossible for the Contractor to obtain all of the necessary labor, material and equipment for the prosecution of the work with reasonable continuity for a period of two (2) months, the Contractor shall within seven (7) days notify the Owner in writing, giving a detailed statement of the efforts which have been made and listing all necessary items of labor, material and equipment not obtainable. If, after investigation, the Owner finds that such conditions exist and that the inability of the Contractor to proceed is not attributable in whole or in part to the fault or neglect of the Contract, then if the Owner cannot after reasonable effort assist the Contractor in procuring and making available the necessary labor, materials, and equipment within thirty (30) days, the Contractor may request the Owner to terminate the contract and the Owner shall within thirty (30) days comply with the request, and the termination shall be based on a final settlement, which shall include, but not be limited to, the payment for all work executed. 1.59 ABBREVIATIONS Wherever the abbreviations defined herein occur on the plans, in the specifications, contract, bonds, advertisement, proposal, or in any other document or instrument herein contemplated or to which the specifications apply or may apply, the intent and meaning shall be as follows: ABBREVIATION DESCRIPTION ABBREVIATION DESCRIPTION A.A.S.H.O American H.S. Horseshoe Association of State Highway Officials A.P.I. American In., in.or Inch or Inches Petroleum Institute A.R.E.A. American Lb. or lb. Pound Railway Engineering Association A.S.A. American M.H. Manhole Standards Association 1-20 ABBREVIATION DESCRIPTION ABBREVIATION DESCRIPTION A.S.T.M. American Max. Maximum R. Society for Center Line Rein£ Reinforced Testing and Rem. Remove Concrete Materials Replace Conduit A.W.S. American Min. Minimum Welding Society Sani. Sanitary A.W.W.A. American Water Mono. Monolithic Std. Works Diameter St. Street, Storm or Association Asph. Asphalt No. Number Ave. Avenue % Percent Blvd. Boulevard PSI or p.s.i. Pounds per C.I. C.L. C.O. Cone. Cond. Corr. Cu. Culv. Dia. Dr. or Drwy. Driveway squareinch Cast Iron R. Radius Center Line Rein£ Reinforced Cleanout Rem. Remove Concrete Rep. Replace Conduit R/W, R.O.W. or R. Right -of -Way of W. Corrugated Sani. Sanitary Cubic Sq. Square Culvert Std. Standard Diameter St. Street, Storm or Dr. or Drwy. Driveway TxDOT Elev. Elevation Vol. F. Fahrenheit Yd. Gal. Gallon Galv. In reference to such abbreviations as A.S.T.M., A.W.W.A., etc., where a specification number is referred to, the latest revision of said specification shall apply. I-21 Strength Texas Department of Transportation Volume Yard Galvanized SECTION H SPECIAL SPECIFICATIONS SECTION H — SPECIAL SPECIFICATIONS Section Paae H.1 TIME OF COMPLETION.......................................................... H-1 H.2 SHOP DRAWINGS.................................................................. H-1 H.3 DISPOSAL OF SURPLUS MATERIALS ....................................... H-1 H.4 LINE AND GRADE.................................................................. H-1 H.5 REMOVING OBSTRUCTIONS................................................... H-1 H.6 PAVEMENT REPAIRS.............................................................. H-1 H.7 WATER JETTING BACKFILL .................................................... H-1 H.8 BOLTS.................................................................................. H-1 H.9 DUCTILE IRON PIPE.............................................................. H-1 H.10 PIPE MATERIALS................................................................... H-2 H.11 UNDERGROUND MARKER AND TRACER TAPE .......................... H-2 H.12 BORE AND STEEL ENCASE ..................................................... H-2 H.13 CUT AND PLUG EXISTING WATER LINES ................................. H-2 H.14 PVC WATERMAIN DISTRIBUTION ........................................... H-3 H.14.1 Scope................................................................................... H-3 H.14.2 Product................................................................................ H-3 H.14.3 Materials.............................................................................. H-3 H.14.4 Hydrostatic Routine Test ........................................................ H-3 H.14.5 Quality Control Test............................................................... H-3 H.15 THRUST BLOCKINGS............................................................. H-3 H.16 VALVE BOXES....................................................................... H-4 H.17 SERVICE CONNECTIONS........................................................ H-4 H.18 TESTING, INSPECTION, AND CONTROL .................................. H-4 H.19 BLASTING OR BURNING........................................................ H-4 H.20 RESTRAINERS FOR PVC ......................................................... H-5 H.21 DELIVERY............................................................................. H-5 H.22 MATERIAL BID ITEMS............................................................ H-5 H.23 TRENCH BACKFILL UNDER PAVEMENT .................................... H-5 H.24 SUBMITTALS........................................................................ H-5 H.25 TRAFFIC CONTROL .................................................... I........... H-6 H.26 CONCRETE PAVING (Slip Form Paver) ..................................... H-6 h -i SECTION H - SPECIAL SPECIFICATIONS ' H.1 TIME OF COMPLETION: ' For this project, the Contractor or Bidder agrees to complete the work as specified within the time as stated in the Standard Form of Agreement. H.2 SHOP DRAWINGS: ' The Contractor shall submit six (6) sets of all shop and/or construction drawings to the Consulting Engineer. These shall be approved by the Consulting Engineer prior to any work being undertaken. "As Built" drawings shall be furnished to the Engineer prior to final acceptance of the project. ' H.3 DISPOSAL OF SURPLUS MATERIALS: Surplus material not required for other parts of the work and not otherwise specifically covered by the ' drawings or specifications shall become the property of the Contractor for proper disposal by him. H.4 LINE AND GRADE: ' The Engineer will furnish a control benchmark and a reference line for the construction of the various lines. The Contractor shall use the control benchmark and reference line and data shown on the drawings. No construction staking will be provided by the Engineer for this project. Any restaking required shall be at the sole cost of the Contractor. H.5 REMOVING OBSTRUCTIONS: Existing obstructions within the project limits shall be removed and replaced where necessary. There will be no additional pay items except for those listed in the Proposal. Contractor shall visit the site and familiarize his or herself with the conditions prior to submitting the bid. Any obstructions not covered by ' a specific pay item shall be included as subsidiary to one of the items listed in the Proposal. The Contractor shall replace existing obstructions with equal or better materials. Coordinate any removal with the Property Owner. ' H.6 PAVEMENT REPAIRS: For this contract, there shall be no separate pay items for any street, driveway or sidewalk repairs. Any ' and all repairs shall be included in such pay items as provided in the proposal. All concrete and asphalt pavement shall be saw cut and replaced to equal or better condition. See the Plans for details. H.7 WATER JETTING BACKFILL: Water jetting of backfill will not be allowed on this project. All backfill must be compacted mechanically. ' H.8 BOLTS: Corten Steel or stainless steel bolts shall be furnished and installed for all flanged and/or mechanical joint fittings. The material supplier as well as the Contractor shall certify in writing that the materials supplied and installed do meet these requirements. This will be required before the final payment of this project. ' H.9 DUCTILE IRON PIPE: The Contractor may use ductile iron pipe on the water lines twenty -inch (20") and larger in this ' project. Twenty -inch (20') pipe shall be designed for a minimum rated working pressure of 300 H-1 L H.10 H.11 H.12 H.13 psi plus a 100 psi surge and mains larger than twenty inches (20") shall be designed for a minimum rated working pressure of 250 psi plus a 100 psi surge. PIPE MATERIALS: This project has been designed to meet certain conditions and requirements. The use of alternate materials of PVC pipe, ductile iron pipe, cast iron pipe, or reinforced concrete cylinder pipe all have been evaluated. The diameter of pipe and carrying conditions of various lines have been designed with a certain minimum capacity. Any less capacity or higher pressure will be taken into account when the material and pipe size is approved for use on this project. No pipe size of less diameter than specified will be accepted. A larger diameter size may be considered for approval and use on this project in order to obtain equivalent carrying capacities. The Contractor shall include all embedment poly -wrap, locator tape, blocking of fittings, restrainers, etc., in the cost per linear foot of pipe. The type of pipe material may be selected by the Contractor so long as the carrying capacities are equivalent. UNDERGROUND MARKER AND TRACER TAPE: All PVC water and sewer pipe shall be installed with a detectable 'Tracer Tape" over the top of the pipe. BORE AND STEEL ENCASE: Contractor shall provide all materials, labor, tools, insurance, etc., to bore existing roadways as identified on the construction plans. The carrier pipe shall not rest on the bells within the casing pipe. Raci-spacers shall be provided to prevent damage to the pipe and bell joints and provide long-term support. All voids between the encasement pipe and natural earth shall be pressure grouted to create a water- tight seal. The Contractor shall not exceed the maximum allowable grouting pressures as specified by the pipe manufacturer. This work, including any insurance which may be required, shall be paid for in the Bid Item of the Proposal for bore and steel encase. CUT AND PLUG EXISTING WATER LINES: The Contractor will locate, cut and plug various sized existing water lines in various locations. Lines to be cut and plugged will be located both on and off the project site. The exact location of all existing lines to be cut and plugged are unknown. The Contractor will be required to locate existing lines prior to their abandonment. Most lines to be cut will be live. The Contractor will cut the lines while live and install a valve, plug, or other appurtenances necessary to plug the line. This item also includes the repair of existing pavement if necessary. The existing lines will be cut and plugged only after all proposed lines are installed, tested and in service. WJ H.14 PVC WATER MAIN DISTRIBUTION: H.14.1 Scope: Requirements for unplasticized polyvinyl chloride (PVC) pipe with integral thickened wall bells for municipal water main distribution systems. Pipe shall be made from NSF approved Class 12454 PVC compound conforming to ASTM resin specification D1784. PVC pipe shall be a minimum Class 200 (DR 14) for pipes 8" and smaller. All larger sizes shall be a minimum Class 150 (DR18). H.14.2 Product: The pipe shall meet or exceed requirements of AWWA C900-75, PVC pipe with cast iron outside dimensions and with Rubber Ring joints. PVC water pipe shall be listed by Underwriters Laboratories and approved for use in cities and towns of Texas by the State Board of Insurance. The rigid PVC pipe shall bear the seal of approval (or "NSF" mark) of the National Sanitation Foundation Testing Laboratory for potable water pipe. Provisions must be made for contraction and expansion at each joint with a rubber ring, and an integral thickened bell as part of each joint. Pipe and fittings must be assembled with a nontoxic lubricant. Laying lengths shall be 20 feet + one inch (20'+1"). Service connections shall be made by tapping saddles. No direct tapping will be allowed. Fittings shall be mechanical joint of rubber ring slip point cast iron fittings. For in ground identification, include detectable blue plastic identification tape marked "Water" laid above pipe to identify line. H.14.3 Materials: Pipe shall be made from NSF approved Class 1245-A or B PVC Compound conforming to ASTM resin specification D1784. H.14.4 Hydrostatic Routine Test: Each length of pipe shall be tested to four (4) times the class pressure of the pipe for a minimum dwell of five (5) seconds. H.14.5 Quality Control Test: To assure uniform high quality extrusion, the pipe produced by each extrusion outlet shall be tested by the acetone immersion method at least every two (2) hours. ■ H.15 THRUST BLOCKINGS: All bends, tees, plugs, crosses, valves, etc., shall be backed with concrete thrust blocking. Backing shall be placed between solid, undisturbed ground and the fitting to be anchored. If solid ground is not encountered with the thrust block as detailed, the Contractor shall increase the amount of concrete to extend blocking to solid undisturbed ground. No extra payment will be made for this concrete but will be considered subsidiary to the item of linear feet of pipe installed. Concrete shall be as specified. No sac-crete will be allowed. H-3 H.16 VALVE BOXES: H,17 H.18 H.19 Valve boxes shall be furnished and set on each valve. After the final clean-up and alignment has been completed, the Contractor shall pour a concrete block 24" x 24" x 6" around all valve box tops so the finished grade is level with the finished parkway. SERVICE CONNECTIONS: All service connections will be made with a bronze double strap service clamp. The Contractor will install a corporation cock at the main and extend the service pipe to the existing water meter and install a curb stop. After the proposed lines are tested and accepted, the Contractor will connect the service lines to the existing water meters. TESTING, INSPECTION AND CONTROL: Testing and inspection of materials required by these specifications shall be performed by a commercial testing laboratory approved by the Owner. Except as otherwise noted, the costs of laboratory tests will be paid by the Contractor. Any testing of material or workmanship required due to failure will be paid for by the Contractor. This payment will be made direct to the testing laboratory by the Contractor. A. The Contractor shall furnish, at his own expense, materials or specimens for testing. B. The Contractor shall furnish at his own expense, suitable evidence that the materials he proposes to incorporate into the work are in accordance with the specifications. Mill tests for reinforcing steel and cement will be acceptable if it is definite that the test sheets apply to the material being furnished. Manufacturer's or supplier's test results will be acceptable for such items as pipe, valves, hydrants when it is definite that the material being furnished is in accordance with the manufacturer's or supplier's specifications to which the test results apply. Supplier's evidence of quality and gradation of asphaltic material will be acceptable as long as the material is secured from the sources to which the evidence applies. Should the Contractor fail to provide the above information, the Engineer shall have the right to require tests to be made by the Owner's laboratory to obtain this information and the cost therefore shall be borne by the Contractor. The Engineer may have further inspection and tests made by the laboratory or may make tests himself, to insure that the Contractor is complying with the specifications. The correction or removal of such unsatisfactory work and the replacement with satisfactory work shall be performed by the Contractor at his own expense, and is understood to be fully included in his contractor requirements, without any additional compensation or claims upon the Owner or Engineer. BLASTING OR BURNING: No Blasting or burning of any kind will be allowed on this project. H-4 L C r H.20 RESTRAINERS FOR PVC: Restrainers for mechanical joint fittings and PVC push -on joints shall be manufactured by Mega - Lug or approved equal. Restrainers will be required on all mechanical joint fittings and valves. These restrainers shall be a ductile iron clamping ring installed on the PVC pipe and connected to the fitting or valve with T - head bolts or rods. The clamping ring shall incorporate machined serrations to provide a full 3600 support around the pipe to maintain roundness and avoid point loading. Serrations cast into the ring will not be accepted. Additional restrainers may be required at joints upstream and downstream of the fitting to prevent thrust force from separating the pipe. These joints will incorporate a clamping ring with machined serrations and an additional ring designed to seat on the bell end of the pipe. T -head bolts or rods shall connect the two rings. H.21 DELIVERY: All bid items shall include delivery to the respective construction site for each project at the location designated by the Owner. H.22 MATERIAL BID ITEMS The Contractor may use pre -cast materials in lieu of cast -in-place for storm sewer boxes, culverts, inlets and manholes. H.23 TRENCH BACKFILL UNDER PAVEMENT Trench backfill for utilities located beneath pavements, driveways, curbs and gutters shall be compacted to 95% maximum density as determined by ASTM D698. Job excavated material may be used for compacted trench backfill when the job excavated material is finely divided and free from debris, organic material, cinders or other corrosive material, and stones larger than three inches (3") in greatest dimension. Masses of moist, stiff clay shall not be used. H.24 SUBMITTALS The Contractor will be required, at a minimum, to supply the following submittals for Engineer's approval: 1. Pipe - including thrust restraint calculations 2. Fittings 3. Valves 4. Fire Hydrants 5. Embedment 6. Thrust Restraints 7. Concrete Batch Design 8. Pre -cast culverts, boxes, headwalls, etc. 9. Fencing, Gates, Railings 10. Raised Pavement Markers H-5 11. Seed and Fertilizer ' 12. Pavers H.25 WORK ZONE TRAFFIC CONTROL PLAN The Contractor may provide an alternate Traffic Control / Construction Sequencing Plan other than that ' shown in the plans at his/her expense. This alternate plan must be provided to the owner for review and approval prior to any construction. All traffic control must conform to the Texas Manual on Uniform Control ' Devices for Streets and Highways - Part VI (latest revision). Contractor shall be responsible for maintaining all temporary work zone traffic paving throughout construction. ' H.26 CONCRETE PAVING All Concrete Paving shall be slip -formed with the exception of turn lanes, median openings, ' street intersections, and driveway approaches. H-6 SECTION WR LABOR CLASSIFICATION AND SCHEDULE OF PREVAILING WAGE RATES The Contractor may bring his superintendent, foreman, sub -foreman, machine operators and sufficient key men to round his ' organization. All other skilled and unskilled labor used on the work when qualified, fit and available, shall be obtained first from residents within the city where this project is located. In compliance with the statutes of Texas relating to labor, the wage rates in this section have been ascertained and ' determined by the Owner as the general prevailing rates in the locality of the Owner for the classifications listed. The Contractor and each Subcontractor shall pay to all laborers, workmen, and mechanics employed by them in the execution of this Contract not less than such rates for each craft or type of workman or mechanic needed to execute the Contract. If it ' becomes necessary to employ any person in a trade or occupation not herein listed, such person shall be paid not less than an hourly fair rate comparable to the rates shown as part of the Contract Documents. This determination of prevailing wages shall not be construed to prohibit the payment of more than the rates named. ' In compliance with Article 5159a, Revised Civil Statutes of Texas, the Contractor shall forfeit, as a penalty to the City, sixty dollars ($60.00) for each laborer, workman, or mechanic employed, for each calendar day, or portion thereof, such laborer, workman or mechanic is paid less than the rates stipulated herein for any work done under this Contract by him or by any Subcontractor under him. J 7 1 J C WR -1 SCHEDULE OF PREVAILING WAGE RATES WR -2 HOURLY HOURLY CLASSIFICATION RATE CLASSIFICATION RATE Air Tool Man 7.55 Concrete Paving Longitudinal Float 8.40 Asphalt Heaterman 10.25 Concrete Paving Mixer 9.50 Asphalt Raker 8.40 Concrete Paving Saw 8.95 Asphalt Shoveler 8.00 Crane, Clamshell, Backhoe, Derrick, 8.50 Dragline, Shovel (Less than 1-1/2 C.Y.) Batching Plant Scalcman 8.95 Crane, Clamshell, Backhoe, Derrick, 9.25 Dragline, Shovel (1-1/2 C.Y. & Over) Carpenter 8.90 Crusher or Screening Plant Operator 6.15 Carpenter Helper 7.30 Paving Sub -Grader 8.30 Concrete Finisher (Paving) 9.05 Form Loader 10.00 Concrete Finisher Helper (Paving) 7.85 Foundation Drill Operator (Truck Mounted) 10.90 Concrete Finisher (Structures) 8.80 Foundation Drill Operator Helper 8.60 Concrete Finisher Helper (Structures) 7.20 Front End Loader (2-1/2 C.Y. & Less) 8.45 Concrete Rubber 7.50 Front End Loader (Over 2-1/2 C Y.) 935 Electrician 15.10 Mixer (16 CE & Less) 8 15 Electrician Helper 10.00 Motor Grader Operator, Fine Grade 10 15 Form Building (Structures) 8.50 Motor Grader Operator 9 65 Form Builder Helper (Structures) 7.30 Roller, Steel Wheel (Plant -Mix Pavements) 8 30 Form Liner (Paving & Curb) 8.00 Roller, Steel Wheel (Other -Flat Wheel or 8.10 Tamping) Form Setter Helper (Paving & Curb) 8.65 Roller, Pneumatic (Self -Propelled) 7.10 Form Setter (Structures) 8.40 Scrapers (17 C.Y. & Less) 7.50 Form Setter Helper (Structures) 6.90 Scrapers (Over 17 C.Y.) 8.35 Laborer, Common 6.15 Tractor (Crawler Type) 150 HP & Less 8.50 Laborer, Utility Man 7.55 Tractor (Crawler Type) Over 150 HP 8.50 Manhole Builder, Brick 8.40 Tractor (Pneumatic) 80 HP & Less 7.75 Mechanic 10.85 Tractor (Pneumatic) Over 80 HP 7 75 Mechanic Helper 8.50 Traveling Mixer 7.60 Oiler 8.75 Trenching Machine, Light 7.00 Serviceman 7 90 Trenching Machine, Heavy 11.50 Painter (Structures) 10.90 Wagon Drill, Boring Machine or Post Hole 8.50 Driller Operator Painter Helper (Structures) 8.00 Pipelayer 7.75 TRUCK DRIVERS Pipelayer Helper 6.40 Single Axle, Light 7.25 Plumber 12.00 Single Axle, Heavy 7.45 Powderman 8.00 Tandem Axle or Semi -trailer 7.50 Reinforcing Steel Setter (Paving) 9.60 Lowboy -Float 9.10 Reinforcing Steel Setter (Structures) 10.70 Transit -Mix 7.35 Reinforcing Steel Setter Helper 8.45 Winch 7.00 Roofer 9.00 Steel Worker (Structural) 9.00 Vibrator Man (Hand Type) 7.00 Steel Worker Helper (Structural) 750 Weighman (Truck Scales) 6.15 Sign Erector 9.45 Welder 9.05 Sign Erector Helper 760 Welder Helper 7.50 Spreader Box Man 8.00 POWER EQUIPMENT OPERATORS Asphalt Distributor 8.00 Asphalt Paving Machine 9.05 Broom or Sweeper Operator 7.30 Bulldozer, 150 HP and Less 8.85 Bulldozer, Over 150 HP 9.05 Concrete Paving Curing Machine 8.75 Concrete Paving Finishing Machine 9.25 Concrete Paving Form Grader 9.00 Concrete Paving Joint Sealer 6.85 WR -2 SECTION EE SECTION EE — EOUAL EMPLOYMENT OPPORTUNITY Section Paqe EE.1 DESCRIPTION...................................................................... EE -1 EE.2 WORKING ENVIRONMENT...................................................... EE -1 EE.3 ON-THE-JOB TRAINING.......................................................... EE -1 EE.4 REVIEW .................. ................... .... ....... . .... I ...... ... .... I .......... I. EE -1 EE.5 DISSEMINATION................................................................... EE -1 EE.6 RECRUITMENT..................................................................... EE -1 EE.7 INVENTORY........................................................................... EE -1 EE.8 MONITORING....................................................................... EE -2 EE.9 FACILITIES.......................................................................... EE -2 EE. 10 RECORDS............................................................................. EE -2 EE.11 ADHERENCE......................................................................... EE -2 ee-i SECTION EE — EQUAL EMPLOYMENT OPPORTUNITY EE.1 DESCRIPTION: The Contractor shall take specific affirmative actions to ensure equal employment opportunity. The Contractor shall implement affirmative action steps at least as extensive as described herein. EE.2 WORKING ENVIRONMENT: Ensure and maintain a working environment free of harassment, intimidation, and coercion at all sites, and in all facilities at which the Contractor's employees are assigned to work. The Contractor, where possible, will assign two (2) or more women to each construction project. The Contractor shall specifically ensure that all foremen, superintendents, and other on-site supervisory personnel are aware of and carry out the Contractor's obligation to maintain such a working environment, with specific attention to minority or female individuals working at such sites or in such facilities. EE.3 ON-THE-JOB TRAINING: Develop on-the-job training opportunities and/or participate in training programs for the area which expressly include minorities and women, including upgrading programs and apprenticeship and trainee programs relevant to the Contractor's employment needs. EE.4 REVIEW: Review, at least annually, the company's EEO policy and affirmative action obligations under these specifications with all employees having any responsibility for hiring, assignment, layoff, termination, or other employment decisions including specific review of these items with on-site supervisory personnel such as Superintendents, General Foremen, etc., prior to the initiation of construction work at any job site. A written record shall be made and maintained identifying the time and place of these meetings, persons attending, subject matter discussed, and disposition of the subject matter. EE.5 DISSEMINATION: ' Disseminate the Contractor's EEO policy externally by including it in any advertising in the news media, and providing written notification to and discussing the Contractor's EEO policy with other Contractors and Subcontractors with whom the Contractor does or anticipates doing business. ' EE.6 RECRUITMENT: Direct its recruitment efforts, both oral and written, to minority, female and community organizations, to schools with minority and female students and to minority and female recruitment and training organizations serving the Contractor's recruitment area and employment needs. Not later than one (1) month prior to the date for the acceptance of applications for apprenticeship or other training by any recruitment source, the Contractor shall send written notification to organizations such as the above, describing the openings, screening procedures, and tests to be used in the selection process. EE.7 INVENTORY: Conduct, at least annually, an inventory and evaluation at least of all minority and female personnel for promotional opportunities and encourage these employees to seek or to prepare for, through appropriate training, etc., such opportunities. � EE -1 EE.8 EE.9 EE.10 EE.11 MONITORING: Ensure that seniority practices, job classifications, work assignments, and other personnel practices, do not have a discriminatory effect by continually monitoring all personnel and employment related activities to ensure that the EEO policy and the Contractor's obligations under these specifications are being carried out. FACILITIES: Ensure that all facilities and company activities are non -segregated except that separate or single -user toilet and necessary changing facilities shall be provided to assure privacy between the sexes. RECORDS: Document and maintain a record of all solicitations of offers for subcontracts from minority and female construction contractors and suppliers, including circulation of solicitations to minority and female contractor associations and other business associations. ADHERENCE: Conduct a review, at least annually, of all supervisors' adherence to and performance under the Contractor's EEO policies and affirmative action obligations. EE -2 TECHNICAL SPECIFICATIONS SECTION PR PREPARING RIGHT OF WAY INDEX PARAGRAPH TITLE PR.1 DESCRIPTION ........................... PR.2 CONSTRUCTION METHODS.. PR.3 MEASUREMENT ....................... PRA PAYMENT .................................. PAGE .................................................................. PR-1 .................................................................. PR-1 .................................................................. PR-2 .................................................................. PR -3 SECTION PR ' PREPARING RIGHT OF WAY PRA DESCRIPTION This Item shall govern for the preparation of the right of way for construction operations by the removal and disposal of all obstructions from the right of way and from designated easements, where removal of all such obstructions is not otherwise shown on the plans and specifications. Such obstructions shall be considered to include remains of houses, foundations, floor slabs, ' concrete, brick, lumber, plaster, septic tank drain fields, basements, abandoned utility pipes or conduits, equipment, fences, retaining walls, outhouses and shacks. This Item shall also include the removal of trees and shrubs and other landscape features not ' designated for preservation, stumps, brush, roots, vegetation, logs, curb and gutter, driveways, paved parking areas, miscellaneous stone, sidewalks, drainage structures, manholes, inlets, abandoned railroad tracks, scrap iron and debris, whether above or below ground except live utility facilities. These obstructions do not include wells which shall be removed under the Item "Disposal of Wells". PR.2 CONSTRUCTION METHODS (1) General. All areas, as shown on the plans, shall be cleared of all structures and obstructions as ' defined above. Those trees, shrubs and other landscape features specifically designated by the Engineer for preservation shall be carefully protected from abuse, marring, or damage during construction operations. Continual parking and/or servicing of equipment under the branches of trees marked for preservation will not be permitted. When trees and shrubs are designated for preservation ' and require pruning, they shall be trimmed as directed by the Engineer and all exposed cuts over 2 inches in diameter shall be treated with a material approved by the Engineer. ' Culverts, storm sewers, manholes and inlets shall be removed in proper sequence for maintenance of traffic and drainage. Underground obstructions, except those items designated for preservation, shall be removed to the ' following depths: (a) In areas to receive embankment: 2 feet below natural ground, except when permitted ' by the plans, trees and stumps may be cut off as close to natural ground as practicable on areas which are to be covered by at least three feet of embankment. ' (b) In areas to be excavated: 2 feet below the lower elevation of the excavation. (c) All other areas: 1 foot below natural ground. ' (2) Disposal of Material. Unless otherwise shown herein, all materials and debris removed shall ' PR -1 become the property of the Contractor, including all merchantable timber, and shall be removed from the right of way and disposed of in a manner satisfactory to the Engineer, except that gravel, brick, stone, or broken concrete, when approved by the Engineer, may be used in the roadway embankment. This material shall conform to the requirements of Item "Embankment". (a) State or National Forest or Park. The provisions shown on the plans for removal of timber shall apply No timber shall be cut or defaced outside of the right of way lines or material pit limits as indicated on the plans or by the Engineer. (b) Burning of Brush. When burning of brush is permitted under applicable laws and by the Engineer, the following shall govern: (i) Where construction is on new location, the brush shall be piled and burned in the center of the work area. (ii) Where construction is on an existing location through which the traveling public is to be routed during construction, brush shall be burned as near the center of the work area as is practical without creating a hazard to traffic. (iii) In the event there are material pits which require clearing and grubbing, the brush shall be placed in the center of the pit before burning. (iv) When a portion of the project falls within the limits of a State or National Forest or Park, the Contractor shall notify the responsible agencies prior to any burning. (3) Backfill. Holes remaining after removal of all obstructions, objectionable material, trees, stumps, etc., shall be backfilled with approved material, compacted and restored to approximately its original contours by blading, bulldozing, or by other methods, as approved by the Engineer. In areas to be immediately excavated, the backfilling of holes may not be required when approved by the Engineer. Before backfilling, the remaining ends of all abandoned storm sewers, culverts, sanitary sewers, conduits, and water or gas pipes over 3 inches in diameter, shall be plugged with an adequate quantity of concrete to form a tight closure. PR.3 MEASUREMENT (1) Methods of Measurement. This Item will be measured by one of the following methods: (a) Preparing Right of Way (Acre). (b) Preparing Right of Way (Station). The work performed will be measured by the "100 - Foot Station" regardless of the width of the right of way as shown on the plans. (c) Preparing Right of Way (Palms). The work performed will be measured by each palm ME" removed. Palms shall be preserved unless shown on the plans or directed by the Engineer to be removed. Measurement of palms for payment will not include sprouts or volunteer palms unless the sprouts or volunteer palms are more than 6 feet high measured from the ground up to the base of the head. ' (d) Preparing Right of Way (Tree). The work performed will be measured by each tree removed of the diameter specified. ' (2) General. Measurement for payment for "Preparing Right of Way (Acre)" and for "Preparing Right of Way (Station)" will be made only on areas indicated and classified on the plans as "Preparing Right of Way". Work required by the Engineer on additional areas (such as additional right of way, additional cut and embankment areas, etc.) shall be measured as specified above. Areas other than those set forth above will not be measured for payment. PRA PAYMENT The work performed and material furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "Preparing Right of Way", "Preparing Right of Way (Palms)", and/or "Preparing Right of Way (Trees)" of the diameter specified. This price shall be full compensation for trimming designated trees and shrubs; for removal and disposal of all obstructions and debris; for backfilling all holes; for furnishing and placing all concrete for plugs; for restoring areas to original condition; and for all labor, equipment, tools and incidentals necessary to complete the work. All work performed in areas not so designated on the plans as "Preparing Right of Way", except ' "additional areas" as defined under "Measurement" or specifically covered otherwise, will not be paid for directly but shall be considered as subsidiary work pertaining to the various bid items. The total payment for this Item will not exceed 10 percent of the original contract amount until after the completion of the entire contract work to the satisfaction of the Engineer. That portion of the contract amount for this Item in excess of 10 percent of the total contract amount will then be paid on the next estimate after the work is accepted and after the partial release of retainage. iI � I � I I I PR -3 SECTION E EXCAVATION INDEX PARAGRAPH TITLE PAGE E.1 DESCRIPTION................................................................................................... E-1 E.2 CONSTRUCTION METHODS.......................................................................... E-1 E.3 MEASUREMENT............................................................................................... E-2 EAPAYMENT.......................................................................................................... E-2 SECTION E EXCAVATION E.1 DESCRIPTION This Item shall govern for the roadway, channel and/or special excavation of the required material in the areas shown on the plans and cross sections to the lines, grades and typical sections as specified. Excavation shall include all materials encountered regardless of their nature or of the manner in which they are removed. E.2 CONSTRUCTION METHODS All excavation shall be performed as specified herein and the completed roadway and/or channels shall conform to the alignment, grades and typical sections as shown on the plans or project cross sections or as established by the Engineer. Unsuitable excavation and excavation in excess of that needed for construction shall be known as "Waste" and shall become the property of the Contractor to be disposed of by him outside the limits of the right of way at a location approved by the Engineer. Unsuitable material encountered below subgrade elevation in roadway cuts, when declared "Waste" by the Engineer, shall be replaced with material from the roadway excavation or with other suitable material as approved by the Engineer. This work shall be done in accordance with the provisions of the applicable bid items. When excavated materials, including topsoil, are utilized in con- structing the required roadway sections, payment for placement will be made under the pertinent placement specification. During construction the roadbed and ditches shall be maintained in such condition as to insure proper drainage at all times. Ditches and channels shall be so constructed and maintained as to avoid damage to the roadway section. During construction, channels shall be kept drained, insofar as practicable, and the work shall be prosecuted in a neat and workmanlike manner. All slopes shall be accurately shaped, and care shall be taken that no material is loosened below or ' outside the required slopes. Exceptions shall be those slopes in rock or other material where, in the judgment of the Engineer, some variation may be permitted. All breakage and slides shall be removed and disposed of in a manner acceptable to the Engineer. (1) Rock Cuts. The Contractor shall have the following options: (a) Nonhomogeneous Rock. 1 (i) Excavate to finish subgrade elevation, manipulate and compact the subgrade in accordance with Section EB.3.(3).(a) without removal. ' (ii) Excavate below grade (undercutting) and replace with embankment material approved by the Engineer. Compaction shall be in accordance with Section EB.3.(3).(a). (b) Homogeneous Rock. (i) Excavate to finish subgrade elevation. ' (ii) Excavate to finish subgrade elevation, manipulate and compact the subgrade in accordance with Section EB.3.(3).(a) without removal. ' E-1 (iii) Excavate below grade (undercutting) and replace with embankment material ' approved by the Engineer. Compaction shall be in accordance with Section EB.3.(3).(a). ' (2) Earth Cuts When base and/or pavement structure is placed under this project, all earth cuts shall be scarified to a uniform depth of at least 6 inches below the required finished subgrade elevation for the entire roadbed width. The material shall be mixed and reshaped by blading and then sprinkled and rolled in accordance with Section EB.3.(3).(a) or as shown on the plans. (3) Subgrade Tolerances. Tolerances shall be as follows: (a) Stage Construction. Any deviation in excess of 0.1 foot in cross section and 0.1 foot in 16 feet measured longitudinally shall be corrected by loosening, adding or removing the material, reshaping and recompacting by sprinkling and rolling. (b) Turn Key Construction. Any deviation in excess of 1/2 inch in cross section and 1/2 inch in 16 feet measured longitudinally shall be corrected by loosening, adding or removing the material, reshaping and recompacting by sprinkling and rolling. E.3 MEASUREMENT This Item will be measured by the cubic yard in its original position as computed by the method of average end areas. This is a plans quantity measurement Item and the quantity to be paid for will be that quantity shown in the proposal and in the contract plans, except as may be modified by a design change. If no adjustment of quantities is required, additional measurements or calculations will not be required. Excavation in backfill areas of retaining walls will not be measured for payment. Limits of measurement for excavation in retaining -wall areas will be as shown on Standard Details Sheet "Earthwork Measurement at Retaining Walls" (EMRW) in the plans. Shrinkage or swellage factors will not be considered in determining the calculated quantities EA PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "Excavation (Roadway)", "Excavation (Channel)", "Excavation (Special)" or "Excavation (Roadway and Channel)". This price shall be full compensation for all authorized excavation; for undercutting subgrade and reworking or replacing the undercut material; for all hauling; for all work required for disposal of material not used elsewhere on the project and for furnishing all labor, materials, tools, equipment and incidentals necessary to complete the work. When a slide, not due to the Contractor's negligence or operation, occurs, payments for removal and disposal of the slide material will be considered "Extra Work." E-2 SECTION EB EMBANKMENT M-51:0 PARAGRAPH TITLE EB.l DESCRIPTION ................................................................................................ GB -1 EB.2 MATERIAL ...................................................................................................... SB -1 6B.3 CONSTRUCTION METHODS ....................... ............................................... EB -1 E8/4 TOLERANCES ................................................................................................ GB -5 E@.5 MEASUREMENT............................................................................................ EB -5 SECTION EB EMBANKMENT EB.1 DESCRIPTION This Item shall govern for the placement and compaction of all materials necessary for the construction of roadway embankments, levees and dykes or any designated section of the roadway where additional material is required. EB.2 MATERIAL I E, u 11 11 Materials may be furnished from required excavation in the areas shown in the plans or from off right of way sources obtained by the Contractor and meeting the requirements herein. All embankment shall conform to one of the following types as shown on the plans, except that material which is in a retaining -wall -backfill area shall meet the requirements for backfill material of the pertinent retaining -wall item: Type A. This material shall consist of suitable granular material, free from vegetation or other objectionable matter, and reasonably free from lumps of earth. This material shall be suitable for forming a stable embankment and, when tested in accordance with Texas Department of Transportation Test Methods Tex -104-E, Tex -105-E, Tex -106-E and Tex -107-E, Part H shall meet the following requirements: The liquid limit shall not exceed .................... 45 The plasticity index shall not exceed .................. 15 The bar linear shrinkage shall not be less than ............ 2 Type B. This material shall consist of suitable earth material such as rock, loam, clay, or other such materials as approved by the Engineer that will form a stable embankment. Type C. This material shall be suitable and shall conform to the requirements shown in the plans and specifications as approved by the Engineer. Type D. This material shall be that obtained from required excavation areas shown on the plans and will be used in embankment. CONSTRUCTION METHODS (1) General. When off right of way sources are involved, the Contractor's attention is directed to Texas Department of Transportation Specification Item 7, Legal Relations and Responsibilities to the Public". Prior to placing any embankment, all work in accordance with Item, "Preparing Right of Way", shall have been completed on the areas over which the embankment is to be placed. Stump holes or other small excavations in the limits of the embankments shall be backfilled with suitable material and thoroughly tamped by approved methods before commencing embankment construction. The surface of the ground, including disk -loosened ground or any surface roughened by small washes or otherwise, shall be restored to approximately its original slope by blading or other methods. Where shown on the plans or required by the Engineer, the ground surface thus prepared shall be compacted by sprinkling and rolling. The Engineer shall be notified sufficiently in advance of opening any material source to allow performance of any required testing. Unless otherwise shown on the plans, the surfaces of unpaved areas (except rock) which are to 40-15 receive embankment shall be loosened by scarifying to a depth of at least 6 inches. Hillsides shall be cut into steps before embankment materials are placed. Placement of embankment materials shall begin at the low side of hillsides and slopes. Materials which have been loosened shall be recompacted simultaneously with the new embankment materials placed upon it. The total depth of loosened and new materials shall not exceed the permissible depth of the layer to be compacted, as specified in Subarticle EB.3.(3).(a) and (b). Trees, stumps, roots, vegetation or other unsuitable materials shall not be placed in embankment. Unless otherwise shown on the plans, all embankment shall be constructed in layers approximately parallel to the finished grade of the roadbed. Embankments shall be constructed to the grade and sections shown on the plans or as established by the Engineer. Each section of the embankment shall correspond to the detailed section or slopes established by the Engineer. After completion of the roadway, it shall be continuously maintained to its finished section and grade until the project is accepted. (2) Constructing Embankments. (a) Earth Embankments. Earth embankments shall be defined as those composed principally of material other than rock, and shall be constructed of acceptable material from approved sources. Unless otherwise specified, earth embankments shall be constructed in successive layers for the full width of the individual roadway cross section and in such lengths as are best suited to the sprinkling and compacting methods utilized. Layers of embankment may be formed by utilizing equipment and methods which will evenly distribute the material, A minor quantity of rock or broken concrete encountered in the construction of this project may be incorporated in the lower layers of the embankment if acceptable to the Engineer. Or, it may be placed in the deeper fills, in accordance with the requirements for the construction of rock embankments, provided such placement of rock is not immediately adjacent to structures or in areas where bridge foundations are to be constructed. Also, rock or broken concrete may be placed in the portions of embankments outside the limits of the completed roadbed width where the size of the rock or broken concrete prohibits its incorporation in the normal embankment layers. All exposed reinforced steel shall be cut and removed from the broken concrete. Each layer of embankment shall be uniform as to material, density and moisture content before beginning compaction. Where layers of unlike materials abut each other, each layer shall be featheredged for at least 100 feet, or the material shall be so mixed as to prevent abrupt changes in the soil. No material placed in the embankment by dumping in a pile or windrow shall be incorporated in a layer in that position, but all such piles or windrows shall be moved by blading or similar methods. Clods or lumps of material shall be broken and the embankment material mixed by blading, harrowing, disking or similar methods until a uniform material of uniform density is achieved in each layer. Sprinkling required to achieve the moisture content necessary for compaction shall meet the material requirements of Item, "Sprinkling". It shall be the responsibility of the Contractor to secure a uniform moisture content throughout the layer by such methods as may be necessary. In order to facilitate uniform wetting of the embankment material, the Contractor may apply water at the material source if the sequence and methods used do not cause an undue waste of water. Such procedures shall be subject to the approval of the Engineer. Am (b) Rock Embankments. Rock embankments shall be defined as those composed principally of rock, and shall be constructed of acceptable material. Unless otherwise specified, rock embankments normally shall be constructed in successive layers for the full width of the individual roadway cross section and 18 inches or less in depth. When, in the opinion of the Engineer, the rock sizes necessitate a greater depth of layer, the layer depth may be increased as necessary, but in no case shall the depth of layer exceed 2-1/2 feet. Each layer shall be constructed in such a manner that the interstices between the larger stones are filled with smaller stones and spalls which have been created by this operation as well as from the placement of succeeding layers of material. The maximum dimension of any rock used in embankment shall be less than the depth of the embankment layer, and in no case shall any rock over two (2) feet in its greatest dimension be placed in the embankment unless otherwise approved by the Engineer. Unless otherwise shown on the plans, the upper or final layer of the embankment shall be composed of material so graded that the density and uniformity of the surface layer may be secured by the "Ordinary Compaction" or "Density Control" method. Exposed oversize material shall be reduced by sledging or other methods as approved by the Engineer. ' When "Ordinary Compaction" is specified, each embankment layer shall be rolled and sprinkled when and to the extent directed by the Engineer. When "Density Control" is specified, each layer shall be compacted to the required density as outlined for "Earth Embankments", except that in those layers where rock will make density testing difficult, ' when shown on the plans, the Engineer may require the layer to be proof rolled to insure proper compaction. ' (c) Embankment Adjacent to Culverts and Bridges. Embankments adjacent to culverts and bridges shall be compacted in the manner prescribed under, "Excavation and Backfill for Structures", or other appropriate bid items. n r 1 As a general practice, embankment material placed adjacent to any portion of any structure and in the first two layers above the top of any culvert or similar structure shall be free of any appreciable amount of gravel or stone particles more than four (4) inches in greatest dimension and of such gradation as to permit thorough compaction. When, in the opinion of the Engineer, such material is not readily available, the use of rock or gravel mixed with earth will be permitted, in which case no particle larger than 12 inches in greatest dimension and six (6) inches in least dimension may be used. The percentage of fines shall be sufficient to fill all voids and insure a uniform and thoroughly compacted mass of proper density. (3) Compaction Methods. Compaction of embankments shall be by "Ordinary Compaction" or "Density Control" as shown on the plans. (a) Ordinary Compaction. When "Ordinary Compaction" is shown on the plans, the following provisions shall govern: , Each layer shall not exceed eight (8) inches of loose depth, unless otherwise directed by the Engineer. Each layer shall be compacted in accordance with the provisions governing the Item or Items of "Rolling". Unless otherwise specified on the plans, the rolling equipment shall be as approved by the Engineer. Compaction shall continue until there is no evidence of further compaction. Prior to and in conjunction with the rolling operation, each layer shall be brought to the moisture content directed by the Engineer, and shall be kept leveled with suitable equipment to insure uniform compaction over the entire layer. Should the subgrade, for any reason or cause, lose the required stability or finish, it shall be recompacted and refinished at the Contractor's expense. EB -3 (b) Density Control. When "Density Control" is shown on the plans, the following provisions shall apply: Each layer shall be compacted to the required density by any method, type and size of equipment which will give the required compaction. The depth of layers, prior to compaction, shall depend upon the type of sprinkling, mixing and compacting equipment used. However, maximum depth (16 inches loose and 12 inches compacted) shall not be exceeded unless approved by the Engineer. Prior to and in conjunction with the rolling operation, each layer shall be brought to the moisture content necessary to obtain the required density and shall be kept leveled with suitable equipment to insure uniform compaction over the entire layer. Each layer shall be sprinkled as required and compacted to the extent necessary to provide the density specified below, unless otherwise shown on the plans. Description Density, Percent Moisture Non -swelling soils with Not less than 98 plasticity index less than 20 Swelling soils with Not less than 98 Not less plasticity index of nor more than 102 than optimum 20 to 35 Swelling soils with Not less than 95 Not less plasticity index over 35 nor more than 100 than optimum The density determination will be made in accordance with Test Method Tex -114-E. Field density determination will be made in accordance with Test Method Tex -115-E. After each layer of earth embankment is complete, tests as necessary may be made by the Engineer. When the material fails to meet the density requirements or should the material lose the required stability, density, moisture or finish before the next course is placed or the project is accepted, the layer shall be reworked as necessary to obtain the specified compaction, and the compaction method shall be altered on subsequent work to obtain specified density. Such procedure shall be subject to the approval of the Engineer. Excessive loss of moisture shall be construed to exist when the subgrade soil moisture content is four (4) percent less than the optimum. The Contractor may be required to remove a small area of the layer in order to facilitate the taking of density tests. Replacement and compaction of the removed material in the small area shall be at the Contractor's expense. When shown on the plans or when directed by the Engineer, the Contractor shall proof roll in accordance with Texas Department of Transportation Item 216, "Rolling (Proof)". Soft spots shall be corrected as directed by the Engineer. There shall be no separate pay item for proof rolling. EB -4 EBA. TOLERANCES The tolerances shall be as follows: (1) Grade Tolerances. (a) Stage Construction. Any deviation in excess of 0.1 foot in cross section and 0.1 foot in 16 feet measured longitudinally shall be corrected by loosening, adding or removing the material, reshaping and recompacting by sprinkling and rolling. (b) Turnkey Construction. Any deviation in excess of 1/2 inch in cross section and 1/2 inch in 16 feet measured longitudinally shall be corrected by loosening, adding or removing the material, reshaping and recompacting by sprinkling and rolling. (2) Gradation Tolerances. The Engineer may accept the material, providing not more than one (1) out of the most recent five (5) gradation tests performed are outside the specified limit on any individual sieve by more than five (5) %. (3) Density Tolerances. The Engineer may accept the work providing not more than one (1) out of the most recent five (5) density tests performed is outside the specified density, provided the failing test is no more than three (3.0) pounds per cubic foot outside the specified density. (4) Plasticity Tolerances. The Engineer may accept the material providing not more than one (1) out of the most recent five (5) plasticity index samples tested are outside the specified limit by no more than two (2) points. EB.6 MEASUREMENT This Item will be measured as follows: Retaining -wall -backfill areas which are also in embankment areas will be measured for payment as embankment except as shown on the plans; such material shall meet the requirements for backfill material of the pertinent retaining -wall item(s). Limits of measurement for embankment in retaining - wall areas will be as shown on Standard Detail Sheet "Earthwork Measurement at Retaining Walls" (EMRW) in the plans. Shrinkage or swellage factors will not be considered in determining the calculated quantities. Embankment will be measured by the cubic yard in its final position as the volume of embankment computed in place between (1) the original ground surfaces or the surface upon which the embankment is to be constructed, and (2) the lines, grades and slopes of the accepted embankment, using the average end area method. Embankment is a plans quantity measurement Item and the quantity to be paid for will be that quantity shown in the proposal and on the contract plans, except as may be modified by a design change. If no adjustment of quantities is required, additional measurements or calculations will not be required. EB.6 PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "Embankment", of the compaction method, type and class specified. This price shall be full compensation for furnishing embankment; EB -5 for hauling; for placing, compacting, finishing and reworking; and for all labor, royalty, tools, ' equipment and incidentals necessary to complete the work. When "Ordinary Compaction" is shown on the plans, all sprinkling and rolling, will not be paid for ' directly, but will be considered subsidiary to this Item, unless otherwise shown on the plans. When "Density Control" is shown on the plans, all sprinkling and rolling, will not be paid for ' directly, but will be considered subsidiary to this Item. When subgrade is constructed under this project, correction of soft spots in the subgrade will be at the Contractor's expense. ' l EB -6 I SECTION RC REMOVING CONCRETE INDEX PARAGRAPH TITLE PAGE RC.1 DE,SCRIPTION..........................................................................................................................RC-1 RC.2 CONSTRUCTION METHODS.................................................................................................RC-1 RC.3 MEASUREMENT......................................................................................................................RC-1 RCAPAYMENT.................................................................................................................................RC-2 ICm SECTION RC REMOVING CONCRETE RCA DESCRIPTION This Item shall govern for breaking, removing, and storing or disposing of existing portland cement concrete. RC.2 CONSTRUCTION METHODS Existing portland cement concrete shall be removed from locations shown on the plans. Where only a portion of the existing concrete is to be removed, special care shall be exercised to avoid damage to that portion of the concrete to remain in place. Unless otherwise approved by the Engineer, the existing concrete shall be saw cut and removed to the neat lines shown on the plans or established by the Engineer. Any existing concrete that is to remain in place and is beyond the neat lines so established, which is damaged or destroyed by these operations, shall be replaced, as directed by the Engineer, at the Contractor's expense. All concrete shown on the plans to be salvaged, shall be broken into pieces not greater than 24 inches in any dimension, unless otherwise specified. Air -driven machinery or other suitable means approved by the Engineer may be used. The use of explosives for breaking concrete will not be permitted except when approved in writing by the Engineer. Adequate precautions shall be taken to prevent damage to adjacent property and existing structures. Reinforcing steel shall be cut as necessary. When shown on the plans, broken concrete to be salvaged shall be loaded, hauled and neatly stored at designated sites as shown on the plans, or used as directed by the Engineer. Concrete to be removed, but not specified for salvage, shall be disposed of by the Contractor at locations approved by the Engineer. The provision that the concrete be broken into pieces not greater than that specified above shall not apply when concrete is to be removed from the project. RC.3 MEASUREMENT This Item will be measured by one of the methods as follows and shown on the plans: Removing concrete pavement, floors, porches, patios, riprap, medians, foundations, sidewalks and ' driveways will be measured by the square yard in its original position, regardless of its thickness, or by the cubic yard based on its calculated volume. ' Removing combined curb and gutter, concrete curb and concrete traffic barrier will be measured by the linear foot in its original position, regardless of the dimensions of same. Removal of monolithic concrete curb and/or dowelled concrete curb on concrete pavement which is to be removed will be ' considered as part of the concrete pavement and will not be measured separately for payment. Removing retaining walls will be measured by the square yard along the front face from the top of the wall to the top of the footing. ' This is a plans quantity measurement Item and the quantity to be paid for will be that quantity shown in the proposal and in the contract plans, except as may be modified by a design change. If no adjustment of quantities is required, additional measurements or calculations will not be required. RC -1 RC.4 PAYMENT The work performed in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid and shall be full compensation for breaking the concrete, removing any overlaying materials except as stated below, cutting reinforcing steel when required, loading, hauling, unloading, and satisfactorily storing or disposing of the material, and for all labor, tools, equipment, manipulation and incidentals necessary to complete the work. All retaining wall footings will not be paid for directly but will be considered subsidiary to the various bid items. Unless otherwise shown on the plans, removal of stabilized base or asphaltic concrete will be paid for by the applicable bid items. RC -2 I SECTION RL ROLLING INDEX PARAGRAPH TITLE PAGE RL.I DESCRIPTION.............................................................................................................RL-1 RL.2 WHEEL ROLLER........................................................................................................RL-1 RL.3 TAMPING ROLLER....................................................................................................RL-1 RLATIRE ROLLER.............................................................................................................RL-1 RL.5 ROLLING METHODS.................................................................................................RL-2 RL.6 METHOD OF MEASUREMENT................................................................................RL-2 RL.7 BASIS OF PAYMENT.................................................................................................RL-3 RL -i SECTION RL ROLLING RL.1 DESCRIPTION Rolling shall consist of the compacting of embankment, subgrade or flexible base by the operation of approved power rollers as hereinafter specified. RL.2 WHEEL ROLLER Wheel rollers shall be the three -wheel, self-propelled type, weighing not less than three (3) nor more than six (6) tons and shall provide a compression on the rear wheels of not less than 150 pounds per linear inch of the tire width. The rear wheels shall be flat. RL.3 TAMPING ROLLER Tamping rollers shall consist of two (2) metal rollers, drums or shells of not less than forty inches (40") in diameter, each not less than forty-two inches (42") in length and unit mounted in a rigid frame in such a manner that each roller may oscillate independently of another. Each roller, drum or shell shall be surmounted by metal studs with tamping feet projecting not less than seven inches (7") from the surface and spaced not less than six inches (6") nor more than 10 inches (10") measured diagonally center to center; and the cross-sectional area of each tamping foot measured perpendicular to the axis of the stud, shall be not less than five square inches (50") nor more than eight square inches (80"). The roller shall be ofthe type that by ballast loading, the load on each tamping foot may be varied uniformly from 125 p.s.i. of cross-sectional area. The load per tamping foot will be determined by dividing the total weight of the roller by the number of tamping feet in one row parallel to or approximately parallel to the axis of the roller. The tamping roller shall be drawn by approved equipment of adequate tractive effort. Power equipment used in embankment construction shall be the crawler type tractor. Two (2) tamping rollers conforming to the above requirements, drawn by approved equipment, shall be considered a roller unit. RLA TIRE ROLLER Tire rollers shall consist of not less than nine (9) pneumatic -tired wheels, running on axles in such a manner that the rear group of tires will not follow in the tracks of the forward group of ' wheels, and mounted in a rigid frame, and shall be of a type suitable for ballast loading. The distance between the front and rear axles shall be not less than five feet (5') nor more than 10 feet (10'). ' The front axle shall be attached to the frame in such a manner that the roller may be turned in a minimum circle. The pneumatic tire roller shall have an effective rolling width of approximately sixty inches (60"), and shall be ballast loaded so that the load may be varied RL -1 II RL.6 RL.6 RL.7 uniformly from not less than 100 p.s.i. of width of tire tread to 325 pounds per inch of tire tread. The roller, under working conditions, shall provide a uniform compression under all wheels. The total combined width of effective tire tread shall be not less than eighty-five percent (85%) of the effective rolling width. The pneumatic tire roller shall be drawn by either an approved crawler type, a pneumatic tread tractor, or a truck of adequate tractive effort; and the roller when drawn by either type of equipment shall be considered a pneumatic tire roller unit. Power equipment for rolling on asphalt shall be equipped with pneumatic tires. ROLLING METHODS The embankment or base course shall start longitudinally at the sides and proceed toward the center, overlapping on successive trips at least one-half (1/2) of the width of the pneumatic tire roller unit. Alternate trips of the roller unit shall begin at the low sides and progress toward the high sides. The speed of the power roller and the tamping roller unit, unless otherwise directed by the Engineer, shall be between two (2) and three (3) miles per hour. The speed of the pneumatic tire unit, unless otherwise directed by the Engineer, shall be between four (4) and twelve (12) miles per hour for asphalt surfacing work and between two (2) and six (6) miles per hour for all other compaction work. METHOD OF MEASUREMENT Rolling will not be classified as a separate pay item. BASIS OF PAYMENT Rolling shall be considered as incidental work, and will not be paid for as a separate item, but the cost thereof shall be included in such contract price or prices as are provided. Such price or prices shall be the total compensation for all labor, materials, tools, machinery, equipment and incidentals necessary to complete the work in accordance with the plans and this specification. RL -2 SECTION LT LIME TREATMENT INDEX PARAGRAPH TITLE PAGE LT.1 DESCRIPTION.................................................................................................LT-1 LT.2 MATERIALS....................................................................................................LT-1 LT.3 EQUIPMENT....................................................................................................LT-1 LTA CONSTRUCTION METHODS........................................................................LT-2 LT.4.1 Application........................................................................................................LT-2 LT.4.2 Mixing................................................................................................................LT-3 LT.4.3 Compaction........................................................................................................LT-4 LT.4.4 Finishing, Curing, and Preparationof Surfacing....................................................................................LT-5 LT.5 PAVEMENT SURFACE...................................................................................LT-5 LT.6 MEASUREMENT.............................................................................................LT-5 LT.7 PAYMENT........................................................................................................LT-6 LT -i SECTION LT LIME TREATMENT LTA DESCRIPTION This item shall consist of treating the subgrade, existing subbase or existing base by the pulverizing, addition of lime, mixing and compacting the mixed material to the required density. This item applies to natural ground, embankment, or existing pavement structure and shall be constructed as specified herein and in conformity with the typical sections, lines and grades as shown on the plans or as established by the Engineer. All subgrade subbase, or existing base shall be lime stabilized to a minimum thickness of six inches (6") compacted as described herein. LT.2 MATERIALS ' I . The lime shall meet the requirements of the Item, "Hydrated Lime and Lime Slurry", for the type of lime specified. ' When Type B, Commercial Lime Slurry, is specified, the Contractor shall select, prior to construction, the grade to be used and shall notify the Engineer in writing before changing from one grade to another. ' 2. The minimum design strength or percent of lime to be used for the treated subgrade, existing subbase or existing base shall be that percent of lime which will reduce the soil plasticity limit to a maximum of fifteen (PI = 15) or less. A maximum amount of lime by dry weight unit shall be considered as being seven and one-half percent (7.5%). LT.3 EQUIPMENT The machinery, tools and equipment necessary for proper prosecution of the work shall be on the project and approved by the Engineer prior to the beginning of construction operations. All machinery, tools and equipment used shall be maintained in a satisfactory and workmanlike manner. 2. Hydrated lime shall be stored and handled in closed weatherproof containers until immediately before distribution on the road. If storage bins are used they shall be completely enclosed. Hydrated lime in bags shall be stored in weatherproof buildings with adequate protection from ground dampness. 3. If the lime is furnished in trucks, each truck shall have the weight of lime certified on public scales, or the Contractor shall place a set of standard platform truck scales or hopper scales at a location approved by the Engineer. LT -1 Scales shall conform to the requirements of the Item "Weighing and Measuring Equipment". If lime is furnished in bags, each bag shall bear the manufacturer's certified weight. Bags varying more than five percent (5%) from that borne weight may be received; and the average weight of bags in any shipment, as shown by weighing fifty (50) bags taken at random, shall not be less than the manufacturer's certified weight. LTA CONSTRUCTION METHODS In general, it is the primary requirement of this specification to secure a completed course of treated material containing a uniform lime mixture, free from loose or segregated areas, of uniform density and moisture content, well bound for its full depth, and with a smooth surface suitable for placing subsequent courses. It shall be the responsibility of the Contractor to regulate the sequence of his work, to use the proper amount of lime, maintain the work and rework the courses as necessary to meet the above requirements. Prior to beginning any lime treatment, the roadbed or parking lot shall be constructed and shaped to conform to the typical sections, lines and grades as shown on the plans or as established by the Engineer. The material to be treated shall then be excavated to the secondary grade (proposed bottom of lime treatment) and removed or windrowed to expose the secondary grade. Any wet or unstable materials below the secondary grade shall be corrected, as directed by the Engineer, by scarifying, adding lime, and compacting until it is of uniform stability. The excavated material shall then be spread to the desired cross-section. If the Contractor elects to use a cutting and pulverizing machine that will remove the subgrade material accurately to the secondary grade and pulverize the material at the same time, he will not be required to expose the secondary grade nor windrow the material. However, the Contractor shall be required to roll the subgrade, as directed by the Engineer, before using the pulverizing machine and correct any soft areas that this rolling may reveal. This method will be permitted only where a machine is provided, which will insure that the material is cut uniformly to the proper depth and which has cutters that will plane the secondary grade to a smooth surface over the entire width of the cut. The machine shall be of such design that a visible indication is given at all times that the machine is cutting to the proper depth. LT.4.1 Application Lime shall be spread only on that area where the first mixing operations can be completed during the same working day. The application and mixing of lime with the material shall be accomplished by the methods hereinafter described as "Dry Placing" or "Slurry Placing". When Type A Hydrated Lime, is specified, the Contractor shall use the slurry method unless otherwise noted. a. Dry Placing -- The lime shall be spread by an approved screw type spreader box or by bag distribution at the rates described herein or as directed by the Engineer. LT -2 The lime shall be distributed at a uniform rate and in such manner as to reduce the scattering of lime by wind to a minimum. Lime shall not be applied when wind conditions, in the opinion of the Engineer, are such that blowing lime becomes objectionable to traffic and adjacent property owners. A motor grader shall not be used to spread the lime. The material shall be sprinkled as directed by the Engineer, until the proper moisture content has been secured. b. Slurry Placing -- The lime shall be mixed with water in trucks with approved distributors and applied as a thin water suspension or slurry. Type B, Commercial Lime Slurry, shall be applied with a lime percentage not less than that applicable for the grade used. The distribution of lime at the rates described herein or as directed by the Engineer shall be attained by successive passes over a measured section of roadway until the proper moisture and lime content has been secured. The distributor truck shall be equipped with an agitator which will keep the lime and water in a uniform mixture. LT.4.2 Mixing The mixing procedure shall be the same for "Dry Placing" or "Slurry Placing" as hereinafter described. a. First Mixing -- The material and lime shall be thoroughly mixed by approved road mixers or other approved equipment, and the mixing continued until, in the opinion of the Engineer, a homogeneous friable mixture of material and lime is obtained, free from all clods or lumps. Materials containing plastic clays or other material which will not readily mix with lime shall be mixed as thoroughly as possible at the time of the lime application, brought to the proper moisture content and left to cure one (1) to four (4) days as directed by the Engineer. During the curing period, the material shall be kept moist as directed. ' b. Final Mixing -- After the required curing time, the material shall be uniformly mixed by approved methods. If the soil binder -lime mixture contains clods, they shall be reduced in size by raking, blading, discing, harrowing, scarifying or the ' use of other approved pulverization methods so that when all non -slaking aggregates retained on the No. 4 sieve are removed, the remainder of the material shall meet the following requirements when tested dry by laboratory sieves: CIS 11 Percent Minimum Passing 1-3/4" Sieve .................. 100 Minimum Passing No. 4 Sieve ................... 60 During the interval of time between application and mixing, hydrated lime that has been exposed to the open air for a period of six (6) hours or more to excessive loss due to washing or blowing will not be accepted for payment. LT -3 LT.4.3 Compaction Compaction of the mixture shall begin immediately after final mixing and in no case later than three (3) calendar days after final mixing, unless approval is obtained from the Engineer. The material shall be aerated or sprinkled as necessary to provide the optimum moisture. Compaction shall begin at the bottom and shall continue until the entire depth of mixture is uniformly compacted by the method of compaction hereinafter specified as the "Density Control" method. If the total thickness of the material to be treated cannot be mixed in one (1) operation, the previously mixed material shall be bladed to a windrow just beyond the area to be treated and the next layer mixed with lime as specified, The first layer of the treated material shall be compacted in such a manner that the treated material will not be mixed with the underlying material. For the "Density Control" method of compaction the following provisions shall apply: The course shall be sprinkled as required and compacted to the extent necessary to provide the density specified below as determined by the use of the compaction ration method. Description For lime treated subgrade, existing subbase or existing base that will receive subsequent subbase or base courses. For lime treated existing subbase existing base that will receive surface courses. Densitv. Percent Not less than ninety-five percent (95%) of Standard Proctor at optimum moisture. Not less than ninety-eight percent (98%) of Standard Proctor at optimum moisture. The testing will be as outlined in Test Method TEX-1 14-E of the Texas Department of Transportation, or other approved methods. In addition to the requirements specified for density, the full depth of the material shown on the plans shall be compacted to the extent necessary to remain firm and stable under construction equipment. After each section is completed, tests as necessary will be made as directed by the Engineer. If the material fails to meet the density requirements, it shall be reworked as necessary to meet these requirements. Throughout this entire operation the shape of the course shall be maintained by blading; and the surface, upon completion, shall be smooth and in conformity with the typical section shown on the plans and the established lines and grades. A recognized soil testing laboratory, designated and paid by the Contractor and acceptable to the Engineer shall conduct density tests of the established subgrade and/or subbase after the lime stabilization process is completed. These soil density tests shall be required and completed, and reports provided showing conformance to these LT -4 specifications furnished to the City prior to placement of any asphalt or concrete pavement on a stabilized roadbed. These density tests will be made and results furnished at the rate of one (1) density test for each 2,000 square yards of pavement. If in the opinion of the Engineer additional tests are required to determine the in-place density, then these additional tests shall be made and furnished to the City by the Contractor, at no ' expense to the City. The soil density test conducted after placement of the lime shall include a plasticity index ' report, moisture content and in-place density calculated. The soil testing laboratory shall furnish the City with test reports for each phase of the ' work tested and inspected. The test report shall state that the materials and work as tested is (in/out) of the specifications. Should the material due to any reason or cause, lose the required stability, density and ' finish before the next course is placed or the work is accepted, it shall be recompacted and refinished at the sole expense of the Contractor. ' LTAA Finishing, Curing, and Preparation for Surfacing After the final layer or course of the lime treated subgrade, subbase or base has been ' compacted, it shall be brought to the required lines and grades in accordance with the typical sections. The complete section shall then be finished by rolling as directed with a pneumatic or other suitable roller sufficiently light to prevent hair cracking. The completed section shall be moist -cured for a minimum of seven (7) days before further ' courses are added or any traffic is permitted, unless otherwise directed by the Engineer. In cases where subgrade treatment or subbase sets up sufficiently to prevent objectionable damage from traffic, such layers may be opened to traffic two (2) days after completion. If the plans provide for the treated material to be sealed or covered by other courses of ' material, such seal or course shall be applied within fourteen (14) days unless directed by the Engineer. ' LT.6 PAVEMENT SURFACE After completion of compaction of the lime stabilized subgrade, and upon completion of a seven ' (7) day curing period of the stabilized material, the street shall be surfaced with materials as described in other sections of these specifications and to the applicable thickness and section shown on Standard City Drawings, and the approved plans for the paving work. ' LT.6 MEASUREMENT Lime treatment of the subgrade, existing subbase, and existing base shall be measured by the ' square yard to neat lines as shown on the typical sections. When Type A, Hydrated Lime is used, the quantity of lime will be measured by the ton of 2,000 ' pounds, dry weight. I LT -5 When Type B Commercial Lime Slurry is used, the quantity of lime shall be calculated from the required minimum percent solids based upon the use of Grade 1 or Grade 2 as follows: Grade 1: The "Dry Solids Content" shall be at least thirty-one percent (31%) by weight of the slurry, and the quantity of lime will be calculated by the ton of 2,000 pounds based on the thirty-one percent (31%) lime content, as delivered on the road. Grade 2: The 'Dry Solids Content" shall be at least thirty-five percent (35%) by weight of the slurry, and the quantity of lime will be calculated by the ton of 2,000 pounds based on the thirty-five percent (35%) lime content, as delivered on the road. LT.7 PAYMENT Work performed and materials furnished as prescribed by this item and measured as provided under "Measurement" will be paid as follows: Lime will be paid for at the unit price per ton of 2,000 pounds for "Lime" of the type specified which price shall be full compensation for furnishing all lime, or as shown on the plans and in the bid documents. "Lime Treated Subgrade (Density Control)", "Lime Treated Existing Subbase (Density Control)", and "Lime Treated Existing Base (Density Control)" will be paid for at the unit price bid per square yard. The unit price bid shall be full compensation for all correction or secondary subgrade, for loosening, mixing, pulverizing, spreading, drying, application of lime, water content of the slurry, shaping and maintaining, for all manipulations required, for all hauling and freight involved, for all tools, equipment, labor, and for all incidentals necessary to complete work except as specified below: All sprinkling and rolling performed as required will not be paid for directly but the cost of all sprinkling and rolling will be subsidiary to other bid items. LT -6 PARAGRAPH TP.1 TP.2 TP.3 TPA SECTION TP TRENCH EXCAVATION PROTECTION INDEX TITLE DESCRIPTION CONSTRUCTION METHODS MEASUREMENT PAYMENT PAGE TP -1 TP -1 TP -1 TP -1 TP -i SECTION TP TRENCH EXCAVATION PROTECTION TPA DESCRIPTION This Item shall govern for the excavation protection required for the trenches in excess of five (5) feet deep, including all additional excavation, backfill, pavement reconstruction and repair made necessary by the protection system, in accordance with this Item. A trench shall be defined as a narrow excavation made below the surface of the ground. In general, the depth is greater than the width, but the width of a trench is not greater than 15 feet. If forms or other structures are installed or constructed in an excavation so as to reduce the dimension measured from the forms or structure to the side of the excavation to 15 feet or less (measured at the bottom of the excavation), the excavation is also considered to be a trench. in addition, "Trench Excavation Protection" will not be limited to these applications, but may be used wherever deemed expedient and proper to the ensuing work. TP.2 CONSTRUCTION METHODS Trench Excavation Protection shall be as required by the provisions of Part 1926, Subpart P - Excavations, Trenching, and Shoring of the Occupational Safety and Health Administration's Standards and Interpretations. TP.3 MEASUREMENT This Item will be measured by the linear foot along the centerline of trench where the depth of trench exceeds five (5) feet. TP.4 PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "Trench Excavation Protection". This price shall be full compensation for all excavation and backfill; for furnishing, placing and removing all shoring, sheeting, or bracing; for dewatering or diversion of water; for all jacking and jack removal; and for all other labor, materials, tools, equipment and incidentals necessary to complete the work. No payment will be made for excavation protection made necessary due to the selection of an optional design or sequence of work that creates the need for the protection system. TP -1 SECTION SS STORM SEWER SYSTEM PARAGRAPH TITLE SS.2 MATERIALS ............................................................................................... ................ SS'l SS21 Reinforced Concrete Pipe --------.----------------------.SS-1 SS.22 Jointing Materials .......................................................................................................... SS -3 SS2.3 CastIron Castings ----------------------------------- SS -5 SS.2.4 Concrete and Reinforcing Steel----------------------------. SS -5 SS.3 CONSTRUCTION METHODS .................................................................................... SS -6 8S.I1 General .-------------------------------------..—..SS'6 SS.I2 Excavation and Backfilling ........................................................................................... SS -6 SS.I3 Laying Pipe ................................................................................................................... SS'6 8S.3/4 Jointing ----------------------------------------'SS'7 SS.3.5 Connections ................................................................................................................. SS'>O SS.3.6 Manholes, Inlets, and Junction Boxes ......................................................................... SS'lO SSA MBASDRBMENT---------------------------------- SS'>O SS.5 9AYM[NT-------------------------------------.. SS -11 SSl> Pipe ----.--.----------------.--.---.----------'SS'll SS.5.2 Inlets and Junction Boxes ............................................................................................ SS'>l SS.5.3 Manholes ..................................................................................................................... SS'll SECTION SS STORM SEWER SYSTEM SSA DESCRIPTION This section of the specifications includes the furnishing of all plant, labor, equipment, and materials, and the performance of all operations required to complete the storm sewer system as shown on the drawings and specified herein. SS.2 MATERIALS SS.2.1 Reinforced Concrete Pipe A. General: Except as modified herein, materials, manufacture, and design of pipe shall conform to ASTM Designation C76 for Circular Pipe; ASTM Designation C506 for Arch Pipe; or ASTM Designation C507 for Elliptical Pipe. All pipe shall be machine made or cast by a process which will provide for uniform placement of the concrete in the form and compaction by mechanical devices which will assure a dense concrete. Concrete shall be mixed in a central batch plant or other approved batching facility from which the quality and uniformity of the concrete can be assured. Transit mixed SS -1 concrete will not be acceptable for use in precast concrete pipe. B. Design: Unless shown otherwise on the drawings, all pipe shall be Class III tongue and groove types. The shell thickness, the amount of circumferential reinforcement and the strength of the pipe shall conform to the specified Class as summarized in ASTM Designation C76 for Circular Pipe; C506 for Arch Pipe or C507 for Elliptical Pipe. C. Physical Test Re(iuirements: The acceptability of the pipe shall be determined by the results of 1) the three -edge bearing test for the load to produce the 0.01 inch crack and the ultimate load; by 2), the appropriate material tests required in ASTM Designations: C76, C506 or C507; by 3), absorption tests on selected samples from the wall of the pipe; and by 4), inspection of the finished pipe to determine its conformance with the design prescribed in these specifications and its freedom from defects. Three -edge bearing tests for both the 0.01 inch crack and the ultimate load shall conform to ASTM Designations C76, C506, or C507, whichever is applicable. SS -1 17 E. F G As an alternate to the three -edge bearing test, concrete pipe sixty inches (60") in diameter and over may be accepted, at the option of the manufacturer, on the basis of material tests and inspection of the complete product. Acceptability of pipe on this basis shall be determined by 1) the results of material tests as required in ASTM Designations C76, C506, or C507; by 2), crushing tests on cores taken from the barrel of the completed and cured pipe; by 3), absorption tests on samples from the wall of the pipe; and by 4), inspection of the finished pipe, including amount and placement of reinforcement to determine its conformance with the design prescribed in these specifications and its freedom from defects. The manufacturer shall furnish facilities and personnel for taking the cores from the pipe barrel and for determining the compressive strength of the samples. When cores cut from a section of pipe successfully meet the strength requirement,the core holes shall be plugged and sealed by the manufacturer in a manner such that the pipe section will meet all of the test requirements of ASTM Designation: C76, C506 or C507. Pipe sections, so sealed, will be accepted for use. Sizes and Permissible Variations: Variations in diameter, size, shape, wall thickness, reinforcement, laying length and the permissible underrun of length shall be in accordance with the applicable ASTM specification for each type of pipe as referred to previously. Where rubber gasket pipe joints are to be used, design of the joints and permissible variations in dimensions shall be in accordance with ASTM Designation C443. Workmanship and Finish: Pipe shall be substantially free from fractures, large or deep cracks, and surface roughness. The ends of the pipe shall be normal to the walls and centerline of the pipe. Curing: Pipe shall be cured in accordance with the applicable ASTM Specification for each type of pipe as referred to above. Marking: The following information shall be clearly marked on each section of pipe: I . The class of pipe. 2. The date of manufacture. 3. The name or trademark of the manufacturer. 4. One (1) end of each section of pipe with elliptical reinforcement shall be clearly marked during the process of manufacture or immediately thereafter on the inside and the outside of opposite walls to show the location of the "top" or "bottom" of the pipe as it should be installed; unless the external SS -2 4. Damaged ends, where such damage would prevent making a satisfactory joint. K. Rcpairs: Pipe may be repaired if necessary, because of occasional imperfections in manufacture or accidental injury during handling and will be acceptable if, in the opinion of the Engineer, the repairs are sound and properly finished and cured, and the repaired pipe conforms to requirements of these specifications. L. Reiections: All rejected pipe shall be plainly marked by the Engineer and shall be replaced by the Contractor with pipe which meets the requirements of these specifications. Such rejected pipe shall be removed immediately from the site of work. SS.2.2 Jointing Materials Unless otherwise specified on the plans, the Contractor shall have the option of making the joints by any of the following methods: SS -3 shape of the pipe is such that the correct position of the top and bottom is obvious. Marking shall be indented on the pipe section or painted thereon ' with waterproof paint. H. Minimum Aee for Shipment: ' Pipe shall be considered ready for shipment when it conforms to the requirements of the tests specified herein. I. Inspection: The quality of materials, process of manufacture, and the finished pipe shall be ' subject to inspection and approval by the Engineer at the project site prior to and during installation. ' J. Causes for Reiection: Pipe shall be subject to rejection on account of failure to conform to any of the ' specification requirements. Individual sections of pipe may be rejected for of any of the following reasons. 1. Fractures or cracks passing through the shell, except for a single end crack ' that does not exceed the depth of the joint. ' 2. Defects that indicate imperfect proportioning, mixing and molding. 3. Surface defects indicating honeycombed or open texture. 4. Damaged ends, where such damage would prevent making a satisfactory joint. K. Rcpairs: Pipe may be repaired if necessary, because of occasional imperfections in manufacture or accidental injury during handling and will be acceptable if, in the opinion of the Engineer, the repairs are sound and properly finished and cured, and the repaired pipe conforms to requirements of these specifications. L. Reiections: All rejected pipe shall be plainly marked by the Engineer and shall be replaced by the Contractor with pipe which meets the requirements of these specifications. Such rejected pipe shall be removed immediately from the site of work. SS.2.2 Jointing Materials Unless otherwise specified on the plans, the Contractor shall have the option of making the joints by any of the following methods: SS -3 A. Mortar: Mortar for joints shall be in accordance with the item Structural Concrete. B. Cold -Applied -Plastic Asphalt Sewer Joint Compound: This shall be suitable for jointing concrete pipe. It shall consist essentially of natural and/or processed asphalt base, suitable volatile solvents, and inert filler (a portion of which shall be asbestos fiber). The consistency is to be such that the ends of the pipe can be coated with a layer of the compound up to one-half inch (1/2") thick by means of a trowel. It shall cure to a firm, stiff plastic condition after application. The material shall be of a uniform mixture and any small separation occurring in the container before use must be readily stirred back to form a uniform mix. Detailed Requirements: The material shall meet the following requirements when tested according to Test Method Tex -526-C: Asphalt Base, 100 - (% Volatile + % Ash), % by wt. 28-45 Volatile by 212°F Evaporation, 2 Hrs. % by wt. 10-26 Mineral Matter determined as Ash, % by wt. 30-55 Consistency, Cone Penetration, I 50g, 5 sec., 77°F 150-275 C. Rubber Gaskets shall conform to ASTM Designation 0361 or C443, with the provision that the Contractor shall furnish the Engineer with the Manufacturer's Certificate of Analysis. D. Cold -Applied Preformed Plastic Gaskets shall be suitable for sealing joints of tongue and groove concrete pipe. The gasket sealing joint shall be produced from blends of refined hydrocarbon resins and plasticizing compounds reinforced with inert mineral filler, and shall contain no solvents, irritating fumes or obnoxious odors. The gasket joint sealer shall not depend on oxidizing, evaporating, or chemical action for its adhesive or cohesive strength, and shall be supplied in extruded rope -form of suitable cross-section. The plastic gasket joint sealer shall be in accordance with the manufacturer's recommendations and sufficient to obtain the squeeze -out as described under paragraph section SS.3.4 of these specifications. The gasket joint sealer shall be protected by a suitable removable two-piece wrapper. The two-piece wrapper shall be so designed that one (1) half of the wrapper may be removed longitudinally without disturbing the other half to facilitate application as noted below. The chemical composition of the gasket joint sealing compound as shipped shall meet the following requirements when tested and shall be in accordance with the test method shown. SS -4 ComUOSition Test Method Tvoical Analvsis Bitumen (petroleum plastic content) (% by weight) ASTM -D-4-52 50-70 Ash -Inert Mineral Matter (% by weight) Tex -526-C 30-50 Volatile Matter (@ 325°F) (% by weight) Tex -506-C 2.0 Max. The gasket joint sealing compound when immersed for thirty (30) days at ambient room temperature separately in five percent (5%) solution of caustic potash, a mixture of five percent (5%) hydrochloric acid, a five percent (5%) solution of sulfuric acid, and a saturated H2S solution shall show no visible deterioration. The physical properties of the gasket joint sealing compound as shipped shall meet the following requirements: Specific Gravity @ 77°F Ductility @ 77°F (cm) Min. Softening point @ 77°F Min. Pen. at 32°F, 300g, 60 Sec. ' 77°F, 150g, 5 Sec. 115°F, 150g, 5 Sec. Flashpoint C.O.C, F. Fire Point C.O.C, F. ASTM D-71-52 1.20 Min. 1.35Max. Tex - 503-C 5.0 Min. Tex - 505-C 320°F Min. Tex - 502-C 75 Min. Tex - 502-C 50 Min. 120 Max. Tex - 502-C 150Max. Tex -504-C 600°F Tex -504-C 625°F For jointing materials (b), (c) and (d) as described above in paragraph section SS.2.A.10, the Contractor shall furnish the Engineer with the Manufacturer's Certificate of Compliance. SS.2.3 Cast Iron Castings All castings shall conform to ASTM Specifications A48 for Class 30 Gray Cast Iron. SS.2.4 Concrete and Reinforcing Steel These items shall conform to the applicable parts of these specifications. SS -5 SS.3 CONSTRUCTION METHODS SS.3.1 General Reinforced concrete pipe structures shall be constructed from the specified materials in accordance with the following method and procedure. SS.3.2 Excavation and Backfilling All excavation and backfilling operations for pipe trenches shall be in accordance with the plans. Excavation in existing streets shall be done in such a manner as to result in a minimum of interruption to traffic. Excavated materials shall be carefully handled in such a manner as to prevent damage to existing pavement and so as not to obstruct drainage. SS.3.3 Laying Pipe Unless otherwise authorized by the Engineer, the laying of pipe on the prepared foundation shall be started at the outlet end with the spigot or tongue end pointing downstream and shall proceed toward the inlet end with the abutting sections properly matched, true to the established lines and grades. Proper facilities shall be provided for hoisting and lowering the section of pipe into the trench without disturbing the prepared foundation and the sides of the trench. The ends of the pipe shall be carefully cleaned before the pipe is placed. As each length of pipe is laid, the mouth of the pipe shall be protected to prevent the entrance of earth or bedding material. The pipe shall be fitted and matched so that when laid in the bed it shall form a smooth, uniform conduit. When elliptical pipe with circular reinforcing, or circular pipe with elliptic reinforcing is used, the pipe shall be laid in the trench in such position that the markings "Top" or 'Bottom", shall not be more than five degrees (Y) from the vertical plane through the longitudinal axis of the pipe. For pipe over forty-two inches (42") in diameter, the Contractor may drill two (2) holes not larger than two inches (2") in diameter in the top of each section of the pipe to aid in lifting and placing. The holes shall be neatly drilled, without spilling of the concrete, and shall be done without the cutting of any reinforcement. After the pipe is laid, the holes shall be filled with mortar and cured. Multiple installations of reinforced concrete pipe shall be laid with the center lines of individual barrels parallel. SS -6 When not otherwise indicated on the plans, the following clear distances between outer surfaces of ' adjacent pipe shall be used. Diameter of pipe 18" 24" 30" 36" 42" 48" 54" 60"-84" ' Clear Distance Between Pipes 0"-9" 0"-11" 1"-1" 1"-3" 1"-5" 1"-7" 1"-11" 2"-0" SS.3.4 Jointing ' If the Contractor elects to use Portland Cement mortar joints, all pipe shall be jointed tight and sealed with stiff mortar, composed of one (1) part Portland Cement and two (2) parts sand, so placed as to form a durable watertight joint. The ends of the pipe shall be cleaned thoroughly and wetted before ' making the joint. After any section of pipe is laid and before any succeeding section is laid, the lower half of the bell or groove of the pipe last laid shall be plastered thoroughly by troweling on an even layer of mortar. ' Next, mortar shall be applied to the upper portion of the tongue or spigot of the pipe section being laid. ' The spigot or tongue end of the next section of pipe shall then be inserted and the joint pulled up tight, taking care that the inner surfaces of the abutting pipe sections are flush and even. ' After the section is laid and uniformly matched, and the sections have been fitted as close as the construction of the pipe will permit, the lower half of the inner circumference ofthe joints of pipe over eighteen inches (18") in diameter shall be sealed and packed with mortar, and finished smooth and even with the adjacent section of pipe. Before this mortar has attained initial set, additional mortar shall then be applied from the outside and forced into the unfilled portion of the bell or groove to fill completely the annular space around the spigot or tongue. ' For bell and spigot pipe, a bead shall be formed on the outside by troweling on mortar downward at an angle of forty-five degrees (45°) from the outer edge of the bell to the spigot of the last laid section. ' For tongue and groove pipe, a bead shall be formed extending at least one inch (1 ") on either side of the joint, and of approximately semicircular cross-section or triangular cross-section. If the triangular cross-section is used, it shall be formed by placing the mortar approximately forty-five degrees (45°) ' outward from the extreme edges of the bead. For pipe too small to permit finishing of the inside, surface of the joint, a tight stopper of burlap or ' other equivalent materials shall be dragged through the pipe past the new joint to remove any fins of mortar. Special care shall be exercised in placing adjacent pipe sections to avoid movement of the pipe in place and the breaking of the mortar bond at complete joints. SS -7 After the initial set, the mortar on the outside shall be protected from air and sun with a thoroughly wetted earth or burlap cover, or acceptable equivalent which shall be kept wet for a minimum of forty- eight (48) hours or until the backfill has been completed. No jointing shall be done when the atmospheric temperature is at or below forty degrees (40°)F, and when necessary, because of a sudden drop in temperature, joints shall be protected against freezing for at least twenty-four (24) hours. After placing, any pipe which is not in true alignment or which shows any undue settlement after laying or is, damaged shall be taken up and relayed or replaced without extra compensation. At the Contractor's option and with the approval of the Engineer, pipes which are large enough for a man to enter and perform the required work efficiently, the pipe may be furnished with the groove not less than one-half inch (1/2") and not more than three-quarter inches (3/4") longer than the tongue. Such pipe may be laid without mortar joints and backfilled. Care shall be exercised to avoid displacing the joints during the backfilling operations. After the backfilling has been completed, the space between the end of the tongue and the groove shall be cleaned of all foreign material, thoroughly wetted and filled with mortar around the entire circumference of the pipe. Mortar for this use shall be of such consistency that it can be packed in the joint completely filling the space between adjacent pipes. The Engineer will inspect this process to ascertain that the joints are being completely filled. If the Engineer finds that this is not being accomplished, he may void this process and require that for the remainder of the project the pipe be jointed and backfilled in accordance with the provisions of the first paragraph of this section. The Contractor shall make available to the Engineer, use of an appropriate rolling device similar to an automobile mechanic's "Creeper" for conveyance through the small size pipe structures. No mortar banding on the outside of pipe will be required for side drain culverts. No joint material will be required for temporary culverts. Mortar joints will be required for irrigation wells, vents and similar vertical structures. Joints using Cold -Applied -Plastic Asphalt Sewer joint compound shall be made as follows: Both ends of the pipes shall be clean and dry and shall be coated with a suitable primer of the type recommended by the manufacturer where they will be in contract with the joint material. Under no circumstances shall this type of joint be attempted on wet pipe. After the pipe has been set to proper line and grade in the trench, a one-half inch (1/2") thick layer of the compound shall be troweled or otherwise placed on the groove end of the pipe covering not less than two-thirds (2/3) of the joint face around the entire circumference. 2. Next, the tongue end of the next pipe shall be "shoved home" with sufficient pressure to make a tight joint. After the joint is made, any excess mastic projecting into the pipe shall be removed. 3. Backfilling of pipe laid with asphalt mastic joints may proceed as soon as the joint has been inspected and approved by the Engineer. Special precautions shall be taken in placing and compacting backfill to avoid damage to the joints. SS -8 4. Joints using Rubber Gaskets: Where rubber gasket pipe joints are required by the plans, the joint assembly shall be made according to the recommendations of the gasket manufacturer. Watertight joints will be required when using rubber gaskets. Joints using Cold Applied Preformed Plastic Gaskets shall be made as follows: a. A suitable primer, of the type recommended by the manufacturer of the gasket joint sealer, shall be brush -applied to the tongue and groove joint surfaces, and the end surfaces and allowed to dry and harden. No primer shall be applied over mud, sand or dirt, or sharp cement protrusions. The surface to be primed must be clean and dry when primer is applied. b. Before laying pipe in the trench, the plastic gasket sealer shall be attached around the tapered tongue or tapered groove near the shoulder or hub of each joint. The paper wrapper shall be removed from one (1) side only of the two-piece wrapper on the gasket and pressed firmly to the clean, dry pipe joint surface. The outside wrapper shall not be removed until immediately before pushing the pipe into its final position. C. When the tongue is correctly aligned with the flare of the groove, the outside wrapper on the gasket shall be removed and the pipe pulled or pushed home with sufficient force and power (by backhoe shovel, chain hoist, ratchet hoist or winch) to cause the evidence of squeeze -out of the gasket material on the inside or outside around the complete pipe joint circumference. Any joint material pushed out into the interior of the pipe that would tend to obstruct the flow shall be removed. (Pipe shall be pulled home in a straight line with all parts of the pipe on line and grade at all times.) Backfilling of pipe with plastic gasket joints may proceed as soon as the joint has been inspected and approved by the Engineer. Special precautions shall be taken in placing and compacting backfill to avoid damage to the joints. When the atmospheric temperature is below sixty degrees (60°)F, plastic joint seal gaskets shall either be stored in an area warmed to above seventy degrees (70°)F, or artificially warmed to this temperature in a manner satisfactory to the Engineer. Gaskets shall then be applied to pipe joints immediately prior to placing pipe in trench, followed by connection to previously laid pipe. After the pipe has been placed, bedded and jointed as specified, filling and/or backfilling shall be done in accordance with the applicable requirements and the approved plans. When mortar joints are specified, no fill or backfill shall be placed until the jointing material has been cured for at least six (6) hours. Special precautions shall be taken in placing and compacting the backfill to avoid any movement of the pipe or damage to the joints. For side drain culverts and all other culverts where joints consist of materials other than mortar, immediate backfilling will be permitted. SS -9 g. When existing headwalls and aprons are specified on the plans for reuse, the portion to be reused shall be severed from the culvert and moved to the new position which was previously prepared by hoisting with a crane, rolling, or other approved methods. Connections shall conform to the requirements for joining sections of pipes as designated herein or as shown on the plans. Any portion of the headwalls, aprons or pipe attached to headwall damaged during the moving operations by the Contractor shall be restored to their original condition at his entire expense. The Contractor, if he so desires, may remove and dispose of the existing headwalls and construct new headwalls at his expense in accordance with the pertinent specifications and design indicated on the plans or as furnished by the Engineer. h. Unless otherwise shown on the plans or permitted in writing by the Engineer, no heavy earth moving equipment will be permitted to haul over the structure until a minimum of two feet (2) of permanent or temporary, compacted fill has been placed thereon. Pipe damaged by the Contractor's equipment shall be removed and replaced by the Contractor at his entire expense. SS.3.5 Connections Where storm sewer pipes are connected to manholes, inlets, or headwalls, and the section of pipe cannot be set flush with the inside wall face, the pipe shall be set or cut a minimum of two and one-half inches (2-1/2") short of a junction with that face, and the inside pipe diameter formed to complete the connection. Stub -end pipes for future connections shall be installed as shown; and shall be finished by inserting a precast concrete plug, of design acceptable to the Engineer, into the free end of the pipe. Such plug shall be sealed into place to form a watertight end which can be readily removed for future connections. SS.3.6 Manholes Inlets and junction boxes shall be constructed in accordance with the details shown on the drawings and the applicable portions of these specifications. SS.4 MEASUREMENT Reinforced concrete pipe will be measured by the linear foot. Such measurement will be made between the ends of the pipe barrel along its central axis. Where spurs or branches, or connections to existing pipelines are involved, measurement of the spur or new connecting pipe will be made from the intersection of its central axis with the outside surfaces of the pipe into which it connects. SS -10 Where inlets, headwalls, catch basins, manholes, junction chambers, or other structures are included in lines of pipe, that length of pipe tieing into the structure wall will be included for measurement, but no other portion of the structure length or width will be so included. For multiple pipes, the measured length will be the sum of the lengths of the barrels measured as prescribed above. When payment is to be made according to pipe depth, the measurement will be made from the original ground surface to the calculated pipe flow line. Manholes will be measured to the nearest whole linear foot from the top of the cover to the bottom of the concrete base. Unless otherwise indicated in the Bidding Documents, no measurement will be made for inlets and junction boxes. SS.5 PAYMENT SS.5.1 Pipe Payment for pipe will be made at the unit price bid per linear foot according to the terms of the Bidding Documents. SS.5.2 Inlets and Junction Boxes Payment for inlets and junction boxes will be made at the unit price bid for each according to the terms of the Bidding Documents. SS.5.3 Manholes Payment for manholes will be made at the unit price bid for each according to the terms of the Bidding Documents. Payment as specified shall be full compensation for furnishing all plant, labor, equipment, and materials, and the performance of all operations required to construct the completed work, ready for use, including trenching, backfilling, utility alterations, removing and replacing pavement, etc., as shown on the drawings and specified herein. SS -11 SECTION ET EXCAVATION & BACKFILL FOR TRENCHES & STRUCTURES PARAGRAPH TITLE PAGE ET.1 GENERAL .......................... .................................................................................. ET -I ET.2 EXCAVATION............................................................................................................. ET -I ET.3 DISPOSAL OF EXCESS AND UNSUITABLE MATERIALS ................................... ET -4 ETA FILL AND BACKFILL................................................................................................ ET -4 ET.5 ROADWAY REPLACEMENT....................................................................................ET-5 ET.6 SITE RESTORATION AND CLEAN-UP................................................................... ET -5 ET.7 MEASUREMENT AND PAYMENT.......................................................................... ET -5 ET.8 TRENCH EXCAVATION AND SAFETY PROTECTION ........................................ ET -5 ET.9 GRAVEL FILL.......................................................................... ..... ET -6 .............................. ET.10 UNAUTHORIZED EXCAVATION ......................... ......... ET -6 ET -i 1 SECTION ET 1 EXCAVATION & BACKFILL FOR TRENCHES & STRUCTURES 1 ETA GENERAL 1 This section of the specifications includes the furnishing of all plant, labor, equipment, and materials, and the performance of all operations required for the proper completion of excavation, dewatering, backfill, shoring, bracing, trenching, compacting, and disposal of surplus materials, together with the 1 performance of all other miscellaneous site work and earthwork operations required for the installation of water lines, sanitary sewers, storm sewers, and structures to complete the project as shown on the drawings and specified herein. 1 ET.2 EXCAVATION A. General: 1 Excavation shall be unclassified and shall include the removal of all types of materials encountered, without exception. All excavations shall be made to the lines and grades 1 indicated on the drawings and specified herein. The Engineer shall have the right to limit the amount of trench which shall be opened or partly opened in advance of completed work, and also the amount of trench left unfilled. 1 B. Shoring and Bracine: All shoring and bracing required to properly and safely complete the work shall be provided by the Contractor, and will be subject to the approval of the Engineer. Shoring and bracing shall be provided as required to prevent the excavation from extending beyond the specified or indicated limits and as required to protect workmen. Shoring and bracing shall be removed as the excavations are backfilled in a manner to prevent injurious caving. C. Dewatering Trenches: All water shall be sufficiently removed from the trench prior to the placing of pipe or concrete to insure a dry, firm bed on which to place the pipe or concrete. The trench shall be maintained in such de -watered condition until the pipe has been laid, inspected, and approved. Removal of water may be accomplished by bailing, pumping, or by a well -point installation as conditions warrant. Water shall be disposed of in such a manner as to prevent damage to adjacent property or other work under construction. In the event that a trench cannot be satisfactorily dewatered to the point where the pipe or structure subgrade is free of mud, a seal shall be used in the bottom of the trench. Such seal shall consist of a lean concrete mixture, containing not less than three sacks of cement per cubic yard, with a minimum depth of three inches (3"). a ET -1 Q E Underground Utilities: The information shown on the drawings regarding underground utility lines has been obtained from the City and public utility company records and from field surveys, and is presented as the best information available. However, the accuracy and completeness of such information is not guaranteed. It shall be the responsibility of the Contractor to complete his work in accordance with the drawings and specifications, and to protect, repair, and restore at his expense, any utility encountered, regardless of whether or not the utility is shown on the drawings. The Contractor shall immediately notify the proper agency when he damages any utility. When active sanitary sewer lines are cut in the trenching operation, temporary flumes shall be provided across the trench so that the sewage will continue to flow into the collection system. Excavation for Structures: Excavation shall extend a sufficient distance from walls and footings to allow for placing and removing forms, installation of facilities, and for inspection. No excavation shall be made outside a vertical plane, three feet (3) beyond the footing or wall line, except where specified or shown otherwise on the drawings. When a structure is to rest on an excavated surface other than rock, special care shall be taken not to disturb the bottom of the excavation and the final excavation to grade shall not be performed until just before the footing is placed. The excavation of the last four inches of material to grade for bottom of slabs or footings shall be performed immediately prior to placing reinforcing and depositing concrete. All open excavations shall be protected from excessive rainfall or drying. After completion of excavation and prior to commencement of work on the structure, the excavation will be inspected by the Engineer to assure that suitable foundation surfaces have been reached, and that surfaces have been properly prepared to receive concrete. For all box culverts, pipe culverts, box sewers and other structures of all types, where the soil encountered at established footing grade is a quicksand, or similar unstable material, the following procedure shall be used for removing and replacing such material, unless other methods are called for on the plans. The depth to which unstable material is removed will be determined by the Engineer. It will not exceed two feet below the footing of culverts that are two feet or more in height, and will not exceed the height of culverts for those less than two feet high. Excavation shall be carried at least one foot horizontally beyond the limits of the structure on all sides. All unstable soil removed shall be replaced with suitable stable material in uniform layers of suitable depth for compaction as directed by the Engineer. Each layer shall be wetted, if necessary, and compacted by rolling or tamping as required to provide a stable foundation for the structure. Soil which has sufficient stability to properly sustain the adjacent sections of the structure will be considered a suitable foundation material. ET -2 1 When, in the opinion of the Engineer, it is not feasible to construct a stable footing as outlined i' above, the Contractor shall construct it by the use of special materials, such as flexible base, cement stabilized base, cement stabilized backfill or other material, as directed by the Engineer. Special materials used, or additional excavation made for the Contractor's convenience to expedite the work will not be paid for directly, but shall be subsidiary to the normal necessary excavation. When the material encountered at footing grade of a culvert is found to be partially rock, or incompressible material, and partially a compressible soil which is satisfactory for the foundation, the incompressible material shall be removed for a depth of six inches (6") below the footing grade and backfilled with a compressible material similar to that used for the rest of the structure. Excavations for slabs, beams or footings that bear on earth shall not be carried below the elevation indicated unless such excavation is necessary to reach suitable material for the structure to bear on. If carried below the indicated elevation the thickness of footing or height of wall shall be increased as directed by the Engineer at no increase in the contract price. F. Pipe Trenches: All pipe trench excavation shall be open cut methods and the trench sides shall be vertical, except where specifically permitted by the Engineer to be sloped. Trenches shall be braced to the extent necessary to maintain the sides of the trench in vertical position and to protect workmen. Adequacy of the bracing shall be the responsibility of the Contractor but will be subject to the approval of the Engineer. For all pipe sewers to be constructed in fill above natural ground, the embankment shall first be constructed to an elevation not less than one foot above the top of the pipe, after which excavation for the pipe shall be made as noted above. Where the soil encountered at established footing grade is a quicksand, muck, or similar unstable material, the following procedure shall be followed: All unstable soil shall be removed to a depth of twelve inches (12") below the bottom of the pipe. All unstable soil so removed shall be replaced with suitable stable material, placed in uniform layers of suitable depth as directed by the Engineer. Each layer shall be wetted, if necessary, and compacted by tamping as required to provide a stable foundation for the pipe. Sand may be used to replace the unstable material. Trenches in rock shall be excavated to a depth of 1/4 the diameter of the pipe, but in no case ' less than four inches (4"), below the pipe bottom. This work can be made by an acceptable method, under local legal limitations. The rock so removed shall be replaced with suitable material and tamped as directed. Sand may be used to replace the rock that is removed. Where indicated on the drawings, all excavated material to backfill. ET -3 G. Shaping of Trench Bottom: For Water Lines: The trench shall be undercut to such a depth that four inches of pea gravel can be placed in the trench bottom for the pipe to lay on. 2. For Sanitary Sewer Lines: The trench shall be undercut to such a depth that four inches (4") of pea gravel can be placed in the trench bottom for the pipe to lay on. For Storm Sewer Pipe: The trench shall be undercut to such a depth that four inches of gravel or crushed stone having a maximum size of one inch (1 ") can be placed in the trench bottom for the pipe to lay on. ET.3 DISPOSAL OF EXCESS AND UNSUITABLE MATERIALS Excess or unsuitable materials removed during excavation operations shall become the property of the Contractor. This material may be deposited in the "Spoil Disposal Area" shown on the drawings or may be removed from the site and disposed of by the Contractor as he sees fit. Unless noted otherwise on the drawings, all suitable material may be used in the required embankments or backfill. Throughout the entire project, the Contractor shall exercise care not to deposit any excavated materials on adjacent property along any street or easement without specific approval of the property owner. ET.4 FILL AND BACKFILL A. General: Fill and backfill shall be completed to the lines and grades indicated on the drawings or elsewhere specified, and shall conform to the requirements for placing and compacting specified herein. B. Use of Excavated Materials: Suitable materials from the excavation may be used as fill and backfill, except where special materials are indicated on the drawings or specified herein. Any objectionable material which may be encountered, such as peat, silt, muck, top soil, organic materials, debris, or other extraneous material will be rejected. Backfill material shall be free from large lumps, rocks, etc., which cannot be broken down by compacting efforts. In general, material excavated by a trenching machine will be acceptable. The Engineer shall have the right to reject any material containing more than 20 percent by weight of material retained on a three inch (3") sieve. C. Backfill at Structures: Backfill at structures shall be placed, as far as practicable, as work progresses. All forms, shoring, bracing, etc., shall be removed before backfilling is started and no backfill shall be placed against concrete until approved by the Engineer. Generally, backfill shall not be started until the concrete has been in place at least seven days. Care shall be taken to prevent ET -4 any wedging action of backfill against a structure, and the slopes bounding the excavation shall be stepped or serrated to prevent such wedge action. D. Backfill of Pipe Trenches: All trench back shall be in accordance with details shown on the plans. ET.6 ROADWAY REPLACEMENT All pavement damaged and removed as a result of work performed under this section of the specifications shall be replaced in accordance with these specifications or details shown on the drawings. ET.6 SITE RESTORATION AND CLEAN-UP Upon satisfactory completion of excavation, pipe and structure installation, backfill, and pavement replacement, the Contractor shall restore the site to its original condition. This shall include cleaning out the ditches to their original cross section, grading the site to match existing natural grades, providing positive drainage to the ditches and inlets, and removal of all excess excavated material and debris. ET.7 MEASUREMENT AND PAYMENT Unless otherwise indicated in the Bidding Documents no measurement or payment will be made for work performed and material furnished under this section of the specifications. Such work and material shall be considered as incidental to other items for which bid prices have been requested. ET.8 TRENCH EXCAVATION SAFETY PROTECTION Trench protection for all trenches over five (5') feet in depth shall be accomplished by the Contractor in accordance with all provisions of PART 1926, SUB -PART P - EXCAVATIONS, TRENCHING, AN SHORING, of the OCCUPATIONAL SAFETY AND HEALTH STANDARDS AND INTERPRETATIONS (OSHA), or any updated and subsequent version thereof. It is the sole duty, responsibility, and prerogative of the Contractor, not the Owner or Engineer, to determine the specific applicability of a trench safety system to each field condition encountered on the project. It will be the Contractor's responsibility to identify the soil type and to accurately adjust his trench safety methods according to the OSHA requirements. The Contractor shall indemnify and hold harmless the City, 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. The Contractor acknowledges and agrees that this indemnity provisions provides indemnity for the City in case the City is negligent either by act or omission in providing for trench safety, including, but not limited to, inspections, failure to issue stop work orders, and the hiring of the Contractor. ET -5 ET.9 GRAVEL FILL Pit run gravel or crushed rock shall be used as a fill under floor slabs, in drains, under floor slabs, and ' other areas indicated on the drawings as gravel fill or previous material. ET.10 UNAUTHORIZED EXCAVATION Wherever, through neglect of the Contractor, the excavation is carried beyond or below the lines and grades as given by the Engineer or as shown on the plans, exccpt as specified above, all such ' excavated space shall be refilled with such material and in such a manner, as may be directed by the Engineer, so as to insure the stability of the affected structure. Beneath all structures, space excavated without authority shall be refilled by the Contractor, at his own expense, with 2,000 psi concrete and ' as directed by the Engineer. ET -6 I SECTION C STRUCTURAL CONCRETE INDEX PARAGRAPH TITLE PAGE C.1 SCOPE......... .......................................................0-1 C.2 MATERIALS..........................................................0-1 C.2.1 Cement....... .........................................................0-1 C.2.2 Aggregates.............................................................0-1 C.2.3 Reinforcing Bars.......................................................0-2 C.2.4 Welded Wire Fabric....................................................0-2 C.2.5 Structural Steel ........................................................ C-2 C.2.6 Reinforcing Supports...................................................0-2 C.2.7 Water..................................................................0-3 C.2.8 Admixtures............................................................0-3 C.3 EXCAVATION........................................................0-3 C.3.1 Pumping, Bailing and Draining..........................................0-3 C.3.2 Sheeting, Shoring and Bracing .................... ...................... C-3 C.3.3 Backfill............................................................... C-4 C.3.4 Cleanup for Final Acceptance .......................................... C-4 CA SHOP DRAWINGS . ........................ ........................... C-4 C.5 STORAGE............................................................0-4 C.6 FORMS............................................................. C-5 C.7 CONSTRUCTION JOINTS ............................................ C-5 C.8 REINFORCEMENT .............................................. ...0-6 C.8.1 Bending.............................................................. C-6 C.8.2 Placing.................................................................0-6 C.8.3 Splicing................................................................0-7 C.8.4 Dowcls.................................................................0-7 C.9 CONCRETE QUAI,ITY................................................0-7 C.9.1 Minimum Cement Content ............................................ .0-7 C.9.2 Method of Measuring .................................................. C-7 C.9.3 Admixtures............................................................0-8 C—i PARAGRAPH TITLE PAGE C.10 DESIGN AND TESTING .............................................. C-8 C.11 SLUMP................................................................0-8 C.12 MIXING.......... C-9 C.12.1 Job -Mixed Concrete ......................................... C-9 C.13 PLACING CONCRETE. C-9 C.14 CURING............................................................. C-11 C.15 REMOVAL OF FORMS..............................................0-11 C.16 SURFACE FINISH....,.. C-11 C.17 EXPOSED AGGREGATE SIDEWALKS ............................. C-13 C.17.1 Material -Concrete............................... C-13 C.17.2 Surface Preparation .................... .....0-13 C.17.3 Expansion Joints ..................................................... C-13 C.17.4 Exposed Aggregate...................................................0-13 C.17.5 Placement of Aggregate..............................................0-13 C.17.6 Curing...............................................................0-13 ME SECTION C STRUCTURAL CONCRETE CA SCOPE This work shall include, complete in place, all concrete structures or portions of concrete structures, including excavation and backfill; the furnishing of all labor, tools, materials, equipment, machinery and incidentals necessary for the construction of concrete structures, including the building; placing and removal of forms; curing and finishing all in conformity with the lines, grades, outline, dimensions and design shown on the plans and in accordance with these specifications. The Contractor shall furnish all machinery, equipment, and devices of an approved design necessary for proper placing of the concrete using methods and equipment approved by the Engineer and conforming to the requirements of these specifications. All equipment shall be mortar -tight and shall be kept clean, free from hardened concrete and in proper working order at all times. C.2 MATERIALS Materials shall conform to the following: C.2.1 Cement ' Portland cement shall conform to the requirements of A.S.T.M. Designation C150-72 Type I or latest revisions thereof. Cement shall be sampled and tested in accordance with the requirements of A.S.T.M. Designation C-183-71 & C 114-69 or latest revisions. The ' manufacturer of the cement shall certify that the cement conforms to these requirements and shall submit mill reports whenever requested. C.2.2 Aggregates Concrete aggregates shall consist of natural, washed and screened sand, washed and screened gravel, or clean crushed stone conforming to Standard Specifications for Concrete Aggregates, A.S.T.M. Serial Designation C33/71a or latest revisions thereof. The amount of deleterious substance shall not exceed the following: All fine aggregate shall be free from injurious amounts of organic impurities and when subjected to the calorimetric test for organic impurities are found to be darker than the standard, will be rejected. C-1 Fine Ae_ area_ ate Coarse Aea_ ree_ ate Clay Lumps 0.5% 0.25% Soft Fragments --- --- Coal and Lignite 0.5% 1.00% Material finer than 200 mesh sieve 3.00% 1.00% All other deleterious substances 2.00% 2.00% All fine aggregate shall be free from injurious amounts of organic impurities and when subjected to the calorimetric test for organic impurities are found to be darker than the standard, will be rejected. C-1 Aggregates shall be well graded from coarse to fine when tested by laboratory sieves, and shall conform to the following requirements. The maximum size of coarse aggregate shall be limited to three-fourths (3/4) of the minimum clear space between reinforcing bars and not larger than one-fifth (1/5) of the narrowest dimensions between forms of the member for which the concrete is to be used. C.2.3 Reinforcing Bars All reinforcing steel shall meet the Specifications for New Billet Steel, A.S.T.M. Designation A615-68, Grade 60 or the latest revisions thereof, or Rail Steel Concrete Reinforcement Bars A.S.T.M. Designation A616-68, Grade 60, included in A615 & A616. C.2.4 Welded Wire Fabric Welded wire fabric and cold drawn wire for concrete reinforcement shall conform to A.S.T.M. Designation Al 85-70 and A82-70 respectively or the latest revisions thereof. C.2.5 Structural Steel Structural steel shall conform to the requirements of the current Specifications for Steel Bridges and Buildings A.S.T.M. Designation A36 -70a. Rolled materials shall be free from cracks, flaws, injurious seams, laps, blisters, ragged and imperfect edges, and other defects. It shall be straight and have a smooth uniform finish. C.2.6 Reinforcing Supports Chairs, spacers, and other required supports shall conform to requirements of A.C.I. Detailing Manual ACI -215. Supports in exposed concrete members shall have galvanized legs. C-2 Fine AaareRate Coarse Aaamzate Passing 2" Sieve 100% Passing 1-1/2" Sieve 95-100% Passing 1" Sieve ---- Passing 3/4" Sieve 35-70% Passing 3/8" Sieve 100% 10-30% Passing No. 4 Sieve 95-100% 0-5% Passing No. 8 Sieve 80-100% Passing No. 16 Sieve 0-85% Passing No. 30 Sieve 25-60% Passing No. 50 Sieve 10-30% Passing No. 100 Sieve 2-10% Passing No. 200 Mesh not more than 3% The maximum size of coarse aggregate shall be limited to three-fourths (3/4) of the minimum clear space between reinforcing bars and not larger than one-fifth (1/5) of the narrowest dimensions between forms of the member for which the concrete is to be used. C.2.3 Reinforcing Bars All reinforcing steel shall meet the Specifications for New Billet Steel, A.S.T.M. Designation A615-68, Grade 60 or the latest revisions thereof, or Rail Steel Concrete Reinforcement Bars A.S.T.M. Designation A616-68, Grade 60, included in A615 & A616. C.2.4 Welded Wire Fabric Welded wire fabric and cold drawn wire for concrete reinforcement shall conform to A.S.T.M. Designation Al 85-70 and A82-70 respectively or the latest revisions thereof. C.2.5 Structural Steel Structural steel shall conform to the requirements of the current Specifications for Steel Bridges and Buildings A.S.T.M. Designation A36 -70a. Rolled materials shall be free from cracks, flaws, injurious seams, laps, blisters, ragged and imperfect edges, and other defects. It shall be straight and have a smooth uniform finish. C.2.6 Reinforcing Supports Chairs, spacers, and other required supports shall conform to requirements of A.C.I. Detailing Manual ACI -215. Supports in exposed concrete members shall have galvanized legs. C-2 C.2.7 Water ' Water for concrete shall be clean and free from alkali or other harmful impurities. Approved domestic drinking water may be used without testing. Other water shall meet the requirements of "Standard Method of Test for Quality of Water to be Used in Concrete" (AASHO Method T26-512). C.2.8 Admixtures A cement dispersing agent which reduces the water requirements and gives a more workable mix with a lower water cement ratio shall be used in all structural concrete. A three to six percent (3%-6%) air entrainment admixture will be required in all structural concrete. This dispersing agent shall be Pozzolith as manufactured by Master Builders Product Co., or Placewel as manufactured by Johns Manville Co. C.3 EXCAVATION ' Excavation of materials of whatever nature encountered in the construction of structures will not be classified and the kind or character of such materials will not alter the bid prices. Excavation as such is not a separate pay item and the cost of any and all excavation required shall be included in ' the prices bid for the various items of work to be done. Excavation shall be done in a workmanlike manner so as not to interfere with or damage any other structure near the one for which the excavation is being made. Grading shall be true to slopes shown on the plans. ' C.3.1 Pumping, Bailing and Draining The Contractor shall immediately remove all surface or seepage water which may ' accumulate during the excavation and construction work, by the necessary under -drains or otherwise, and by doing the necessary pumping, bailing or draining. The Contractor shall have available at all times sufficient equipment in proper working order for doing the work herein required. All water removed from the excavation shall be disposed of in an approved manner, so as not to create unsanitary conditions, cause injury to persons, or property damage to the work in progress, not to interfere unduly with the progress of the work. Pumping, bailing and draining, under -drains, ditches, etc., shall be considered as ' incidental work and will not be paid for as separate items, but their cost shall be included in such contract prices as are provided in the contract. C.3.2 Sheeting, Shoring and Bracing Sheeting, shoring and bracing shall be done by the Contractor at his own expense and cost ' in a manner satisfactory to the Engineer. When required by the Engineer, sheeting, shoring and bracing shall not normally be left in place unless otherwise provided for in the contract. Cost of removal shall be borne by the Contractor. Sheeting, shoring, and bracing ordered left in place by the Engineer will be paid for at the unit prices bid for this item, when such pay item is provided. In the event no separate pay item is provided, then the cost of sheeting, shoring and bracing is to be included in such ' items as are provided. I C -3 C.3.3 Backfill Backfilling around structures may be done by jetting or tamping but it is the responsibility of the Contractor to see that no damage is done to any structure backfilled by either of these methods. C.3.4 Cleanup for Final Acceptance The Contractor shall make final cleanup of all parts of the work before final acceptance by the Owner. This cleanup shall includc among other things removal of all objectionable rock, pieces of concrete and other construction materials, and in general preparing the site of the work in an orderly manner true to grade and appearance as shown on the plans. Disposal of waste material is not to be made on adjacent private or public property without written permission filed with the Engineer. If permission is granted by the property owners, the material so disposed of is to be leveled and left in a condition satisfactory to the Engineer. C.4 SHOP DRAWINGS Before commencing any reinforced concrete work, the Contractor shall submit six (6) copies of shop and installation drawings of the metal reinforcement. Reinforcement for which such drawings have not been approved shall not be installed. Approval will cover the general location, spacing and details of design. Approval of such shop drawings or schedules shall not relieve the Contractor from responsibility for deviations from original drawings or specifications even though such shop drawings have been returned or approved. C.5 STORAGE Materials delivered to the site of the work in advance of their use shall be stored so as to cause the least inconvenience to the public, and in a manner satisfactory to the Engineer. Cement shall be stored in a suitable weather -tight building which will protect the cement from dampness. The handling and storage of aggregate shall be done in such a manner as to prevent intrusion of foreign materials and segregation of sizes, and shall preferably be stored on wooden platforms, metal sheets or similar material. If stored on the ground, the sites of the stockpiles shall be grubbed clean of all vegetation and leveled off; the bottom six inch (6") layer of aggregate shall not be disturbed and shall not be used in the work. Reinforcing stored on the site shall be protected from grease, mud, or other foreign matter. C-4 C.6 FORMS ' Forms may be of metal or wood, or a combination of the two, and shall be designed and built true to line, dimension and elevations as shown on the drawings; they shall be rigidly braced and unyielding, and shall be so constructed that they may be removed without injuring the concrete. If required by the Engineer, the Contractor shall submit detailed plans of the form work proposed to be used. If such plans appear inadequate, the Engineer will recommend to the Contractor such changes as he deems necessary. The Engineer's concurrence shall in no way relieve the Contractor of his entire responsibility for obtaining satisfactory results or of his responsibility for any and all ' damages, or injury resulting from the use of such forming plans. All form lumber shall be uniformly strong and sound, and for all interior and exposed surfaces shall ' be surfaced on both sides and both edges, and be a uniform thickness. Plywood, iron, or steel plates on undressed lumber for the backing will be permitted. Undressed lumber may be used for backing and for other unexposed surfaces. Inside forms for all concrete shall be of plywood, iron or steel plates on undressed lumber, or steel sections for the backing. All bolt or rivet heads on the side next to the concrete shall be countersunk. All forms shall be mortar -tight; and when necessary to close cracks in timberforms, they shall be soaked in water. Provisions shall be made for preventing the adhesion of mortar to the forms by ' adequately coating the surface with approved grease or soil, by soaping, or by wetting with water immediately before placing concrete. The interior surface of all forms shall be clean, smooth and tight, and in such condition that the required concrete surface will be obtained. Chamfers and fillets shall be as directed by the Engineer. Forms used more than one (1) time shall be free from warps or bulges, and shall have any damaged place properly repaired and shall be clean. Immediately preceding the placing of concrete, any dirt, shavings, sawdust, chips, water or other foreign substance shall be removed from the forms and the Contractor shall inspect the forms for accuracy and correctness. No wooden spreaders or other devices shall be left in the forms. Should the forms show any yielding, bulging, spreading or otherwise become displaced from correct alignment or position during or after the placing of concrete, they shall immediately and satisfactorily be corrected by adjustment or bracing, or when required by the Engineer shall be removed in part or in their entirety and be rebuilt. Forms shall be cambered as indicated on the drawings. Form ties shall be used to securely hold forms in position during placing of concrete, and to withstand the weight and pressure of the wet concrete and other loads incident to construction. Ties shall be of a "break -off' type, breaking off just behind the concrete surfaces within the pour. C.7 CONSTRUCTION JOINTS Construction joints shall be placed at the locations shown on the plans, and concrete shall be poured in one continuous operation between such construction joints; however, where work is unavoidably suspended between regularly planned construction joint locations before the concrete has taken its initial set, then a construction joint located and formed in a manner satisfactory to the Engineer shall be placed. Keys to the depth and width shown on the plans shall be formed by embedding water soaked wooden strips in the soft concrete and removing them after the concrete C-5 has hardened. When keys for joints not shown on plans are required, they shall not be leveled off, but shall be left somewhat rough. Forms which have spread from the concrete already in place shall be drawn back tightly against the concrete before placing fresh concrete. Upon resuming concreting, the surface of the concrete previously placed shall be thoroughly cleaned of all dirt, scum, latency, or other inert materials, using a stiff wire brush, or by other means approved by the Engineer. Immediately preceding the placing of fresh concrete, the surface of the concrete previously placcd shall be thoroughly washed with clean water and covered with a substantial coating of cemcnt mortar of the same mixture used in the concrete. All measures necessary shall be taken by the Contractor to secure a good bond in the concrete at construction joints. C.8 REINFORCEMENT Reinforcing steel shall be furnished and placed, as specified herein, and as indicated on the drawings. Bars shall be plainly marked. Bundles shall be limited to one size and one length, and each bundle shall be tagged with metal tags. The tag shall give the number of bars, size, length, and mark. The tag shall be secured with two (2) No. 12 wrapper wires. Reinforcement is not normally listed as a separate pay item. When reinforcement is listed as a separate contract pay item, measurement for payment will be made in pounds, based on the amount of reinforcement required as shown on the plans or on revised amounts where changes are ordered or approved by the Engineer. In computing the weight to be paid for, the theoretical weight of plain bars, of the cross-section shown on the plans, will be used; mill or shop weights will not be used in computing the weight. The weight to be paid for shall not include the extra metal used when bars larger than those specified are substituted with permission of the Engineer, the extra metal necessary for splices not indicated on the plans, nor the weight of any material accepted and measured as described herein above. C.8.1 Bending Reinforcement bars shall be cut and bent in the shop before delivering to the work site. Cutting and bending in the field shall be limitcd to emergcncy situations and done with the utmost care. All field bending shall be done cold. Bends shall be made around a pin having a diameter not less than six (6) times the bar diameter. For bars larger than No. 8, the pin shall not be less than eight (8) times the maximum thickness of the bar. C.8.2 Placing When placed in the work, reinforcement shall be free from dirt, mill scale, dust, grease, oil or other foreign matter. The reinforcement shall be supported and tied in place, using approved methods so that it will not become displaced during the placing and compacting of concrete. The placing of parallel bars shall not be less than three (3) bar diameters, center to center, with a minimum clearance between bars of two inches (2") and the distance from the center of bars to surface of concrete shall not be less than two (2) bar diameters with a minimum clear covering of one inch (1 "), unless otherwise shown on the plans. Bars in footing shall have a minimum clear cover of two and one-half inches (2- 1/2"), unless otherwise shown on the plans. The placing and securing of reinforcement in any section of the work shall be approved by the Engineer before any concrete is deposited in the section. In the event of any displacement of reinforcement from its proper position during the concreting operation or from any cause whatsoever, it shall be immediately replaced and secured to its original position. All reinforcements shall be furnished in the 5w 1 C.9 full lengths indicated on the plans. No splicing of bars, except where shown on the plans, shall be done without approval by the Engineer. Bars in beams, girders, and slabs shall be held to exact location during placing of concrete by spacers, chairs, or other necessary supports as recommended by A.C.I. in Detailing Manual. Stirrups in beams, except where straight top bars occur, shall be held in position by means of two No. 3 stirrup holding bars extending the full length of that portion of the respective beams which is occupied by stirrups and in which there are no top bars. Reinforcing steel in beams and walls, unless otherwise specifically noted on the drawings, shall be continuous throughout the length of the respective members, and shall be bent around corners and extend forty (40) diameters into the adjoining walls or beams. C.8.3 Splicing Splices shall not be less than thirty (30) bar diameters in length and shall be placed at a section which will provide a minimum distance of two inches (2") between the splices and the nearest adjacent bar or the surface of the concrete; no splices will be permitted at points where the section is not sufficient to provide the minimum clearance herein required. No substitution of reinforcement shall be made except upon written permission of the Engineer. C.8.4 Dowels Dowels are to be embedded thirty (30) diameters unless otherwise shown on the drawings. CONCRETE QUALITY The allowable stresses for the design of structures are based on the specified minimum compressive strength of the concrete at twenty-eight (28) days for standard weight concrete. Unless otherwise noted on the drawing a concrete mix will be designed by an approved testing laboratory with the intention of producing a structural concrete of 3,000 pounds per square inch strength in twenty-eight (28) days. C.9.1 Minimum Cement Content Minimum cement content, expressed in sacks per cubic yard of concrete, shall not be less than the following: Standard Weight Concrete 2,500 psi 3,000 psi 3,500 psi 4,000 psi C.9.2 Method of Measuring Minimum Cement Content 4-1/2 sacks 5 sacks 5-1/5 sacks 6 sacks The method of measuring concrete materials shall be such that the proportions can be accurately controlled and easily checked at any time during the work. Fine and coarse aggregates shall be separately and accurately measured by weight. Cement shall be separately and accurately measured by weight except where a small portable batch plant is located at isolated job sites, the cement shall be measured in whole sack amounts. C-7 Approval of measuring and batching operations shall be secured by the Contractor from the Engineer prior to excavation for structures. Measurement of materials for ready -mixed concrete shall conform to A.S.T.M. Designation C94-72. C.9.3 Admixtures A cement dispersing agent as specified in Paragraph C.2.8. shall be used in quantities as recommended by the manufacturer. The design of the concrete mixture shall take into consideration the addition of this dispersing agent. Minimum cement content, however, shall be adhered to as outlined in Paragraph C.9.1. C.10 DESIGN AND TESTING Concrete shall be composed of fine and coarse aggregate, so graded and proportioned, and thoroughly mixed with the required cement and water, as will produce a homogeneous mixture of such quality that the concrete will conform to the design and test requirements of this specification. The concrete mix shall be designed by an independent testing laboratory approved by the Engineer with the intention of producing a structural concrete of a strength and quality to meet the requirements of the plans and specifications. The Contractor shall submit a representative sample of both coarse and fine aggregate to the independent testing laboratory for testing thirty (30) days prior to the time of beginning of concrete operations on the project and be approved by the Engineer. Advance test of designed mixes shall be made with the material proposed for use on the project. A minimum of six (6) cylinders shall be made. Three (3) cylinders shall be broken at seven (7) days and twenty-eight (28) days respectively. Cylinders shall be tested in accordance with A.S.T.M. Designation C39-71 or the latest revisions. Concrete strength shall be checked during construction by taking a minimum of six (6) test cylinders during each pour and having two (2) tested by the compressive test at seven (7) days and two (2) tested by the same test at twenty-eight (28) days, and two (2) cylinders retained for at least forty (40) days to be broken upon request of the Engineer. All expense for the design of the concrete mixture will be borne by the Contractor. The Contractor will'bear the cost of all testing of concrete cylinders taken during construction. C.11 SLUMP The following limits of slumps shall be used for control of the design and placing of concrete. Tvve of Construction Foundations and slabs on the ground Slabs, beams and reinforced walls Building columns Pavements Heavy Mass Construction Slump in Inches Maximum Minimum C-8 I C.12 MIXING The Contractor shall submit to the Engineer for review the proposed procedure for mixing of concrete to be used on the project. C.12.1 Job -Mixed Concrete All equipment, tools and machinery used for hauling, storage and mixing and placing concrete shall be approved by the Engineer and shall be maintained in condition to insure the completion of the work without excessive delays for repairs and replacement. All equipment of the work shall be on the project and shall have been approved by the Engineer as to condition before the Contractor will be permitted to begin construction. The mixer shall be operated at a drum speed of not less than sixteen (16) revolutions per minute and not more than twenty (20) revolutions per minute. Pickup and throw -over blades in the drum of the mixer shall be replaced when worn down three-quarter inches (3/4") or more. The mixer shall be equipped with an approved automatic device for a satisfactory timing of the mix and locking the discharging of the mixer before the end of the required mixing period; this timing device shall operate a bell to plainly signal the completion of the mixing time. The mixer shall be equipped with a water measuring device so constructed that it will measure the water within one percent (] %) of the total amount required for each batch, unless the water is to be weighed. The water measuring equipment shall include an auxiliary tank with a capacity greater than that of the measuring tank, and from which the measuring tank will be filled by gravity flow. The measuring tank shall be open to the atmosphere and shall be so placed and constructed that the water for a batch can be discharged into a calibrated tank or weighing device attached to the mixer for checking the accuracy of water measurement without seriously delaying the concrete placement operations. The Engineer shall have the right to disapprove any procedure of mixing concrete that in ' its judgment does not meet standard or good accepted practices. The delivery tickets accompanying each batch delivered to the site shall be machine time clock stamped showing the time the mixer was charged and left the plant site. C.13 PLACING CONCRETE Concrete shall not be placed unless an Inspector is present and until the forms, reinforcements, etc., ' have been inspected and approved. Concrete shall be handled to the place of final deposit in a manner to avoid segregation, separation ' or loss of the ingredients, or the displacement of the reinforcement. The arrangement and use of chutes, when necessary, shall extend as near as possible to the final place of deposit of the concrete. Dropping of concrete a greater distance than five feet (5'), or ' depositing a large quantity of concrete at one point and flowing or working it along the forms will not be permitted. 1 C-9 Placing concrete shall be so regulated that undue pressure will not be exerted against the forms. The concrete shall be consolidated into a dense mass, and mortar shall be flushed to the surface of the forms by continuous tamping, spading and slicing. Care shall be taken to fill each part of the forms by depositing concrete directly as near its final locations as practical to work the coarse aggregate back from the surface, and to work the concrete under and around the reinforcement bars without displacing them. After the concrete has taken its initial set, care shall be taken to avoid jarring or placing any strain on the projecting ends of reinforcing bars. Concrete shall be placed in continuous horizontal layers not exceeding twelve inches (12") in thickness, unless otherwise permitted by the Engineer. The batches of concrete in any layer and the layers of concrete in any structure or section of structure being concreted shall follow each other so closely that each batch or layer will be placed and consolidated before the concrete previously placed has taken its initial set. Each layer of concrete shall be left somewhat rough, in order to secure thorough bonding with the next layer above. The top surface of layers completing the day's work, or placed just prior to temporarily discontinuing operations, shall be left in such condition to prevent the formation of latency. The entire operation of depositing, consolidating and compacting concrete shall be so conducted that the exposed surfaces will be of smooth and uniform texture. Concrete shall be thoroughly compacted during and immcdiately after placing by vibrating the concrete internally by means of mechanical vibrating equipment. It is intended that lean and dense surfaces be obtained, free from aggregate pockets and, if necessary, vibration shall be supplemented by working or spading by hand in the corners of the forms, etc., while the concrete is plastic. Spare vibrating equipment shall be kept readily available in the event of a breakdown of equipment in use. All concrete not placed as herein specified within thirty (30) minutes after mixing will be rejected and shall be disposed of by the Contractor at his own cost and expense. Except upon specific written authorization by the Engineer, concrete shall not be placed when the temperature is below forty degrees (40° F.) and falling; but it may be placed when the temperature is above thirty-five degrees (35° F.), and rising --the temperature being taken in the shade and away from artificial heat. Upon request of the Contractor and when such written permission is granted by the Engineer, the Contractor shall furnish an approved enclosure, such as canvas covered framework, to enclose and protect all concrete so placed, and shall maintain the air temperature surrounding the concrete at not less than fifty degrees (50° F.) for not less than five (5) days. When concrete is being placed in cold weather, other than under above stated conditions, the Contractor shall have available for immediate use a sufficient supply of an approved covering material to immcdiately protect the concrete when the air temperature falls to thirty-two degrees (32° F.), before the concrete has been in place four (4) hours. Such protection shall remain in place during the period the temperature continues below thirty-two degrees (32° F.), or for a period of not less than five (5) days. Neither salt nor chemical admixtures shall be added to the concrete to prevent freezing. The Contractor shall be responsible for the quality and strength of concrete under cold weather conditions, and all concrete damaged by freezing shall be removed and replaced by the Contractor at his own cost and expense. Concrete, when mixed in a central mixing plant or truck mixer, or both, shall be delivered to the site of the work and discharged from the truck mixer or truck agitator not more than forty-five (45) minutes after the addition of the mixing water to the cement and aggregates, or after the addition of Mut the cement to the aggregates when the drum contains residual water. Concrete that has developed initial set will be rejected. Concrete shall not be placed before the time of sunrise, nor be placed later than will normally permit all finishing operations during sufficient natural light. C.14 CURING All concrete shall be cured by protecting it against loss of moisture for a period of not less than seventy-two (72) hours from the beginning of the curing operation. Immediately after the finishing operations has been completed, the entire exterior exposed surfaces of the concrete shall be covered with sand, burlap, or a patented curing process --Hunt or equal. Sand or burlap must be kept wet during the curing process. C.15 REMOVAL OF FORMS Forms shall not be removed without the approval of the Engineer and such removal shall be carried out in a manner to insure the complete safety of the structure. In general, forms for the several classes of work listed herein below shall remain in place, after the concrete has been placed. Waiting period shall conform to the following schedule: Stripping of Forms Minimum Waitine Period Minimum Strenvth Columns and Walls 1,500 psi Side forms of beams and girders 1,500 psi Bottom forms of slabs, beams, girders 2,000 psi In addition, bottom forms of girders, beams, and slabs of spans six feet (6') and over shall be reshored at third points until ninety percent (90%) of ultimate strength is obtained. The Contractor shall be responsible for all damage caused by removal of forms. C.16 SURFACE FINISH ' Immediately after removal of forms, all surfaces, whether or not they will be exposed, shall have all honeycombed areas cut out and replaced or pointed up as required by the Engineer. All rough spots and holes shall be carefully pointed up with cement mortar of the same mixture as that used in the concrete. Break -off form tie holes shall be solidly filled with cement grout. If the concrete ' is bulged and in the opinion of the Engineer cannot be repaired satisfactorily, the entire section shall be removed and replaced. No extra compensation will be allowed for the extra work or materials involved in repairing or replacing defective concrete. ' The type of surface finish shall be one of the three (3) types herein described as called for on the plans or in the special provisions. Where neither the plans nor Special Provisions specify the type ' of surface finish, Type 2 shall be used for exposed surfaces and Type 3 shall be used for surfaces not exposed. Surfaces not exposed shall be understood to mean concrete surfaces covered by the ground or below water level in tanks. I� I C-11 A r. C TYPE I SURFACE FINISH This surface finish shall be obtained with a first and second scrubbing. As soon as forms are removed all necessary pointing shall be done. When the pointing has set, all surfaces requiring surface finish shall be wet with a brush and given a first rubbing with a No. 16 carborundum stone. The rubbing shall be continued sufficiently to bring the surface to a paste, to remove all form marks and projections, and to produce a smooth dense surface without pits or irregularities. The use of cement to form a surface paste will not be permitted. The material ground into a paste shall be carefully spread or brushed uniformly over the surface and allowed to take a re -set. The second rubbing shall leave the surfaces cleaned and free from drip marks and discolorations and shall include a final finish rubbing with a No. 30 carborundum stone. On completion of this rubbing, the surface shall be neatly stripped with a brush, and the mortar on the surface shall be allowed to take a re -set. The surface shall be washed down and left with a clean, neat, and uniform finish, and be uniform in color. TYPE 2 SURFACE FINISH This surface finish shall be obtained with a first rubbing only. As soon as forms are removed all necessary pointing shall be done. When the pointing has set, all surfaces requiring surface finish shall be wet with a brush and given a rubbing with a No. 16 carborundum stone. The rubbing shall be continued sufficiently to bring the surface to a paste, to remove all form marks and projections and to produce a smooth dense surface without pits or irregularities. The use of cement to form a paste will not be permitted. The material which has been ground to a paste in the rubbing process shall be spread uniformly over all rubbed surfaces by stripping with a brush and the mortar on the surface allowed to take a re -set. The surface shall be washed down and left clean and neat appearing and be uniform in color. TYPE 3 SURFACE FINISH This surface finish shall be obtained without rubbing the entire surface. As soon as forms are removed all necessary pointing shall be done and all fins and protrusions shall be removed using a No. 16 carborundum stone. Form marks need not be removed; however, the surface shall be presentable in appearance. Slabs of all structures shall be a monolithic finish or as indicated on the plans. The surface of slabs shall be "jitterbugged" and double screened to an even, true, level or sloped plane, then steel troweled to a hard, dense, smooth, level surface. Surface shall not vary more than one-quarter inch (1/4") inch in sixteen feet (16'). C-12 C.17 EXPOSED AGGREGATE SIDEWALKS C.17.1 Material - Concrete The Contractor shall construct the concrete sidewalks as indicated on the plans with 3,000 p.s.i. concrete of the thickness and widths indicated. C.17.2 Surface Preparation The surface of the sidewalks shall be finished to a true and even surface with suitable trowels and floats. The surface shall be divided by grooves constructed at right angles to the centerline of the sidewalks. The grooves shall extend to one-fourth (1/4) the depth of the sidewalk, and shall not be less than one-eighth inch (1/8"), nor more than one-quarter inch (1/4") in width. No slab shall be longer than six feet (6), nor less than four feet (4'), unless approved by the Engineer. The sides of the walk shall be edged with an edging tool, having a one-quarter inch (1/4") radius. C.17.3 Expansion Joints The expansion joints shall be constructed as shown on the plans at intervals not to exceed sixty feet (60'). C.17.4 Exposed Aggregate The finished surface of the sidewalk shall be covered with washed clean pea gravel aggregate of uniform sizes to produce a uniform surface. The aggregate particles shall be forced just below the surface of the concrete and a surface retarder applied directly on the freshly placed plastic concrete. As soon as the concrete is hardened, the retarded surface mortar is to be washed away with a jet of water or removed with a stiff brush. This operation shall expose the aggregate over the entire treated surface. The depth of mortar removed will depend on the thickness of the retarder and the strength of the concrete at the time the mortar is removed; one-eighth inch (1/8") is normal and should be adequate on this project. C.17.5 Placement of Aggregate The aggregate to be exposed shall be placed and scattered by hand in an even distribution ' so that the entire surface area is completely covered. The initial embedding of the aggregate shall be done by a darby. As soon as the surface will support the weight of a mason or kneeboards, the surface should be hand floated. ' C.17.6 Curing The treated surface shall be covered with polyethylene to prevent drying. The retarder ' shall be removed in accordance with the manufacturer's recommendations. I C-13 SECTION SR STREET, ROAD AND DRAINAGE IMPROVEMENTS CONSTRUCTION INDEX SR.5 FINE AND COARSE AGGREGATES....................................................................... SR- 6 SR.5.1 Storage......................................................................................................................... SR- 6 SR.5.2 Aggregate Weighing and Measuring Equipment ............................ SR.5.3 Tests............................................................................................................................. SR- 7 SR.6 REINFORCEMENT.................................................................................................... SR- 7 SR.6.1 Material........................................................................................................................ SR- 7 SR.6.2 Sizes and Weights........................................................................................................ SR- 8 SR -i PARAGRAPH TITLE PAGE SR.1 CEMENT MATERIAL................................................................................................ SR- 1 SR. 1.1 Use............................................................................................................................... SR- 1 ' SR. 1.2 SR. 1.3 Tests............................................................................................................................. Additional Requirements............................................................................................ SR- 1 SR- I SR. 1.4 Cement Weighing Equipment...................................................................................... SR- 2 SR. 1.5 SR. 1.6 Volume and Weight of Bag Cement............................................................................ Storage......................................................................................................................... SR- 2 SR- 2 SR. 1.7 Rejection...................................................................................................................... SR- 2 ' SR.2 WATER....................................................................................................................... SR- 2 SR.2.1 Source ................................................. ... ...................................................................... SR- 2 SR.2.2 Arrangement for Use.................................................................................................... SR- 3 SR.2.3 SR.2.4 Measuring Devices....................................................................................................... Tests............................................................................................................................. SR- 3 SR- 3 SR.2.5 Rejection............................................................................ .............................. SR- 3 SR.3 FINE AGGREGATE................................................................................................... SR- 3 SR.3.1 Deleterious Substances................................................................................................ SR- 3 SR.3.2 Organic Impurities....................................................................................................... SR- 4 SR.3.3 Gradation.......................................................................................... .......................... SR- 4 SR.3.4 Mineral Filler............................................................................................................... SR- 4 ' SRA SR.4. I COARSE AGGREGATE............................................................................................ Deleterious Substances................................................................................................ SR- 4 SR- 5 SR.4.2 Gradation for Structures............................................................................................... SR- 5 _ SR.4.3 Gradation for Concrete Pavement and Base................................................................ SR- 6 SR.5 FINE AND COARSE AGGREGATES....................................................................... SR- 6 SR.5.1 Storage......................................................................................................................... SR- 6 SR.5.2 Aggregate Weighing and Measuring Equipment ............................ SR.5.3 Tests............................................................................................................................. SR- 7 SR.6 REINFORCEMENT.................................................................................................... SR- 7 SR.6.1 Material........................................................................................................................ SR- 7 SR.6.2 Sizes and Weights........................................................................................................ SR- 8 SR -i SECTION SR STREET, ROAD AND DRAINAGE IMPROVEMENTS CONSTRUCTION INDEX PARAGRAPH TITLE PAGE SR.6.3 Bending.........................................................................................................................SR-8 SR.6.4 Storage..........................................................................................................................SR-8 SR.6.5 Splices...........................................................................................................................SR-8 SR.6.6 Rejection.......................................................................................................................SR-9 SR.6.7 Measurement and Payment........................................................................................... SR -9 SR.7 CONCRETE..................................................................................................................SR-9 SR.7.1 Equipment..................................................................................................................... SR -9 SR.7.2 Measurement of Materials ..................... Concrete Strength........................................................................................................SR-19 SR.7.3 Mixer............................................................................................................................. SR -9 SR.7.4 Proportions..................................................................................................................SR-11 Forms.......................................................................................................................... SR.7.5 Strength....................................................................................................................... SR -11 SR.7.6 Consistency.................................................................................................................SR-11 Joints........................................................................................................................... SR.7.7 Quality.. ' —*--* ... —--...............--..................,........................................................SR-12 Placing Concrete......................................................................................................... SR.7.8 :- Mix Design.................................................................................................................. SR -12 SR.7.9 Test Specimens........................................................................................................... SR -14 SR.7.10 Mixing.........................................................................................................................SR-14 SR.7.11 Placing.........................................................................................................................SR-15 SR.7.12 Tests............................................................................................................................ SR -16 SR.7.13 Curing......................................................................................................................... SR -16 SR.7.13.1 Cotton Mat Method..................................................................................................... SR -16 SR.7.13.2 Waterproof Paper Method........................................................................................... SR -17 SR.7.13.3 Membrane Method......................................................................................................SR-18 SR.7.14 Rejection.....................................................................................................................SR-19 SR.8 CONCRETE STRUCTURES..................................................................................... SR -19 SR.8.1 Materials......................................................................................................................SR-19 SR.8.2 Concrete Strength........................................................................................................SR-19 SR.8.3 Equipment for Placing Concrete.................................................................................SR-19 SR.8.4 Forms.......................................................................................................................... SR -20 SR.8.5 Transporting and Placing Concrete............................................................................. SR -20 SR.8.6 Joints........................................................................................................................... SR -21 SR.8.7 Placing Concrete......................................................................................................... SR -21 SR.8.8 Curing......................................................................................................................... SR -21 SR.8.9 Removal of Forms....................................................................................................... SR -21 SR -ii SECTION SR STREET, ROAD AND DRAINAGE IMPROVEMENTS CONSTRUCTION INDEX PARAGRAPH TITLE PAGE SR.8.10 Surface Finish................................................................................................. SR -22 SR.8.11 Placing Concrete Under Water....................................................................... SR -22 SR.8.12 Measurement and Payment............................................................................. SR -22 SR.9 CONCRETE PAVEMENT AND CONCRETE BASE ................................. SR -22 SR.9.1 Concrete.......................................................................................................... SR -23 SR.9.2 Subgrade Preparation...................................................................................... SR -23 SR.9.3 Forms.............................................................................................................. SR -23 SR.9.4 Finishing Equipment....................................................................................... SR -24 SR.9.4.1 Mechanical Equipment ..................................... ........ ...................................... SR -24 SR.9.4.2 Hand Equipment............................................................................................. SR -25 SR.9.4.3 ........................................................ General Equipment ......................... ........ SR -25 SR.9.5 Finishing Mechanical...................................................................................... SR -25 SR.9.5.1 .................................................. Finishing - Hand .................................... ....... SR -26 SR.9.6 Mixing and Placing......................................................................................... SR -27 SR.9.7 Reinforcement, Tie and Dowel Bars.............................................................. SR -27 SR.9.8 Joints............................................................................................................... SR -27 SR.9.9 Curing............................................................................................................. SR -27 SR.9.10 Opening to Traffic.......................................................................................... SR -27 SR.9.11 Thickness........................................................................................................ SR -27 SR.9.12 ...................... Measurement and Payment ................................................... .... SR -28 SR.10 TESTING AFTER PLACEMENT................................................................. SR -28 SR.11 PENALTY FOR DEFICIENT THICKNESS OR PAVEMENT STRENGTH...................................................................... SR -28 SR -iii SECTION SR STREET, ROAD AND DRAINAGE IMPROVEMENTS CONSTRUCTION SRA CEMENT MATERIAL Cement shall be Type I or III Portland Cement which shall conform to the requirements of the current specifications for Portland Cement, A.S.T.M. Designation C150. SR.1.1 Use Type I Portland Cement may be used, except when the use of Type III Portland Cement is specified. The Contractor may, at his option, in order to facilitate the operations, use Type III Portland Cement in portions of the work other than where it is specified to be used, and at no additional cost to the Owner. When Type III Portland Cement is used either as specified, or as an option to Type I Portland Cement, the average tensile strength of briquettes at the age of twenty-eight (28) days shall be higher than that attained at the age of three (3) days. SR.1.2 Tests Tests of Portland Cement, when required, will be made in accordance with the applicable current Methods of Tests of the A.S.T.M. SR.1.3 Additional Requirements ' Cement delivered in bags shall be legibly marked on the bag with the brand and name of the manufacturer, and shall be in good condition at the time of delivery. Generally, a bag shall contain ninety-four (94) pounds net. Bags of cement varying more than five percent (5%) from the specified weight may be rejected, and if the average net weight in any ' shipment, as determined by weighing fifty (50) bags taken at random, is less than ninety- four (94) pounds, the entire shipment may be rejected. Cement salvaged from discarded or used bags shall not be used. Cement dclivered in bulk may be used, provided the manner and method of handling is approved by the Engineer. When delivered in bulk, the brand and name of the manufacturer contained in the shipping invoice accompanying the shipment shall be furnished the Engineer prior to the use of the cement. Bulk cement shall be weighed on approved scales. Cement from different mills, although tested and approved, shall not be mixed. A joint shall be placed at each change in brand of cement. The surface area of the cement shall be furnished to the Engineer. A decrease of one - hundred square centimeters (100 cm2) will require a new mix design as required in these specifications. SR -1 SR.1.4 Cement Weighing Equipment Bulk cement shall be batched by weight. The scales shall be either the beam or springless dial type, of substantial construction with a maximum allowable error of 0.5 percent of the new load with minimum graduations of not greater than two (2) pounds. Provision shall be made for indicating to the operator that the required load in the weigh box or container is being approached, which device shall indicate at least the last fifty (50) pounds of the load. Dial type scales shall be provided with a pointer to indicate a full load, the pointer to be enclosed by a glass cover in front of the dial. When a closed type cement box is used, the cement weighing scales shall be provided with a springless dial indicator or tare boom to indicate when the weigh box is empty; this indicator for the empty condition of the weigh box shall be in continuous operation. The weigh box shall be fitted with an approved vent, a tightly covered inspection opening of not less than twelve inches (12") square. The weigh box and scales shall be maintained in a satisfactory condition to meet the requirements for accuracy of weight. SR.1.5 Volume and Weight of Bag of Cement A bag of cement as packed by the manufacturer and weighing ninety-four (94) pounds shall be considered as one cubic foot (1 ft'). SR.1.6 Storage Cement shall be stored in a suitable weather -tight building which will protect the cement from dampness and placed in such manner that will permit easy access for proper inspection and identification of each shipment. SR.1.7 Rejection Cement may be rejected for failure to meet any of the requirements of this specification, and will be rejected for the following specific causes: a. Any bag of cement which has partially set or which contains any lumps or cakes All cement salvaged from torn, discarded or used bags. C. Bulk cement which has partially set or which contains any lumps or cakes. SR.2 WATER Water for use in concrete shall be reasonably clean and free from injurious amounts of oil, acid, alkali, organic matter, or other deleterious substances. Water which is suitable for drinking or ordinary household uses may be accepted for use with the cement being tested. SR.2.1 Source Water shall preferably be obtained from City water mains. Where other source of supply is proposed the approval of the Engineer must be obtained prior to using the water. SR -2 SR.2.2 Arrangement For Use The Contractor must make all arrangements for the use of private or public water. Water obtained directly from City water mains shall be measured through a meter in accordance with SECTION 1. SR.2.3 Measuring Devices The device for measuring the quantity of water shall indicate the quantity in gallons and fractions thereof. The operating mechanism shall regulate the quantity required for any given batch within one percent, and the supply inlet shall be cut off automatically when the water is discharged into the mixer. Upon approval of the Engineer, the water for any one batch in the mixer may be measured in approved cans, buckets, or other containers, and no more than the required amount of water shall be introduced into the mixer. The measuring device will be checked at the beginning of each job. SR.2.4 Tests If the water is of questionable quality, it shall be tested in accordance with the current standard Method of Test for Quality of Water to be Used in Concrete, A.A.S.H.O. Designation T-26. SR.2.5 Rejection Water for use with cement may be rejected for failure to meet any of the requirements of this specification. SR.3 FINE AGGREGATE Fine aggregate shall consist of a sand or a mixture of sands and not more than fifty percent (50%) of stone screenings with or without mineral filler. The sand or mixture of sands in fine aggregate shall consist of clean, hard, durable, un -coated grains, free from lumps. Stone screenings shall consist of clean, hard, durable, un -coated fragments resulting from the crushing of stone. SR.3.1 Deleterious Substances The maximum amount of deleterious substances shall not exceed the following percentages by weight: Material removed by decantation 3.0% Clay Lumps 0.5% Other deleterious substances, such as coal, shale, coated grains and soft flaky particles; 2.0% SR -3 They shall be free from a harmful excess of salt or alkali. An additional two percent (2%) loss of decantation will be allowed, provided this additional loss is of materials of the same quality as specified for fine or coarse aggregate or mineral filler. SR.3.2 Organic Impurities When subjected to the color test for organic impurities, the sand or mixture of sand and stone screenings shall not show a color darker than the standard color. SR.3.3 Gradation The sand or mixture of sand and stone screenings shall be well graded from coarse to fine, and when tested by laboratory methods shall meet the following requirement for percentages by weight: Retained on 3/8 inch screen 0% Retained on 1/4 inch screen 0% to 5% Retained on No. 20 mesh sieve 15% to 50% Retained on No. 100 mesh sieve 85% to 100% If it is economical to use two (2) sand or two (2) stone screenings of different gradations which when combined will meet these specifications, each sand or stone screening shall be separately and accurately measured by volume or weighed separately in such proportions as the Engineer may direct and shall not be mixed prior to batching. SR.3.4 Mineral Filler Mineral filler shall consist of stone dust, crushed sand or other inert material approved by the Engineer, and may be added in amounts not to exceed ten percent (10%) of the weight of fine aggregate, to improve the plasticity or workability of the concrete mix. Such mineral filler must be of the quality specified for fine or coarse aggregate and when tested by laboratory methods shall meet the following percentages by weight: Retained on No. 20 mesh sieve 0% Retained on No. 30 mesh sieve 0% to 5% Retained on No. 100 mesh sieve 0% to 30% SR.4 COARSE AGGREGATE Coarse aggregate shall consist of crushed stone, gravel, crushed gravel, or a combination of these. Gravel and crushed gravel shall consist of clean, hard, durable particles, free from adherent coatings, thin or elongated pieces, soft or disintegrated particles, dirt, organic or injurious matter. Crushed stone shall consist of the clean, dustless product resulting from crushing stone. There shall be no adherent coatings, clay, loam, organic or injurious matter. Coarse aggregate shall have a percent of wear of not more than forty-five percent (45%). SR -4 ISR.4.1 Deleterious Substances The maximum amount of deleterious substances shall not exceed the following percentages by weight: ' Material removed by decantation 1.0% Shale, slate or other similar materials 1.0% Clay lumps 0.5% Soft fragments 3.0% ' Other deleterious substances, including 3.0% friable, thin, elongated or laminated pieces The sum of all deleterious substances, ' exclusive of material removed by decantation, shall not exceed by weight; 5.0% They shall be free from a harmful excess of salt, alkali, vegetable matter or other objectionable matter occurring either free or as adherent coatings, SR.4.2 Gradation for Structures The coarse aggregate shall be well graded in size from coarse to fine, and when tested by laboratory methods shall meet the following requirements for percentages by weight: Retained on 3-1/2 inch screen 0% Retained on 3 inch screen 5% Retained on 1-1/2 inch screen 0% to 60% Retained on 1 inch screen 25% to 75% Retained on 1/4 inch screen 95% to 100% Retained on 3 inch screen 0% Retained on 2-1/2 inch screen 0% to 5% Retained on 1-1/4 inch screen 25% to 60% Retained on 3/4 inch screen 40% to 75% Retained on 1/4 inch screen 95% to 100% Retained on 2 inch screen 0% Retained on 1-1/2 inch screen 0% to 5% Retained on 3/4 inch screen 25% to 60% Retained on 1/4 inch screen 95% to 100% Where coarse aggregate is delivered to the job in two (2) or more sizes or types, each size or type shall be separately and accurately measured by volume or weighed separately in such proportions as the Engineer may direct and shall not be mixed prior to batching. The maximum size of aggregate for structural concrete shall not exceed three and one- half inches (3-1/2"), and shall be reduced in size to meet the following conditions: a. One-sixth (1/6) of the least dimension between forms of that part of the structure on which the concrete is to be placed, and b. Three-fourths (3/4) of the clear space between reinforcement, and SR -5 C. The maximum size aggregate is defined as the clear space between the sides of the smallest square openings through which ninety-five percent (95%) of the weight of the aggregate can be passed. SR.4.3 Gradation For Concrete Pavement And Base The coarse aggregate shall be well graded in size from coarse to fine, and when tested by laboratory methods shall meet the following requirements for percentages by weight: Retained on 3 inch screen 0% Retained on 2 inch screen 0% to 20% Retained on 1/4 inch screen 95% to 100% Where coarse aggregate is delivered to the job in two (2) or more sizes or types, each size or type shall be separately and accurately measured by volume or weighed separately in such proportions as the Engineer may direct and shall not be mixed prior to batching. All coarse aggregate shall pass a screen opening which is one-half (1/2) the minimum concrete base or pavement thickness. SR.5 FINE AND COARSE AGGREGATE Samples of fine and coarse aggregates proposed to be used in the work will be required by the Engineer. Similar aggregates may be acceptable for the work, provided such samples fulfill the requirements of these specifications. The acceptance of samples for tests shall not be construed as an acceptance of all aggregates from the same source. SR.5.1 Storage The handling and storage of aggregates shall be in such manner as to prevent intrusion of foreign materials and segregation of sizes, and shall preferably be stored on wooden platforms, metal sheets or similar material; if stored on the ground, the sites of the stockpiles shall be grubbed, cleaned of all vegetation and leveled off; the bottom six-inch (6") layer of aggregate shall not be disturbed and shall not be used in the work. Where two (2) or more sizes or types of aggregates are delivered to the job, each size or type shall be stored separately. At the time of use, the aggregates shall be free from frozen material and all foreign material, such as grass, wood, stick, burlap, paper or dirt which may have become mixed with the aggregate in stock piles or in handling. SR.5.2 Aggregate Weighing And Measuring Equipment Aggregate bins shall be substantial and tight enough to prevent leakage of aggregates. The weigh box shall be of suitable size and tight to prevent leakage of aggregates. The weigh box shall be supported entirely upon the scales and shall be otherwise free; this box shall be so constructed that excess material may be readily removed. The discharge gate shall have a substantial latch holding it tightly closed while the weigh box is being filled. SR -6 u The scales for weighing the aggregate may be either the horizontal beam or the springless dial type, designed as an integral unit of the batching plant; it shall be of substantial construction to withstand hard usage due to the working conditions, and with a maximum error of 0.5 percent of the net load and with minimum graduations not greater than five (5) pounds. With the beam type scales, provisions, such as "tell-tale" dial, shall be made for indication to the operator that the required load in the weigh box is being approached, which device shall indicate at least the last two -hundred (200) pounds of load. A device on weighing beam shall clearly indicate the critical position. Poises shall be designed for locking in any position and to prevent unauthorized changes. Dial type scales shall be provided with pointers to indicate the full load for each aggregate, these pointers to be enclosed by a glass cover in front of the dial. The dial or "tell-tale" device shall be in full view of the operator while charging the weigh box and the operator shall have convenient access to all controls. There shall be installed a satisfactory sound warning device actuated by the scales to indicate over -load; the signal shall continue to operate until the over -load is removed. The scales shall be tested prior to beginning operations and at such other times as the Engineer may direct. Aggregate bins and weigh scales shall be erected and left fully loaded overnight before testing the scales. The volume measuring equipment shall consist of approved boxes, pans, or mechanical devices, which, while on operation, will give the required volumes of the different kinds of aggregates required for the several classes of concrete and shall be so designed and plainly marked that the Engineer can accurately and conveniently check the quantities of each aggregate being used. The fine and coarse aggregate shall be measured loose separately. SR.5.3 Tests Tests to aggregates, when required, will be made in accordance with the applicable current Methods of Tests of the A.S.T.M. SR.6 REINFORCEMENT Reinforcement is the metal imbedded in concrete in such manner that the reinforcement and concrete act together in resisting forces. SR.6.1 Material Billet steel reinforcements shall be deformed bars of open hearth new billet steel, structural, intermediate or hard grade, conforming to the current Specifications for Billet -Steel Bars for Concrete Reinforcement Bars, A.S.T.M. Designation A 15. Rail steel reinforcement shall be deformed bars conforming to the current specifications for Rail -Steel Bars for Concrete Reinforcement Bars, A.S.T.M. Designation A 16. SR -7 Wire reinforcement shall be cold drawn from rods, hot rolled from open hearth billets, conforming to the current Specifications for Cold -Drawn Steel Wire for Concrete Reinforcement, A.S.T.M. Designation A 82. SR.6.2 Sizes and Weights The nominal sizes and area, and the theoretical weights of deformed bars shall not be less than the current Standards of Concrete Reinforcing Steel Institute. The term "lots" is defined as all the bars of the same nominal weight per linear foot in a carload or in a consignment of less than a carload. The weight of any lot of bars shall not vary more than a carload. The weight of any lot of bars shall not vary more than a carload. The weight of any lot of bars shall not vary more than three and one-half percent (3.5%) under the theoretical weight for bars three-eighths inches (3/8") and over in diameter, nor more than five percent (5%) under the theoretical weight for bars under five-eighths inches (5/8") in diameter. The weight of any individual bar shall not vary more than six percent (6%) under the theoretical weight for bars three-eighths inches (3/8") and over in diameter, not more than 10 percent (10%) under the theoretical weight for bars under three-eighths inches (3/8") in diameter. The theoretical weight of deformed bars shall be theoretical weight of plain round or square bars of the same nominal size. The gauge number and equivalent diameter in inches shall not be less than those in the current Standard Specifications for Cold -Drawn Steel Wire for Concrete Reinforcement, A.S.T.M. Designation A 82. The dimensions of the wire, of any diameter, shall not vary more than 0.003 inches from the specified nominal diameter. The difference between the maximum and minimum diameters as measured on any given cross-section of the wire shall not be greater than 0.003 inches. SR.6.3 Bending Reinforcement bars shall be bent cold to the shapes indicated on the plans. All the bending of hard grade new billet and rail steel bars shall be done in the shop; other grades shall preferably be bent in the shop. Bends shall be true to the shapes indicated. SR.6.4 Storage Reinforcement shall be stored above the ground surface upon skids, platforms or other supports, and shall be protected from mechanical injury and surface deterioration by exposure to the weather. Then placed in the work, the reinforcement shall be free from dirt, loose rust, scale, paint, oil or other foreign material. SR.6.5 Splices No splices of bars, except at locations shown on the plans, will be permitted except upon written permission of the Engineer. splices which are shown on the plans or permitted by the Engineer shall have a length of not less than thirty (30) times the normal size or diameter of the bar. Bars shall be rigidly clamped or wired at all splices in a manner satisfactory to the Engineer. L' ISR.6.6 Rejection ' Reinforcement may be rejected for failure to meet any of the requirements of this specification, and specifically for the following: 1 a. Reinforcement exceeding the allowable variations. b. Reinforcement not bent in accordance with the details. 'C. Reinforcement with bends and kinks not shown on the details. d. Reinforcement with a coating of dirt, loose scale, paint, oil or other foreign ' substances which will prevent bonding of the concrete and reinforcement. SR.6.7 Measurement and Payment ' Where reinforcement is listed as a separate contract pay item, measurement and payment will be made at the unit price per pound, complete in place, for weight of material incorporated into the work, which price shall be full compensation for all labor, and other ' incidentals necessary to complete the work in accordance with the plans and specifications. SR.7 CONCRETE Concrete shall be composed of fine aggregate and coarse aggregate, so graded and proportioned, and thoroughly mixed with the required cement and water to produce a homogeneous mixture of ' such quality that the concrete will conform to the design and test requirements of this specification and the strength designated in the plans. ' Materials shall conform to all the requirements of these specifications for "Materials". SR.7.1 Equipment ' All equipment, tools and machinery used for hauling, storage and mixing and placing concrete shall be approved by the Engineer and shall be maintained in condition to insure the completion of the work without excessive delays for repairs and replacements. All ' equipment necessary for the construction of the work shall be on the project and shall have been approved by the Engineer as to condition before the Contractor will be permitted to begin construction. SR.7.2 Measurement of Materials 1 All materials shall be separately and accurately measured by weight or volume. SR.7.3 Mixer The mixer shall not be less than that of a 21-E paver, as established by the Mixer Manufacturers' Bureau of the Associated General Contractors. The mixer may be equipped with a power controlled boom and bucket so designed as to permit uniform distribution of the concrete on the entire subgrade. The mixer shall be operated at a drum SR -9 speed of not less than sixteen (16) revolutions per minute and not more than twenty (20) revolutions per minute. Pick-up and throw -over blades in the drum of the mixer shall be replaced when worn down three-quarter inches (3/4") or more. The mixer shall be equipped with an approved automatic device for satisfactorily timing the mix and locking the discharging device in order to prevent the discharging of the mixer before the end of the required mixing period, this timing device shall operate a bell to plainly signal the completion of the mixing time. Dual drum mixers will be permitted, provided their operation is synchronized and the mixing time shall be determined exclusive of the time required to transfer the concrete from the first to the second drum. The mixer shall be equipped with a water measuring device so constructed that it will measure the water within one percent (1%) of the total amount required for each batch, unless the water is to be weighed. The water measuring equipment shall include an auxiliary tank with a capacity greater than that of the measuring tank, and from which the measuring tank will be filled by gravity flow. The measuring tank shall be open to the atmosphere and shall be so placed and constructed that the water for a batch can be discharged into a calibrated tank or weighing device attached to the mixer for checking the accuracy of water measurement without seriously delaying the concrete placement operations. Upon approval of the Engineer, the concrete mixing operations may be done in a batch mixer of an approved type and size which will insure the uniform distribution of the material throughout the mass so that the mixture will be uniform in color and appearance. The minimum rated size may be used only on structures or units of structures having a minimum continuous placement of not more than fifteen cubic yards (15 yd) of concrete. A ten cubic foot (10 ft) or larger batch mixer shall be used where continuous placement of fifteen to fifty cubic yards (15-50 yd') of concrete is required. For placements involving more than fifty cubic yards (50 yd3)of concrete, the 21-F paver or larger shall be used. The use of more than one (1) five cubic foot (5 ft) or ten cubic foot (10 ft) batch mixer to produce results equivalent to the above requirements as to sizes of mixers will not be permitted. The continuous placements which govern the size of the mixer required shall be the placement of concrete between the construction joints shown on the plans. Batch hauling equipment for the transportation of measured materials from the batching plant to the mixer shall be tight and so covered as to prevent excessive evaporation of moisture or loss of material. The truck mixer before being used shall be approved by the Engineer as to type and condition. It shall be provided with a closed, water -tight drum suitably mounted and shall be fitted with adequate blades capable of combining aggregates, cement and water into a thoroughly mixed and uniform mass of concrete, and to discharge the concrete without segregation. Either the revolving drum type or the revolving blade type of mixer will be acceptable. The truck mixer shall be equipped with a satisfactory timing device or revolution counter. SR -10 ISR.7.4 Proportions The concrete shall be uniform and workable, the quantity of water will be determined by the Engineer, and will be such as to give to the mixture the minimum amount of water consistent with the required workability. The amount of water will be changed only by the Engineer. In general, the consistency of the concrete mixture shall be such that: a. The mortar clings to the aggregates. b. The concrete is not sufficiently fluid to segregate when transported to place of deposit. I C. The mortar will show no free water when removed from the mixer. SR -11 Concrete shall be composed of Portland Cement, fine aggregate mineral filler if required, ' coarse aggrcgate and water, mixed in the proportions designated by the Engineer and in conformity with thesc specifications. On the basis of job and laboratory investigations of ' the proposed materials, the Engineer will fix the proportions by weight or volume of all the ingredients required, in order to produce a concrete of the specificd strengths and workability. SR.7.5 Strength The concrete mix will be designated by the Engineer with the intention of producing a concrete of the specified compressive strength in pounds per square inch (psi) at twenty- ' eight (28) days as determined by the average flexural strength (modules of rupture) in pounds per square inch at the age of seven (7) days, equal to or greater than the following: Simple Beam With Third Point Loading S.S.T.M. Designation C 39 & C 78 Compressive Strength Flexural Strength Lbs. per sq. in. at Lbs. per sq. in. at 7 Days 28 days 4 Days 7 Days 1000 1500 150 185 1350 2000 215 270 1700 2500 285 340 2000 3000 320 400 2350 3500 360 450 ' 2700 4000 400 480 3000 4500 435 530 3300 5000 470 560 SR.7.6 Consistency The concrete shall be uniform and workable, the quantity of water will be determined by the Engineer, and will be such as to give to the mixture the minimum amount of water consistent with the required workability. The amount of water will be changed only by the Engineer. In general, the consistency of the concrete mixture shall be such that: a. The mortar clings to the aggregates. b. The concrete is not sufficiently fluid to segregate when transported to place of deposit. I C. The mortar will show no free water when removed from the mixer. SR -11 d. The concrete when dropped directly from the discharge chute of the mixer will flatten out at the center of the pile; but the edges of the pile will stand up and not flow. e. The concrete will settle into place when deposited in the form; and when transported in metal chutes at an angle of thirty degrees (30°) with the horizontal, it will slide and not flow into place. The surface of the finished concrete will be free from "latency" or a surface film of water. Any concrete mix failing to meet the above consistency requirements, although meeting the following slump requirements, will be unsatisfactory, and the Engineer will change the mix to correct the unsatisfactory condition. In cases where the characteristics of the aggregates furnished are such that, with the maximum allowable amount of water, the specified slumps and consistency requirements are not met, the Contractor may provide aggregates of an improvcd grading, or the Enginccr will modify the mix proportions to meet the slump and consistency requirements by adding either cemcnt or mincral fillcr or both, as may be necessary. In case mineral filler is added, the combined total quantity of mineral filler and fine aggregate passing the No. 100 mesh sieve shall not exceed twenty percent (20%) of the fine aggregate. Concrete shall contain no more water, within the slump limits specified for the various classes of the work, than is necessary to produce a concrete which is workable and plastic for the class of work intended. In general, the slump in inches will be as follows: Class of Work Slumv In Inches Foundations and massive section 1 to 3 Curb, curb and gutter, and gutter t to 2 Driveways and sidewalk 1 to 2 Heavy walls, slabs, and beams 3 to 7 Thin walls and columns 4 to 8 Pavement and base, hand strike -off 2 to 3 Pavement and base, machine strike -off 1'/z to 2'/z Lower one-half of monolithic pipe 3 to 7 Upper one-half of monolithic pipe 1 to 4 Sidewalks and arch of horseshoc sewers 1 to 4 SR.7.7 Quality Concrete made of acceptable materials, of the proportions determined by the Engineer, and in complete conformity with the requirements of the specifications, construction methods and details specified for the class of work involved will be considered of satisfactory quality. SR.7.8 Mix Design The intent of this specification is to develop and use the most economical mix design possible which will fulfill all the requirements of this specification when using acceptable SR -12 materials furnished by the Cods of Concrete Reinforcing Steel Institute. The term "lots" is defined as all the bars of the same nominal weight per linear foot in a carload or in a consignment of less than a carload. The weight of any lot of bars shall not vary more than a carload. The weight of any lot of bars shall not vary more than three and one-half percent (3.5%) under the theoretical weight for bars three-eighths inches (3/8") and over in diameter, nor more than five percent (5%) under the theoretical weight for bars under five-eighths inches (5/8") in diameter. The weight of any individual bar shall not vary more than six percent (6%) under the theoretical weight for bars three-eighths inches (3/8") and over in diameter, not more than ten percent (10%) under the theoretical weight for bars under three-eighths inches (3/8") in diameter. The theoretical weight Prior to the beginning of concreting operations and thereafter, before any change in source of characteristics of any of the ingredients, except mineral filler, adequate quantities of cement and aggregates proposed for use shall be supplied to the Engineer for mix design tests. Concrete mixes will be designed and made in sufficient number to represent a wide range of water -cement ratios; these mixes shall comply with the requirements herein prescribed for workability. The water -cement ratio is defined as the total U.S. gallons of water (weight 8.33 pounds) including the moisture content of all aggregates per sack of cement (weight 94 pounds net). From the concrete of each mix design, test beams will be made, cured, and tested to determine the flexural strength of the concrete at seven (7) days. From these preliminary tests, the water -cement ratio required to produce concrete of the specified compressive strength will be selected by the Engineer. The Contractor may at any time present in writing to the Engineer a suggested mix design, and the Engineer will make tests necessary to determine its acceptability under these specification requirements. For mixing the concrete to be used in making the preliminary test specimens, the Contractor may be required to furnish and operate the specified mixer approved for use on the project, and shall produce batches of the size to be used in the concreting operations. No additional compensation will be paid for equipment, materials and labor for making these preliminary test specimens. After the mix proportions and water -cement ratio required to produce concrete of the specified compressive strength have been determined, placing of concrete may be started. The compressive strength of the concrete in the completed work will be determined by seven-day flexural strength test specimens made, cured, and tested in accordance with these specifications. Modifications of the mix design will be made by the Engineer on the basis of the conformity of the strength of these test specimens with the requirements and intent of these specifications. Changes in the water -cement ratio and the mix design will be made by the Engineer when the average seven-day flexural strength of the concrete as indicated by the last ten (10) flexural strength values (modules of rupture) obtained from tests of beams made from concrete of the same water -cement ratio, departs from the desired minimum average strength by more than four percent (4%). The Engineer may, at his option, reject as non -representative any individual flexural strength values in each group of ten (10) where SR -13 strengths more than ten percent (10%) above or below the average in each group are indicated, and compute the average flexural strength on the basis of the requirements for workability, the Engineer will attempt to correct this condition by changing the mix design or by requiring the addition of mineral filler. If it is necessary to change aggregates or to use additional aggregates, preliminary strength tests may be required. Should the tests representing three (3) days' production consistently indicate a considerable departure from the minimum required strength, even within the above limits, appropriate changes in the water cement ratio and mix proportions will be made. SR.7.9 Test Specimens Not less than three (3) test beams for a flexural strength value will be taken from the concrete for each 600 square yards or less of concrete base or pavement placed each day. Not less than three (3) test beams for a flexural strength value will be taken from the concrete for each one -hundred cubic yards (100 yd3)or less of concrete structures placed each day. Standard 6" x 12" test cylinders may be used in lieu of flexural beams. Six (6) cylinders will be made as per applicable A.S.T.M. specifications for each fifty cubic yards (50 yd3) poured. Three will be broken in seven (7) days and the other three (3) in twenty-eight (28) days. Additional beams or cylinders may be made as required by concrete replacing conditions, or for adequately determining the strength of the concrete where the early use of the base, pavement or structure is dependent upon the concrete strength tests. No extra compensation will be paid the Contractor for materials and labor involved in fulfilling these requirements. SR.7.10 Mixing The aggregates, mineral filler if required, cement and water shall be measured separately, introduced into the mixer and mixed for a period of time not less than fifty (50) seconds for the 27-E and larger mixer, sixty (60) seconds for the 21-E mixer, and ninety (90) seconds for the fourteen cubic foot (14 ft3) and smaller mixers. The period of time will be measured from the time the last aggregate enters the drum to the time discharge of the concrete begins. The required water shall be introduced into the mixing drum during the first fifteen (15) seconds of mixing. The entire contents of the drum shall be discharged before any materials for the succeeding batches are introduced. The maximum size of the concrete batch, absolute volume, shall not exceed one -hundred twenty percent (120%) of the rated size of the mixer. Spilling of materials from the mixer drum shall be corrected by reducing size of the batch. Concrete may be mixed in a central mixing plant or in a truck mixer, or it may be partially mixed at a central plant and the mixing completed in the truck mixer. Concrete so mixed shall be proportioned and batched as herein specified, and shall meet all requirements specified for quality and strength. The Contractor shall be responsible for producing a concrete that will have the required consistency and slump when delivered to SR -14 ' the job. If the concrete as delivered to the job is not of the required consistency or workability, the use of additional cement may be required. The use of admixtures will not be permitted. Concrete which is unsuitable as delivered for placement will be rejected and shall be removed from the job by the Contractor at his own cost and expense. ' Concrete mixed in a central mixing plant shall be transported to the work in water -tight agitators in which there will be no segregation of the aggregates and from which the concrete can be discharged freely at the required consistency. If open top agitators are used, they will be equipped with tarpaulins for covering the concrete. Transportation of ' the concrete in dump trucks will not be permitted. When the concrete is to be partially or entirely mixed in transit, the entire amount of ' mixing water shall be accurately measured either at the batching plant or from a measuring tank mounted on the truck mixer. In either case, means shall be provided for the accurate checking of the water use. Mixing speeds shall not be less than six (6) ' revolutions, nor more than sixteen (16) revolutions per minute of the drum or mixing blades. Each batch of concrete shall be mixed not less than fifty (50), nor more than one - hundred fifty (150) revolutions of the drum of mixing blades at mixing speed. Additional mixing after 150 revolutions shall be at agitating speed, provided, however, that the ' Engineer may require that all of the mixing shall be done at agitating speed if the time of haul after mixing begins exceeds ten (10) minutes. Agitating speed shall be not less than two (2) nor greater than six (6) revolutions per minute of the drum or mixing blades. ' Hand mixing of concrete will not be permitted except in case of emergency, and then only upon written permission of the Engineer, in the amount specified, and strictly in accordance with his directions. Re -tempering or remixing of concrete will not be permitted. SR.7.11 Placing All concrete not placed as herein specified within thirty (30) minutes after mixing will be rejected and shall be disposed of by the Contractor at his own cost and expense. Except upon specific written authorization by the Engineer, concrete shall not be placed when the temperature is below forty degrees (40°F) and falling; but it may be placed when the temperature is above thirty-five degrees (35°F) and rising, the temperature being taken in ' the shade and away from artificial heat. Upon request of the Contractor and when such written permission is granted by the Engineer, the Contractor shall furnish and approved enclosure, such as canvas covered framework, to enclose and protect all concrete so placed, and shall maintain the air temperature surrounding the concrete at not less than ' fifty degrees (50°F) for not less than five (5) days. When concrete is being placed in cold weather, other than under above stated conditions, the Contractor shall have available for immediate use a sufficient supply of an approved covering material to immediately ' protect the concrete when the air temperature falls to thirty-two degrees (32°F) before the concrete has been in place four (4) hours. Such protection shall remain in place during the period of less not than five (5) days. Neither salt nor chemical admixtures shall be added to the concrete to prevent freezing. The Contractor shall be responsible for the quality and strength of concrete under cold weather conditions, and all concrete damaged by freezing shall be removed and replaced by the Contractor at his own cost and expense. SR -15 Concrete when mixed in a central mixing plant or truck mixer,or both, shall be delivered to the site of work and discharged from the truck mixer or truck agitator not more than forty-five (45) minutes after the addition of the mixing water to the cement and aggregates, or after the addition of the cement to the aggregates when the drum contains residual water. Concrete that has developed initial set will be rejected. Concrete shall not be placed before the time of sunrise, nor be placed later than will normally permit all finishing operations during sufficient natural light. SR.7.12 Tests Test for consistency of concrete shall conform to the current Method of Slump Test for Consistency of Portland Cement Concrete, A.S.T.M. Designation C 142. Curing concrete shall conform to the current Method of Making and Curing Concrete Compression and Flexural Test Specimens in the Field, A.S.T.M. Designation C 31. Compressive test of concrete shall conform to the current Method of Test for Compressive Strength of Molded Concrete Cylinders, A.S.T.M. Designation C 39. Flexural test of concrete shall conform to the current Method of Test for Flexural Strength of Concrete (Using Simple Beam with Third Point Loading) A.S.T.M. Designation C 78, or to the current Method of Test for Flexural Strength of Concrete (Using Simple Beam with Center Point Loading), Texas Highway Department. Ready -mixed concrete shall conform to the current Specifications for Ready -Mix Concrete, A. S.T.M. Designation C 94. SR.7.13 Curing All concrete for structures, pavement and base shall be cured by protecting it against loss of moisture for a period of not less than seventy-two (72) hours from the beginning of curing operation. Immediately after finishing operations have been completed, the entire exposed surface of newly placed concrete shall be covered and cured in accordance with the requirements specified for whichever one of the following methods the Contractor may select to use. SR.7.13.1 Cotton Mat Method After the concrete has been finished as specified above, and the concrete has taken its initial set, the surface shall be completely covered with cotton mats, thoroughly saturated with water before application, in such manner that they will contact the surface of the concrete equally at all points. Immediately upon the removal of side forms, drainage shall be established as specified or directed, and the edges of the concrete, if exposed, completely covered with either saturated cotton mats, or saturated earth. The cotton mats shall remain on the concrete for not less than the specified curing period, and shall be kept saturated so that when lightly compressed, water will drip freely from them. Earth banked against edges of concrete, or cotton mats covering edges shall be kept saturated. The cotton mats used for curing shall meet the following requirements: SR -16 I Each mat shall have a finished width of approximately five feet, six inches (5',6") ' and after shrinkage shall be at least six inches (6") longer than the width of the concrete to be cured. ' The mats shall be composed of a single layer of cotton filler, completely encased in a cover of cotton cloth. The cotton filler shall be of low grade cotton, cotton linters or such cotton waste as comber noils or cord flat strips. The mats shall contain not less than three-fourths of a pound (3/4 lb) of cotton filler per square yard of mat, uniformly distributed. The cotton cloth used for covering material shall be Osnaburg, weighing not less than six and three -tenths ounces (6-3/10 oz.) per square yard. rAll mats shall be stitched longitudinally with continuous parallel rows of stitching at intervals of not more than four inches (4"), or shall be tufted both transversely and longitudinally at intervals of not more than three inches (3"). The sewing or tufting shall not be done so tightly that the mat will not contact the surface of the concrete at all points when saturated with water. To ensure the complete covering of the concrete where the mats fit together, there shall be a flap extending all along one (1) side of each mat. This flap shall be composed of two (2) thicknesses of the cover material and shall be at least six inches (6") in width. SR.7.13.2 Waterproof Paper Method ' After the concrete has been finished as specified above, and the concrete has taken its initial set, it shall be wetted with water applied in the form of a fine spray and covered with waterproofed paper so placed and weighted as to cause it to remain in 1 intimate contact with the concrete surface. Waterproofed paper used for the curing of concrete shall be a type and quality approved by the Engineer. It shall be sufficiently strong and tough to permit its use under the conditions existing on street paving work without being torn or otherwise rendered unfit for the purpose during the curing period. The paper covering shall be maintained in place continuously for not less than the specified curing period. The waterproofed paper shall be prepared to form blankets of sufficient width to cover the entire surface and both edges of the concrete section to be cured; and such blankets shall not be more than sixty feet (60') in length. All joints in the blankets occasioned by joining paper sheets shall lap not less than five inches (5") and shall be securely sealed with asphalt cement having a melting point of approximately one -hundred eighty degrees (180° F). Blankets shall be placed to secure an overall lap of at least 12 inches (12"), and this lap securely weighted to form a closed joint. The waterproofed paper blankets shall be adequately weighted to prevent displacement or billowing due to wind, and the paper folded down over the side of the concrete shall be secured by a continuous bank of earth. Plowing of this windrow into place will not be permitted. SR -17 All tears or holes appearing in the paper during the curing period shall be immediately repaired by cementing patches over such defects. It shall be the Contractor's responsibility to prevent damage to the paper blankets which would affect their serviceability and effectiveness as a concrete curing method. Blankets may be rejected by the Engineer at any time when, in his opinion, they do not provide an airtight covering. Paper blankets rejected on account of pin holes or minor tears may be continued in service by folding the blanket over lengthwise, first thoroughly spraying one-half (1/2) the blanket with the asphalt cement used for seams. The two (2) thicknesses shall be firmly pressed together and well cemented; all blankets shall be of a width sufficient to cover the base surface and both edges. Doubled blankets may be rejected for the same causes as provided for single blankets. All paper blankets condemned by the Engineer shall be immediately marked by the Contractor for identification, and then destroyed or stored entirely separate from approved blankets. No walking on the paper shall be permitted at any time, and in locations where pedestrian traffic cannot be entirely controlled, the Contractor shall provide walkways and barricades or shall substitute other permissible curing methods on such sections of the concrete. SR.7.13.3 Membrane Method After the concrete has been finished as specified above, the concrete shall be sprayed with a curing compound suitable for the formation of an impermeable film which shall adhere integrally to the concrete. It shall be applied in a manner and quantity that will secure a uniform coverage of not more than two -hundred square feet (200 ft2) for each gallon of curing compound. The curing compound used shall contain a quick fading dye of suitable color to assure visibility during application and shall be of such ingredients as will not permanently alter the natural color of the concrete. Under normal conditions suitable for paving operations, the curing compound after application shall dry to touch within forty-five (45) minutes and shall dry thoroughly and completely within four (4) hours. When thoroughly dry, it shall provide a continuous flexible membrane free from breaks orphan holes and will not disintegrate, check, peel or crack during the required curing period when tested in accordance with A.S.T.M. C -156-40T, the curing compound shall provide a film which will have retained within the specimen the following percentage of the moisture present in the specimen when curing compound was applied: At least ninety-seven percent (97%) at the end of twenty-four (24) hours; at least ninety-five percent (95%) at the end of three (3) days; and at least ninety-one percent (91%) at the end of seven (7) days. The efficiency of the curing compound shall be tested in accordance with A.S.T.M. procedure C -156-40T, except that Paragraph 6 of said procedure shall be changed to read as follows: "Immediately after molding, the mold and the specimen shall be weighed to the nearest gram and placed in an atmosphere maintained at a temperature of 115 (plus or minus) degrees F., and at a relative humidity SR -18 ' This work shall include, complete in place, all concrete structures or portions of concrete structures, including the furnishing of all labor, tools, materials, equipment, machinery and incidentals necessary for the construction, complete in place, of concretc structures, including the ' building, placing and removal of forms, curing and finishing, all in conformity with the lines, grades, outlined dimensions and designs shown on the plans and in accordance with these specifications. ' SR.8.1 Materials All materials incorporated in concrete structures shall conform to all the requirements of ' these specifications for "Concrete" and "Materials". SR.8.2 Concrete Strength ' Concrete shall conform to the requirements of these specifications pertaining to "Concrete" or as designated on the plans. ' SR.8.3 Equipment For Placing Concrete The Contractor shall furnish all machinery, equipment and devices of an approved type or design neccssary for proper placing of the concrete, using methods approved by the Engineer and conforming to the requirements of these specifications. All equipment shall be mortar -tight and shall be kept clean, frcc from hardened concrete and in proper working order at all times. I SR -19 controlled within the limits of 40 to 45 percent. Means shall be provided for circulating the air". ' Membrane method of curing will not be used on concrete base. Membrane curing will not be used on surface of construction joint or any other ' type joint in any concrete work and special care shall be exercised to preclude any amount on the aforementioned areas. getting The Engineer may in the event of extreme hot or cold weather require membrane ' curing to be supplemented by either cotton mat or waterproof paper method of curing. ' SR.7.14 Rejection Concrete may be rejected for failure to meet any of the requirements of this specification, and specifically for: ' a. Re tempered concrete b. Concrete attaining its initial set before being placed in its final position. C. Concrete improperly mixed ' d. Concrete containing frozen vegetation C. Concrete subject to freezing within five (5) days after being placed in the ' work. SR.8 CONCRETE STRUCTURES ' This work shall include, complete in place, all concrete structures or portions of concrete structures, including the furnishing of all labor, tools, materials, equipment, machinery and incidentals necessary for the construction, complete in place, of concretc structures, including the ' building, placing and removal of forms, curing and finishing, all in conformity with the lines, grades, outlined dimensions and designs shown on the plans and in accordance with these specifications. ' SR.8.1 Materials All materials incorporated in concrete structures shall conform to all the requirements of ' these specifications for "Concrete" and "Materials". SR.8.2 Concrete Strength ' Concrete shall conform to the requirements of these specifications pertaining to "Concrete" or as designated on the plans. ' SR.8.3 Equipment For Placing Concrete The Contractor shall furnish all machinery, equipment and devices of an approved type or design neccssary for proper placing of the concrete, using methods approved by the Engineer and conforming to the requirements of these specifications. All equipment shall be mortar -tight and shall be kept clean, frcc from hardened concrete and in proper working order at all times. I SR -19 SR.8.4 Forms Forms shall be designed and built to line, dimensions, and elevations; they shall be rigidly braced and unyielding, and shall be so constructed that they may be removed without injuring the concrete. If required by the Engineer, the Contractor shall submit detailed plans of the form work proposed to be used. If such plans appear inadequate, the Engineer will recommend to the Contractor such changes as he deems necessary, the Engineer's concurrence in the use of the plans as submitted or as corrected shall in no way relieve the Contractor of his entire responsibility for any and all damages or injuries resulting from the use of such forming plans. Form lumber for head walls and wing walls, and the interior surfaces of inlets, culverts and boxes shall be uniformly strong and sound, and for all interior and exposed surfaces shall be surfaced both sides and both edges and be of a uniform thickness. Plywood, iron or steel plates or undressed lumber for the backing will be permitted. Undressed lumber may be used for backing and for other unexposed surfaces. Inside forms for all monolithic concrete pipe and conduit shall be of plywood, iron or steel plates or undressed lumber or steel sections for the backing. All bolt or rivet heads on the side next to the concrete shall be countersunk. All forms shall be mortar -tight, and when necessary to close cracks in timber forms, they shall be soaked with water. Provisions shall be made for preventing the adhesion of mortar to the forms by adequately coating the surface with approved grease or oil, by soaping, or by wetting with water immediately before placing concrete, provided that water shall not be used when concreting is being done during freezing weather. The interior surface of all forms shall be clean, smooth and tight, and in such condition that the required concrete surface will be obtained. Chambers and fillets shall be as shown on the plans. Forms used more than one (1) time shall be free from warps or bulges, and shall have any damaged places properly repaired and shall be clean. Immediately preceding the placing of concrete, any dirt, shavings, sawdust, chips, water or other foreign substances shall be removed from the forms and the Contractor shall inspect the forms for accuracy and correctness. No wooden spreaders or other devices shall be left in the forms. Should the forms show any yielding, bulging, spreading, or otherwise become displaced from correct alignment or position during the placing of concrete or after, they shall immediately and satisfactorily be corrected by adjustment or bracing, or when required by the Engineer shall be removed in part or in their entirety and be rebuilt. SR.8.5 Transporting And Placing Concrete Concrete shall not be placed unless an inspector is present and until the forms, reinforcement, etc., have been inspected and approved. Concrete shall be mixed, transported and placed in accordance with the requirements of these specifications for "Concrete". Concrete shall be handled to the place of final deposit in a manner to avoid segregation or loss of the ingredients, or the displacement of the reinforcement. The arrangement and use of chutes, when necessary, shall extend as SR -20 G ' Each layer of concrete shall be left somewhat rough, in order to secure thorough bonding with the next layer above. The top surface of layers completing the day's work, or placed just prior to temporarily discontinuing operations, shall be left in such condition as to ' prevent the formation of latency. The entire operation of depositing, consolidating and compacting concrete shall be so conducted that the exposed surfaces will be of smooth and uniform texture. ' SR.8.6 Joints Joints of all types shall be of the type, shape, size and location as shown on the plans and ' shall be accurately formed to the satisfaction of the Engineer. SR.8.7 Placing Concrete ' Concrete shall be placed and protected as specified in these specifications for "Concrete". SR.8.8 Curing All concrete shall be cured by protecting it against loss of moisture as specified in these specifications for "Concrete". ' SR.8.9 Removal of Forms ' Forms shall not be removed without the approval of the Engineer, and such removal shall be carried out in such a manner as to insure the complete safety of the structure. In general, forms for the several classes of work listed herein below shall remain in place after concrete has been placed until the concrete has attained the following compressive ' strengths in pounds per square inch. ' SR -21 near as possible to the final place of deposit of the concrete. Dropping of concrete at greater distances than feet, or depositing a large quantity at one point and flowing or ' working it along the forms will not be permitted. Placing concrete shall be so regulated that undue pressure will not be exerted against the forms. The concrete shall be consolidated into a dense mass and mortar shall be flushed ' to the surface of the forms by continuous tamping, spading and slicing. Care shall be taken to fill each part of the forms by depositing concrete directly as near its final location as practicable, to work the coarse aggregates back from the surface, and to work the concrete under and around the reinforcement bars without displacing them. After the ' concrete has taken its initial set, care shall be taken to avoid jarring or placing any strain on the projecting ends of reinforcing bars. ' Concrete shall be placed in continuous horizontal layers not exceeding twelve inches (12") in thickness, unless otherwise permitted by the Engineer. The batches of concrete in any layer and the layers of concrete in any structure or section of structure being ' concreted shall follow each other so closely that each batch or layer will be placed and consolidated before the concrete previously placed has taken its initial set. ' Each layer of concrete shall be left somewhat rough, in order to secure thorough bonding with the next layer above. The top surface of layers completing the day's work, or placed just prior to temporarily discontinuing operations, shall be left in such condition as to ' prevent the formation of latency. The entire operation of depositing, consolidating and compacting concrete shall be so conducted that the exposed surfaces will be of smooth and uniform texture. ' SR.8.6 Joints Joints of all types shall be of the type, shape, size and location as shown on the plans and ' shall be accurately formed to the satisfaction of the Engineer. SR.8.7 Placing Concrete ' Concrete shall be placed and protected as specified in these specifications for "Concrete". SR.8.8 Curing All concrete shall be cured by protecting it against loss of moisture as specified in these specifications for "Concrete". ' SR.8.9 Removal of Forms ' Forms shall not be removed without the approval of the Engineer, and such removal shall be carried out in such a manner as to insure the complete safety of the structure. In general, forms for the several classes of work listed herein below shall remain in place after concrete has been placed until the concrete has attained the following compressive ' strengths in pounds per square inch. ' SR -21 Arch Forms of Monolithic Pipe and Conduits - 1,000 Lbs. Bottom Forms of Concrete Slabs - 1,200 Lbs. Side Forms of Walls, Beams and Girders - 800 Lbs. The Contractor shall be responsible for all damages caused by the removal of forms. SR.8.10 Surface Finish Each and every part of the concrete work shall be carefully, thoroughly and neatly finished. Immediately after removal of forms, all surfaces, whether or not they will be exposed, shall have all honeycombed areas cut out and replaced or pointed up as required by the Engineer. All rough spots and holes shall be carefully pointed up with cement mortar of the same mixture as that used in the concrete. All bolts, wires or other devices used to hold the forms in place, and which pass through or protrude from the concrete, shall be cut off flush with the concrete surface, and on the surface to be exposed, the wire shall then be driven back one inch from the surface and shall be pointed over with mortar as described above. The interior surfaces of all structures, pipe and conduits shall be firm and smooth. Where carborundum finish is specified or shown on the plans, it shall apply to all surfaces exposed to general view. Finish as specified shall be Type "A" one (1) rubbing or Type "B" two (2) rubbings. The rubbing for Type "A" finish and first rubbing for Type "B" finish shall be performed as soon as forms are removed, all necessary pointing has been done and the concrete has obtained the proper set. The surface shall be wet with a brush and rubbed with a carborundum rock sufficiently to bring the surface to a paste, to remove all form marks, projections, and to form a uniform, smooth dense surface without pits or irregularities. The second rubbing for Type "B" finish shall be performed in the same manner as prescribed above and during the process of conditioning the structure for final acceptance. SR.8.11 Placing Concrete Under Water Placing of concrete under water shall only be done upon the written permission of the Engineer and in strict conformity with his instructions. SR.8.12 Measurement And Payment Measurement and payment shall be made by and at the unit price bid per cubic yard, square yard, linear foot, square foot or per each structure as provided in the proposal and contract, which payment shall be full compensation for all labor, materials, tools, equipment, forms, false work, sheeting, shoring, bracing and all other incidentals necessary to complete the work unless otherwise set out in the plans or specifications. SR.9 CONCRETE PAVEMENT AND CONCRETE BASE Base and pavement shall consist of Portland Cement concrete, with or without reinforcement as shown on the plans, constructed as hereinafter specified on the prepared subgrade or base course in conformity with the typical cross-section thickness, and lines and grades shown on the plans. SR -22 Concrete pavement and concrete base shall be slip -formed with the exception of turn lanes, ' median openings, street intersections, and driveway approaches. Turn lanes, median openings, street intersections, and driveway approaches shall be finished mechanically unless hand finish is specifically authorized in the plans. ' SR.9.1 Concrete I Concrete shall conform to all the requirements of the specifications pertaining to "Concrete" and "Materials". SR.9.2 Subgrade Preparation The mechanical subgrade planer shall be approved by the Engineer, and it shall be mounted on visible rollers riding on the forms, and shall have adjustable cutting blades ' which will trim the subgrade to the exact section shown on the plans. The planer frame shall be of such construction that under a test made by changing the support from the wheels to the center, it shall not deflect more than one-eighth inch (1/8"). Tractive equipment used on the subgrade to pull the planer shall not be such as will produce ruts or indentations in the subgrade. Hand finishing and tamping of the subgrade shall be approved by the Engineer. A template for checking the cross-section of the subgrade shall be provided and operated by the Contractor. The template shall rest upon the side form and shall be of such ' construction that under a test made by changing the support to the center, it shall not show a deflection of more than one-eighth inch (1/8"). It shall be provided with accurately adjustable rods projecting downward to the subgrade at one foot (1) intervals, ' and these rods shall be adjusted to the required cross-section of the bottom of the concrete base or pavement when the template is resting upon the side forms. SR.9.3 Forms Side forms shall be of wood or metal, straight and free from warp and of sufficient strength to resist springing during the process of subgrade planning, depositing and ' compacting concrete. Wood forms shall be not less than two inches (2") nominal thickness surfaced plank. Metal forms shall be of an approved design with a flat surface on the top and bottom. ' Forms for use on radii may be of flexible wood or metal. The forms shall be of a depth equal to the thickness of the concrete which is in contact with the form. The length of form sections shall not be less than 10 feet (10'), and each section shall provide for staking in position at not less than three (3) points. Forms shall be provided with adequate devices for secure setting so that when in place they will not move by the ' kinks, and shall be sufficiently true to provide a reasonable straightedge on the concrete, and each section of forms, when tested with a straightedge, shall conform to the requirements specified for the surface of the concrete base or pavement. Sufficient forms E shall be provided for the satisfactory completion of the work. SR -23 The subgrade under the forms shall be firm and cut true to grade so that each section when placed will be firmly in contact for its entire length and base width at the established grade. Subgrade under the forms below the established grade shall be corrected, using suitable material, placed, sprinkled and compacted as directed by the Engineer. Forms shall be staked with at least three (3) pins for each ten foot (10') section; a pin shall be placed at each side of every joint. Form sections shall be tightly joined to prevent displacement. Forms shall be cleaned and oiled each time after their use. Forms shall be set for a sufficient distance in advance of the point where concrete is being placed as is necessary for the satisfactory prosecution of the work. Conformity of the grade and alignment of forms will be checked immediately prior to placing concrete and all necessary corrections shall be made by the Contractor; where any form has been disturbed or any subgrade becomes unstable, the form shall be reset and re -checked. If forms settle more than one-eighth inch (1/8") under the finishing operations, the paving operations shall be stopped and the forms shall be reset to line and grade. Forms shall remain in place for not less than eight (8) hours after the concrete has been placed, and shall be carefully removed in such a manner that no damage will be done to the edge of the concrete; any damage resulting from removal of forms shall be immediately repaired. After forms have been removed, the ends of all joints shall be cleaned and any honeycombed areas pointed up with cement mortar. Immediately after the pointing up is completed, the form trench shall be filled with earth, or covered as specified herein for "Curing". SR.9.4 Finishing Equipment Concrete base and pavement may be finished mechanically or by hand unless otherwise provided. SR.9.4.1 Mechanical Equipment The transverse finishing machine shall be provided with two (2) screens accurately adjusted to the crown of the concrete section. It shall be power driven and mounted in a substantial frame equipped to ride on the forms, and shall be so constructed and operated as to strike -off and consolidate the concrete. The longitudinal finishing machine shall be provided with a longitudinal float not less than ten feet (10') in length, adjusted to a true plane, shall be power driven and mounted in a substantial frame equipped to ride on the forms, and shall be so constructed and operated as to finish the pavement to the required grade. The mechanically vibrated strike -off template shall be provided with a template adjust to the crown of the concrete section. The template shall be power vibrated, adjustable to eight (8), and mounted to ride on the forms. Finishing machines shall be maintained tight and in good working condition, accurately adjusted to the required crown or profile, and free from deflection, wobble, or vibration tending to affect the finish. Machines failing to meet these requirements will be rejected by the Engineer. SR -24 SR.9.4.2 Hand Equipment ' For hand finishing, the Contractor shall provide a strike template and a tamping template, both of 4" x 10" lumber or equivalent metal section not less than two feet longer than the width of the concrete base or pavement. Both templates shall conform to the crown section, and the tamp, if of wood, shall have a steel face of ' not less than three-eighths of an inch (3/8") in thickness. There shall also be provided a longitudinal float of approved design and not less than fourteen feet (14') in length. ' SR.9.4.3 General Equipment The Contractor shall furnish a canvas or canvas -rubber composition belt for ' finishing the concrete base and pavement; it shall be of two to four (2-4) ply construction, not less than six inches (6") nor more than ten inches (10") wide and not less than two feet (2) longer than the width of the concrete base or pavement. ' The Contractor shall use and maintain at least two (2) standard ten foot (10') steel straightedges. The Contractor shall furnish a sufficient number of bridges equipped to ride on the forms and to span the concrete sections for finishing operations and for the installations and finishing of joints and stripes. All necessary finishing and edging tools shall be furnished as may be required to complete the work. SR.9.5 Finishing Mechanical ' The transverse finishing machine shall first be operated to compact and finish the pavement to the required section and grade, and without surface voids. The machine shall be operated over each area as many times and at such intervals as the Engineer ' directs. Not less than two (2) trips will be required, and the last trip over a given area shall be a continuous run of not less than forty feet (40'). After the finish has been completed with the transverse finishing machine, the ' longitudinal mechanical float shall be operated to smooth and finish the pavement to the required grade. The float shall be operated parallel to the center line of the pavement with a short, quick action and shall travel slowly across the pavement, maintaining ' contact with the surface at all points. If this result is not obtained, additional concrete shall be placed, tamped and screened, and the float shall operate over the same area until a satisfactory surface is produced. The advance along the length of the pavement between successive passes of the float across the surface shall be such that the float shall continuously lap its previous position by not less than one-fourth (1/4) its length; or the mechanically vibrated strike -off template may be used in place of the longitudinal float. The use of the mechanically vibrated strike off template will not relieve the Contractor of ' his responsibility for securing the specified surface finish. After floating is complete and while the concrete is still workable, the surface shall be tested for trueness with an approved ten foot (10') steel straightedge. The straightedge SR -25 shall be operated from the side of the pavement, placed parallel to the center line, and passed across the pavement to reveal any high spots or depressions. The straightedge shall be advanced along the pavement in successive stages of not more than one-half ('/2) its length. Practically perfect contact of the straightedge with the surface will be required, and the pavement shall be leveled to meet this requirement in order to insure conformity with the surface test required later, after the pavement has fully hardened. Correction of the surface shall be accomplished by adding concrete and by operation of the longitudinal float over the area. The surface test with the straightedge will then be repeated. While the concrete is still workable, the surface shall be belted with an approved belt, operated with short transverse strokes and a rapid advance longitudinally. This operation shall produce a uniform surface of a gritty texture. The outside edges of pavement (gutter or curb if required) shall be carefully finished with an edger of the required radius at about the time the concrete becomes hard and non -workable, and the edges left smooth and true to line. SR.9.5.1 Finishing - Hand Concrete as soon as placed shall be approximately leveled and then struck off and screened to such an elevation above the established grade that when consolidated and finished the surface of the pavement shall be at the grade elevation shown on the plans. The entire surface shall then be tamped and the concrete consolidated. For the strike -off and consolidation, both a strike -off template and a tamping template shall be used. The strike -off template shall be moved forward with a combined longitudinal and transverse motion always moving in a forward direction, and so manipulated that neither end is raised from the side forms during the strike -off process. A slight excess of materials shall be kept in front of the cutting edge at all times. After the strike -off, the entire surface shall be tamped with an approved tamping template to eliminate surface voids, and the surface screened to the required section. After completion of the strike -off, consolidation and transverse screening, a hand -operated longitudinal float shall be operated to test and level the surface to the required grade. The float shall be operated from approved bridges riding on the forms and spanning the pavement. The longitudinal float shall be held in contact with the surface and parallel to the center line, and operated with short longitudinal strokes while being passed from one side of the pavement to the other side. If contact with the pavement is not made at all points, additional concrete shall be placed, tamped and screened, and again floated to produce a satisfactory surface. Care must be taken to keep the ends of the float from digging into the surface of the concrete pavement. After a section has been smoothed so that the float maintains contact with the surface at all points in being passed from one side to the other, the bridge may be moved forward one-half (1/2) the length of the float, and the operations repeated. After the concrete has been in place for not less than 12 hours the Engineer will test the surface of the pavement with a ten foot (10') straightedge placed parallel to the center line. The surface shall not vary more than one -sixteenth inch (1/16") per foot from the nearest point of contact, and in no case shall be maximum ordinate SR -26 from a ten foot (10') straightedge to the pavement surface exceed one-eighth inch (1/8"). Any high spots causing a departure from the straightedge in excess of that ' specified shall be ground down by the Contractor to meet the surface test requirements. SR.9.6 Mixing and Placing Concrete shall be mixed and placed in accordance with the specifications pertaining to "Concrete". ' Concrete shall be distributed to such a depth that after consolidation and finishing, the thickness required by the plans will be obtained at all points and the surface shall not, at any point, be below the established grade. Special care and attention shall be taken in placing and spading concrete adjacent to forms and at all points to prevent the formation of honeycomb and voids. ' SR.9.7 Reinforcement, Tie and Dowel Bars When reinforcement, tie bars or dowel bars are required, they shall be accurately placed ' and secured in the position shown on the plans. Reinforcing steel shall be wired together at all intersections and to each dowel bar intersected. Tie bars installed without other steel shall be securely held in position by metal chairs. SR.9.8 Joints All joints whether longitudinal or transverse shall be of the type, shape, size, and at ' locations as shown in the plans and shall be accurately formed to the satisfaction of the Engineer. SR.9.9 Curing All concrete pavement and concrete base shall be cured by protecting it against loss of moisture as specified in these specifications for "Concrete". SR.9.10 Opening to Traffic ' Concrete pavement and concrete base shall be closed to all traffic, including vehicles of the Contractor, until the concrete is not less than seven (7) days old and has attained the minimum strength as required under these specifications pertaining to "Concrete". The period of closure to traffic may be extended if, in the opinion of the Engineer, weather or other conditions make it advisable to provide an extension of time of protection. SR.9.11 Thickness The finished concrete pavement and concrete base shall conform to the typical cross-section shown on the plans. The Contractor shall, in the presence of the Engineer, make periodic checks of subgrade in advance of placing of concrete and actual thickness of concrete placed to insure compliance with the typical section shown on the plans. E•�.1WA7 SR.9.12 Measurement and Payment Concrete pavement and base will be measured and paid for at the contract unit price bid per square yard, which price shall be full compensation for the furnishing of all labor, tools, materials, machinery, equipment and incidentals necessary to complete the work, including all joints as specified, and disposal of surplus materials, in accordance with the plans and these specifications. SR.10 TESTING AFTER PLACEMENT On paving installed and provided by the Developer in new subdivisions where the Developer has a contract with the Contractor to construct the pavement, the Developer -Owner shall include in his contract with the Contractor a unit price for cutting cores of full thickness of the pavement, such unit price to include cutting the core and testing of the core by an independent laboratory for strength and thickness. The City reserves the right to require a minimum of three (3) cores for each 5,000 square yards of paving installed. If the three (3) cores per 5,000 square yards prove the pavement meets these specifications, then no more than three (3) cores per 5,000 square yards of pavement on each separate project will be required; but if deficient thickness or deficient strength is encountered by coring, then additional cores will be made to prove requirements of thickness and no additional compensation will be allowed the Contractor. SRA 1 PENALTY FOR DEFICIENT THICKNESS OR PAVEMENT STRENGTH Pavement of a thickness within one-quarter inch (1/4") of the thickness required by the plans will be considered for a satisfactory thickness and the contract unit price bid shall be used in payment. Pavement of a thickness less than the thickness shown on the plans by more than one-quarter inch (1/4"), but less than three-quarter inches (3/4") will be considered of a deficient thickness. For pavement deficient in thickness as defined above, the Contractor shall pay to the City twice the unit bid price per square yard for the area determined to be deficient in thickness. The length of the area of such deficient thickness shall be determined by additional cores at intervals of ten feet (10') along the length of the plan thickness. Pavement of a strength less than the strength called for in these specifications as determined by cores as stipulated will be considered deficient in strength. For pavement deficient in strength by not more than 500 pounds per square inch, the Contractor shall pay to the City one (1) times the unit bid price per square yard; for the area determined to be deficient in strength by more than 500 pounds per square inch, but no more than 1,000 pounds per square inch, the Contractor shall pay to the City two (2) times the un -bid bid price per square yard for the area determined to be so deficient. Pavement of a thickness deficiency of more than three-quarter inches (3/4") and/or a strength deficiency of more than 1,000 pounds per square inch shall be removed and replaced completely. Additional cores as required to locate areas of deficient thickness or strength will be at the expense of the Contractor. SR -28 SECTION CG CONCRETE CURB, GUTTER, AND COMBINED CURB & GUTTER INDEX PARAGRAPH TITLE PAGE CG.1 DESCRIPTION CG -I CG.2 MATERIALS CG -1 CG.3 CONSTRUCTION METHODS CG -1 CGA MEASUREMENT CG -2 CG.5 PAYMENT CG -2 CG -i SECTION CG CONCRETE CURB, GUTTER AND COMBINED CURB AND GUTTER CGA DESCRIPTION This Item shall govern for construction of curb, monolithic curb, gutter, and combined curb and gutter, with or without reinforcing steel, composed of portland cement concrete on approved subgrade, foundation material or finished surface in accordance with the lines and grades established by the Engineer and in conformance with the details shown on the plans. As used in this Item, the word "curb" refers to concrete curb, concrete monolithic curb, concrete gutter and combined concrete curb and gutter. CG.2 MATERIALS All materials shall conform to the pertinent requirements of the following items: Item SR. 1, "Cement Material" Item SR.6, "Reinforcement" Item SR.7, "Concrete" Item SR7.13.3, "Membrane Curing" Item SR.8, "Concrete Structures" Concrete shall be of the same strength as specified for "Concrete Pavement" or "Concrete Base" or as specifically designated in the plans. CG.3 CONSTRUCTION METHODS (1) Conventionally Formed Concrete. Prior to curb construction, the subgrade, foundation or pavement surface shall be shaped to the line, grade and cross section shown on the plans and, if considered necessary by the Engineer, hand tamped and sprinkled. When directed by the Engineer, the subgrade or foundation material shall be sprinkled lightly immediately before concrete is deposited thereon. Forms shall be of wood, metal or other approved material, of a section satisfactory to the Engineer, straight, free of warp and of the depth required. They shall be securely staked to line and grade, and maintained in a true position during the placing of concrete. The reinforcing steel, if required, shall be placed as shown on the plans. Care shall be exercised to keep all steel in its proper location during concrete placement. Curb shall be constructed with well consolidated concrete surface without mortar a topping, shaped to the required cross-section. Exposed edges shall be rounded by the use of an edging tool to the radius shown on the plans. All exposed surfaces shall be brushed to a smooth and uniform surface. No cement mortar shall be applied to concrete. Curbs, gutters and combined curb and gutters shall be placed in sections of 50 feet maximum length unless otherwise approved by the Engineer. Joints shall be of the type and spacing shown on the plans. CG -1 Hand finishing will be permitted. The completed work shall be cured for a period of not less than 72 hours by one of the methods specified in SR 7.13. (2) Extruded or Slipformed Concrete. The concrete shall be placed with self-propelled equipment approved by the Engineer. When placement is directly on subgrade or foundation materials, the foundation shall be hand -tamped and sprinkled if considered necessary by the Engineer. If the concrete is placed directly on the surface material or pavement, such surface shall be thoroughly cleaned. If required by plan details, the cleaned surface shall then be coated with an approved adhesive or other coating as specified at the rate of application shown. The reinforcing steel, if required, shall be placed as shown on the plans. Care shall be exercised to keep all steel in its proper location during concrete placement. The line shall be maintained from a guideline set by the Contractor based on the alignment data shown on the plans. The outline shall strictly conform to the details shown on the plans. The forming tube of the extrusion machine or the form of the slipform machine shall be readily adjustable vertically during the forward motion of the machine to provide required variable heights necessary to conform to the established grade line. To provide a continual check on the grade, a pointer or gauge shall be attached to the machine in such a manner that a comparison can be made between the extruded or slipform work and the guideline. Other methods may be used if approved in writing by the Engineer. Concrete shall be fed into the machine in such a manner and at such consistency that the finished work will present a well -compacted mass with a surface free from voids and honeycomb, and true to the required shape, line and grade. Any additional surface finishing specified and/or required shall be performed immediately after extrusion or slipforming. Joints shall be of the type and spacing shown on the plans. Hand finishing will be permitted. The completed work shall be cured for a period of not less than 72 hours by one of the methods specified in SR 7.13. CGA MEASUREMENT This Item will be measured by the linear foot, complete in place. CG.5 PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "Concrete Curb", "Monolithic Concrete Curb", "Concrete Gutter" or "Concrete Curb and Gutter" of the type specified. This price shall be full compensation for furnishing all materials required; for surface preparation of base; and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. 101M SECTION SW SIDEWALKS INDEX PARAGRAPH TITLE PAGE SW.I DESCRIPTION SW -I SW.2 MATERIALS SW -I SW.3 CONSTRUCTION METHODS SW -I SWA MEASUREMENT SW -2 SW.5 PAYMENT SW -2 SECTION SW SIDEWALKS SW.1 DESCRIPTION This Item shall govern for portland cement concrete sidewalks constructed on approved subgrade, foundation material or finished surface in accordance with the lines and grades established by the Engineer and in conformance with details shown on the plans. SW.2 MATERIALS All materials shall conform to the pertinent requirements of the following items: Item SR. 1, "Cement Material" Item SRA, "Reinforcement" Item SR.7, "Concrete" Itcm SR7.13.3, "Membrane Curing" Item SR.8, "Concrete Structures" Concrete shall be of the same strength as specified for "Concrete Pavement" or "Concrete Base" or as specifically designated in the plans. SW.3 CONSTRUCTION METHODS (1) Conventionally Formed Concrete. Prior to sidewalk construction the subgrade, foundation or pavement surface shall be shaped to the line, grade and cross section shown on the plans and, if considered necessary by the Engineer, hand tamped and sprinkled. When directed by the Engineer, the subgrade or foundation material shall be sprinkled lightly immediately before concrete is deposited thereon. Forms, where needed, shall be of wood or metal, of a section satisfactory to the Engineer, straight, free of warp and of the depth required. They shall be securely staked to line and grade and maintained in a true position during the placing of concrete. The reinforcing steel shall be placed in position as shown on the plans. Care shall be exercised to keep all steel in its proper location during concrete placement. Sidewalks shall be constructed in sections of the lengths shown on the plans. Unless otherwise shown on the plans or approved by the Engineer, no section shall be less than 8 feet or more than 40 feet in length. Sections shall be separated by pre -molded or board joint of the thickness shown on the plans, placed vertically and at right angles to the longitudinal axis of the sidewalk. Where the sidewalk abuts a curb or retaining wall, approved expansion material shall be placed along their entire length. Similar expansion material shall be placed around all obstructions protruding through sidewalks. Sidewalks shall be marked every 4 feet in length, by the use of approved jointing tools. Each day's production will be terminated at an expansion joint. SW -1 (2) Extruded or Slipformed Concrete. Concrete shall be placed with equipment approved by the Engineer. When placement is directly on subgrade or foundation materials, the foundation shall be hand tamped and sprinkled if considered necessary by the Engineer. If the concrete is placed directly on the surface material or pavement, such surface shall be thoroughly cleaned. Concrete shall be fed into the machine in such a manner and at such consistency that the finished work will present a well -compacted mass with a surface free from voids and honeycomb, and true to the required shape, line and grade. Any additional surface finishing specified and/or required shall be performed immediately after extrusion or slipforming. Joints shall be constructed at such locations as directed by the Engineer and conforming to the details shown on plans. (3) General. The completed work shall be cured for a period of not less than 72 hours by one of the methods specified in Item SR 7.13. Regardless of the method of construction, hand finishing will be permitted. All exposed surfaces shall be brushed to a smooth and uniform surface. Wheelchair ramps shall be in conformance with the details shown on the plans. SWA MEASUREMENT Sidewalks, including any required wheelchair ramps, will be measured by the linear foot or by the square yard of surface area, complete in place. SKS PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "Concrete Sidewalks" of the width shown on the plans. This price shall be full compensation for furnishing all materials required; surface preparation of base; and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. SW -2 SECTION JS JOINT SEALANTS INDEX PARAGRAPH TITLE PAGE JS.1 DESCRIPTION JS -1 JS.2 MATERIALS JS -1 JS.3 MEASUREMENT & PAYMENT JS -3 SECTION JS JOINT SEALANTS AND FILLERS JSA DESCRIPTION This Item shall govern the material requirements for joint sealants, backing materials and joint fillers. JS.2. MATERIALS The materials for this item shall conform to the following: (1) Joint Sealant Materials. Joint sealant material shall be as indicated on the plans or in the governing specifications. The various classes of sealant described herein shall be in accordance with Texas Department of Transportation Material Specification D-9-6310. Copies of specification D-9-6310 are available from the Texas Department of Transportation, Director of Materials and Tests, 125 E. 1 lth Street, Austin, TX 78701-2483. (2) Storage. Class 1 and 2 sealants shall be stored at temperatures between 40 F and 100 F. Class 4 and 5 sealants shall be stored in sealed containers at a temperature of 100 F or below and the material must be used within two (2) months of receipt on the project. (3) Classes of Joint Sealants. (a) Class 1. Two Component, Synthetic Polymer, Non -sag. The components shall be proportioned and mixed in accordance with the manufacturer's recommendations. ' (b) Class 2. Two Component, Synthetic Polymer, Self -leveling. The components shall be proportioned and mixed in accordance with the manufacturer's recommendations. (c) Class 3. Hot Poured Rubber. This sealant shall be a rubber asphalt compound which when heated shall melt to the proper consistency for pouring and shall solidify on cooling to ambient temperatures. (d) Class 4. Non -sag Low Modulus Silicone. The material shall be a single component formulation not requiring addition of a catalyst. ' (e) Class 5. Self -leveling Low Modulus Silicone. The material shall be a single component formulation not requiring addition of a catalyst. (f) Class 6. Preformed Joint Sealant (PJS). The preformed joint sealant shall be an extruded elastomeric material having a multi -channeled shape. (g) Class 7. Self -leveling, Rapid Curing, Low Modulus Silicone. The material shall be a two component, rapid curing, self -leveling, low modulus formulation. The components shall be proportioned and mixed in accordance with the manufacturer's recommendations. The size shown on the plans shall be the nominal width of the sealant. The uncompressed depth of the seal shall be equal to or greater than the width. The Engineer will confirm by visual inspection that the sealant proposed for installation is the same size, configuration and manufacture as shown on plans. The Engineer will examine the sealant for any undue distortions, such as dissymmetry, warping, thick webs or uneven width which are likely to impair the performancc of the joint. If the magnitude of the distortions are sufficient to create doubt as to the performance of the sealant, the Engineer may direct that the sealant be replaced or that samples representing the worst of the lot be subjected to further testing to verify their performance. (4) Backer Rods and Backing Materials. These materials shall be capable of holding the fluid sealant in open joints in place. In all cases, these materials shall be of such a type that will not bond to the sealant. The backing materials shall meet the requirements of the sealant manufacturer. They shall be compressible type materials, such as closed -cell, resilient foam or sponge rubber stock of vinyl, butyl or neoprene, or expanded polyethylene or polyurethane. The diameter of the backer rod shall be at least 25 percent larger than the joint reservoir width. (5) Joint Fillers. Joint fillers shall be of the size, shape and type indicated on the plans and shall conform to the following requirements: (a) Timber Boards. Timber boards shall be obtained from redwood, cypress, gum, southern yellow pine or Douglas fir timber. They shall be sound heartwood and shall be free from sapwood, knots, clustered bird's-eye, checks and splits. Occasional sound or hollow bird's-eye, when not in clusters, will be permitted provided the board is free from any other defects that will impair its usefulness as a joint filler. All boards, except redwood and cypress, shall have a creosote or pentachlorophenol treatment conforming to Texas Department of Transportation Specification Item 492, "Timber Preservative and Treatment", Table 1. When oven dried at 230 F to a constant weight, the weight of the board per cubic foot (minus treatment) shall not be less than 20 pounds nor more than 35 pounds. (b) Asphalt Boards. Asphalt boards shall consist of two (2) suitable asphalt - impregnated liners filled with a mastic mixture of asphalt and vegetable fiber and/or mineral fiber. Asphalt boards shall be smooth, flat and sufficiently rigid to permit installation. When tested in accordance with Texas Department of Transportation Test Method Tex -524-C, the horizontal deflection shall not be more than one (1) inch in 3 1/2 inches. (c) Preformed Fiber Material. (1) Preformed Bituminous Fiber Material. Preformed bituminous fiber material shall meet the requirements of ASTM D 1751. (2) Preformed Nonbituminous Fiber Material. Preformed non- bituminous fiber material shall meet the requirements of ASTM D1751, except that the requirements pertaining to bitumen content, density and water absorption shall be voided. JS -2 (d) Rebonded Neoprene Filler. Rebonded neoprene filler shall consist of ground closed -cell neoprene particles, rebonded and molded into sheets of uniform thickness of the dimensions shown on the plans, meeting the requirements of ASTM D1752, Type I. Certification that the material meets these requirements shall be furnished to the Engineer. JS.3 MEASUREMENT AND PAYMENT The work performed, materials furnished and all labor, tools, equipment and incidentals necessary to complete the work under this Item will not be measured or paid for directly, but will be considered subsidiary to the various bid Items of the contract. RIM SECTION W WATER SYSTEM CONSTRUCTION III I May 2008 Rev. � I SECTION W — WATER SYSTEM CONSTRUCTION Section Page W.1 SCOPE................................................................................... W-1 W.2 PROTECTION OF WORK.......................................................... W-1 W.3 MATERIALS............................................................................ W-1 W.3.1 Testing of Materials................................................................ W-1 W.3.2 Storage of Materials................................................................ W-1 W.4 TRENCHING AND BACKFILL .................................................... W-2 W.4.1 Classification.......................................................................... W-2 W.4.2 Construction Methods............................................................. W-2 W.4.3 Sheeting, Shoring and Bracing ................................................. W-3 W.4.4 Pumping, Bailing and Draining ................................................. W-4 W.4.5 Support of Existing Pipes Across Trench ................................... W-4 W.4.6 Disposal of Excavated Materials ............................................... W-4 W.4.7 Protection of Trees, Plants, Shrubbery, Etc ............................... W-4 W.4.8 Use of Explosives.................................................................... W-4 W.4.9 Jacking, Boring or Tunneling ................................................... W-5 W.4.9.1 Materials................................................................................ W-5 W.4.9.2 Construction Requirements..................................................... W-5 W.4.9.3 Construction by Jacking.......................................................... W-6 W.4.9.4 Construction by Boring............................................................ W-7 W.4.9.5 Construction by Tunneling....................................................... W-7 W.4.9.6 Joints..................................................................................... W-8 W.4.10 Protection of Buildings............................................................ W-9 W.4.11 Crossings To Be Kept Open ..................................................... W-9 W.4.12 Protection of Unfinished Work ................................................. W-9 W.4.13 Lights and Guards.................................................................. W-9 W.4.14 Backfill................................................................................... W-9 W.4.14.1 Backfill Material...................................................................... W-9 W.4.14.2 Concrete Encasement (Class F4 Embedment) ........................... W-10 W.4.14.3 Cement Stabilized Backfill....................................................... W-10 W.4.14.4 Embedment........................................................................... W-10 W -i Section Page W.4.15 Initial Backfill......................................................................... W-12 W.4.16 Final Backfill................................................................ W-12 W.5 POLYVINYL CHLORIDE (PVC) PIPE INSTALLATION ................... W-13 W.5.1 Polyvinyl Chloride (PVC) Pipe and Fittings ................................ W-13 W.6 DUCTILE IRON PIPE INSTALLATION ........................................ W-13 W.6.1 Ductile Iron Pipe..................................................................... W-13 W.6.2 Fittings For Ductile Iron Pipe ................................................... W-13 W.7 CONCRETE CYLINDER PIPE INSTALLATION ............................. W-14 W.7.1 Pipe Handling......................................................................... W-14 W.7.2 Pipe Jointing.......................................................................... W-15 W.8 REINFORCED CONCRETE WATER PIPE STEEL CYLINDER TYPE PRE -TENSIONED REINFORCEMENT ................................. W-15 W.8.1 Steel Cylinders....................................................................... W-16 W.8.2 Curing.................................................................................... W-16 W.8.3 Shop Drawings....................................................................... W-16 W.9 IRON PIPE INSTALLATION...................................................... W-16 W.9.1 Jointing Push -on Pipe............................................................. W-16 W.9.2 Jointing Mechanical Joint Pipe ................................................. W-17 W.9.3 Making Flanged Joints............................................................. W-17 W.10 CONCRETE BACKING.............................................................. W-18 W.11 POLYETHYLENE ENCASEMENT ................................................ W-18 W.12 COVER OVER PIPE AND CLEARANCE FROM OTHER PIPES ........ W-18 W.12.1 Clearance From Other Pipes, Sanitary Precautions And Disinfection, Interconnections, Backflow and Siphonage ........................ W-19 W.13 CONNECTION TO EXISTING WATER MAINS ............................. W-22 W.13.1 Pipe Handling......................................................................... W-22 W.14 VALVES.................................................................................. W-23 W.14.1 Gate Valves............................................................................ W-23 W.14.2 Butterfly Valves...................................................................... W-24 W.14.3 Distribution System and Fire Lead Valves ................................. W-25 W.14.4 Air Release Valves, Air/Vacuum Valves ..................................... W-25 Section Page W.14.5 Installation of Gate Valves ....................................................... W-26 W.15 FIRE HYDRANTS..................................................................... W-26 W.15.1 Fire Hydrant Installation.......................................................... W-28 W.16 SERVICE CONNECTIONS......................................................... W-28 W.16.1 Service Materials.................................................................... W-29 W.17 CLEAN-UP.............................................................................. W-30 W.18 STERILIZATION OF WATER MAINS .......................................... W-30 W.19 INSPECTION AND TESTS ........................................................ W-31 W.19.1 Inspection - General............................................................... W-31 W.19.2 Visual Inspection.................................................................... W-32 W.19.3 Hydrostatic Test..................................................................... W-33 W.19.4 Compaction Test.................................................................... W-34 W.20 MEASUREMENT AND PAYMENT ............................................... W-34 W -iii SECTION W - WATER SYSTEM CONSTRUCTION ' W.1 SCOPE: These specifications for construction of water mains are intended to provide a minimum quality ' workmanship acceptable to the Town of Prosper and lack of any specifications not listed in this document in no way relieve the Contractor of full responsibility for providing a complete project of quality, finish appearance and satisfactory for operation. The Contractor shall furnish and install all materials, labor, and equipment for constructing the work included in these specifications and as detailed on the plans. ' Construction of all water systems shall comply with Texas Commission on Environmental Quality (TCEQ) Chapter 290 (Rules and Regulations for Public Water Systems) and American Water Works Association (AWWA), latest revision. ' W.2 PROTECTION OF WORK: When construction is stopped temporarily and at the end of the day's work, tight fitting stoppers ' or bulkheads shall be securely placed in or across the ends of all pipes. The Contractor will be held responsible for the care of all work until final completion and ' acceptance, and he will be required to make good, at his own expense, any damage or injury it may sustain for any cause. He shall assume all risks from floods and casualties of every description and make no charge for damages from such cause. ' W.3 MATERIALS: The Contractor shall furnish and place materials meeting the requirements of these specifications, ' of the dimensions and types at the locations and elevations shown on the plans or established by the Engineer. All materials shall be approved by the Engineer before being installed and any of these materials placed before they are so approved shall be removed and replaced with approved materials. ' W.3.1 Testing of Materials: It shall be the sole responsibility of the Contractor to prove to the Engineer's satisfaction that materials furnished for the construction of water lines comply with these specifications. Water pipe shall be tested at the factory to see that the pertinent specifications are satisfied. ' The manufacturer shall furnish a certificate and test reports for each carload, showing the conformity of his material with the specifications herein, and that each and every piece of pipe and fitting have been inspected for visible physical defects and defective pieces rejected. ' W.3.2 Storage of Materials: Materials delivered to the site of the work prior to their use shall be stored so as to cause the ' least inconvenience to the public, and in a manner satisfactory to the Engineer. Materials that will deteriorate such as cement and mortar shall be stored in weather -tight ' buildings. Rubber gaskets shall be protected from direct sunlight, oils or contamination. W-1 W.4 W.4.1 W.4.2 TRENCHING AND BACKFILL: This item consists of excavating all necessary trenches for the water main and system construction and backfilling after the pipe has been properly laid, inspected, and tested. This work shall include the furnishing of all labor, materials, tools, equipment, and machinery necessary for clearing and removing from the site of the work, wherever located, all obstructions, trees, stumps, brush, vegetation, and debris, and all earth, rock, and other materials to be excavated; the removal of existing structures except where specifically paid for as separate contract pay items; the stripping or removal of top soil or sod to be piled separately from other excavated materials and later to be restored to its original place after backfilling is completed; the furnishing, placing, and maintaining of all sheeting, shoring and bracing necessary to protect the work and adjacent properties, all pumping, bailing, and draining necessary to keep the excavation free from seepage water, water from sewers, drains, ditches, creeks, and other sources; provision for the uninterrupted flow of sewers and surface waters during progress of the construction; the removal, after completion of the work, of all sheeting, shoring, and bracing not necessary to support the sides of the excavation; the satisfactory disposal of excess and unsuitable materials not required or which cannot be used for backfilling, tamping, compacting, and refilling after settlement of all excavated areas; the restoring of all streets, alleys, fences, right-of-way, and other lands or structures, private or public, damaged or occupied by the Contractor in the performance of the contract, to as good a condition as they were prior to the beginning of the work. Classification: Excavation in trenches for water line construction will be unclassified and will not be paid for separately but shall be included in the price bid per linear foot for the various sizes of pipe unless specific provision for separate payment is called for in the Special Provisions and on the Proposal Form. Where no separate classification is provided, the price bid shall be on the basis of unclassified trenching, and the Contractor shall satisfy himself as to the material and conditions to be encountered. "Unclassified" excavation will include all materials and conditions other than the above encountered in the excavation. Construction Methods: Trenches shall be excavated by trenching machine, backhoe or dragline, except in locations where hand trenching is required. The banks of trenches shall be vertical, to a point one foot (1') above the top of the pipe. Trenches will be excavated to the lines and grades laid out by the Engineer or as shown on the plans. No change in locations of the lines is contemplated, but should any changes be made in the lines not materially altering the amount of character of the trenching to be done, the Contractor shall proceed with the changed alignment at the unit bid price. In case any change involves greater construction difficulties than the original alignment, the Owner and the Engineer will agree with the Contractor for extra compensation therefore, prior to the construction of the changed line or lines. The width of the trench on each side of the pipe bell shall be eight inches (8"). Minimum width of the trench shall be twenty-four inches (24'x. W-2 Trenches for water pipe shall be of such depth as to provide the cover as specified in Section ' W.12 of these specifications. The excavation shall not advance more than three hundred feet (300') ahead of the completed and backfilled pipeline. Pipe shall be laid in all trenches that have been opened at the end of each day's work, unless the Contractor secures written permission to do otherwise from the Engineer. If the bottom of the trench becomes an unstable foundation for the pipe through the neglect of the Contractor to adequately shore or dewater, the Contractor will be required to remove the unstable material and backfill the trench to the proper grade with approved compacted gravel, and no extra compensation will be granted for this material or work. Also, if the trench is inadvertently excavated deeper than necessary it shall be backfilled to the proper grade with approved compacted gravel at the Contractor's expense. However, if the undisturbed material encountered at the grade depth constitutes in the opinion of the Engineer, an unstable foundation for the pipe, the Contractor will be required to remove such ' unstable material and backfill the trench to the proper grade with approved compacted material. Compensation will be made to the Contractor in accordance with a mutually agreed upon cost per cubic yard. The Contractor shall excavate all trenches, including work necessary in working around existing pipe lines or other obstructions. The Contractor shall give notice to the Owners of any such lines or obstructions in order that they may have time to take the necessary precautions for protecting their property. The Contractor shall be responsible for protecting the Owner from any damage from his operations in such work. In rock, excavation shall be carried six inches (6") below the bottom of the pipe and gravel, ' thoroughly tamped, shall be used for backfilling to the grade of the bottom of the pipe line as specified by the specific embedment required. ' After inspection of pipelines has been finished on any completed portion of the work the trench may then be backfilled. Backfilling shall be accomplished in compliance with the applicable portions of these specifications. W.4.3 Sheeting, Shoring, and Bracing: The sides of all excavations shall be sheeted, shored, and braced in accordance with OSHA Regulations and installed by the Contractor's "competent person" so as to try to prevent slides, cave-ins, settlement, or movement of the banks and to maintain the excavation clear of obstructions that will in any way hinder or delay the progress of the work. In wet, saturated, or flowing materials, when it is necessary to install tight sheeting or cofferdams, wood or steel sheet 1 piling of a design and type approved by the Engineer, who designed the trench safety plan, shall be used. All sheet piling, shoring and bracing shall have sufficient strength and rigidity to withstand the pressure exerted and maintain the sides of the excavation properly in place and protect all persons or property from injury or damage. When excavations are made adjacent to existing building or other structures or in paved streets, particular care should be taken to adequately sheet, shore, and brace the sides of the excavation to prevent undermining of, or settlement beneath, the structures or pavement. Underpinning of adjacent structures or pavement shall be done by the Contractor at his own cost and expense in a manner satisfactory to the Engineer and W-3 W.4.4 W.4.5 ITZ W.4.7 when required by the Engineer. The pavement shall be removed, the void satisfactorily refilled and compacted, and the pavement replaced by the Contractor; the entire expense of such removal and subsequent replacement thereof shall be borne by the Contractor. Sheeting, shoring and bracing shall not be left in place unless otherwise provided for in the contract or authorized by the Engineer. The removal of sheeting, shoring, and bracing shall be done in such manner as not to endanger or damage either new or existing structures, private or public properties, and so as to avoid cave-ins or sliding of the banks. All holes or voids left by the removal of the sheeting, shoring, or bracing shall be immediately and completely filled and compacted with suitable materials. Sheeting, shoring, and bracing ordered left in place by the Engineer will be paid for at the unit price bid for this item, when such pay item is provided. In the event no separate pay item is provided, then the cost of sheeting, shoring and bracing is to be included in such items as are provided. Pumping, Bailing and Draining: The Contractor shall immediately remove all surface or seepage water from sewers, drains, ditches, and other sources which may accumulate during the excavation and construction work by providing the necessary underdrains or otherwise and by doing the necessary pumping, bailing or draining. The Contractor shall have available at all times sufficient equipment in proper working order for doing the work herein required. All water removed from excavations shall be disposed of in an approved manner so as not to create unsanitary conditions nor to interfere unduly with the use of streets, private driveways, or entrances. Pumping, bailing, draining, underdrains, ditches, etc., shall be considered as incidental work and will not be bid for as separate items but their cost shall be included in the contract prices bid in the Proposal for the various units of excavation measure. Support of Existing Pipes Across Trench: It shall be the responsibility of the Contractor to protect and support all water, sewer, gas, and other conduits crossed by the excavation or work to be performed by him or to arrange for their temporary removal and subsequent replacement. All expense incidentals to this phase of the work shall be borne by the Contractor. Disposal of Excavated Materials: Excavated materials, so far as needed and of a suitable character, shall be piled adjacent to the work to be used for backfilling as required. Excavated materials unsuitable for the backfilling or in excess of that required for backfilling shall be disposed of in an approved manner at locations designated on the plans or approved by the Engineer. Desirable top soil, sod, etc., shall be carefully piled separately and replaced in its original position when required. Excavated materials shall be handled at all times in such a manner as to cause a minimum of inconvenience to public travel and to permit safe and convenient access to private and public property adjacent to or along the line of the work. In parkways and easements where it is necessary to deposit excavated materials on lawns during the work, burlap or canvas shall be placed on the lawn to prevent contact between excavated materials and the lawn. Protection of Trees, Plants, Shrubbery, etc.: Where trees, plants, shrubbery, etc., are adjacent to the line of the work and are not to be removed or removed and replaced, the Contractor shall protect such trees, plants, shrubbery, etc., by substantial wooden boxes and guards and shall not permit machinery or employees to scrape, tear the limbs from or damage or attach guy cables to them, and if, in the opinion of the Engineer, such trees, plants, shrubbery, etc., would be damaged by machinery, etc., hand W-4 excavation may be required. The Contractor shall be responsible for all damages to adjacent trees, plants, shrubbery, etc. W.4.8 Use of Explosives: The plans and specifications do not require the use of explosives. After approval by the Engineer, should the Contractor elect to use explosives in the prosecution of the work, utmost care shall be exercised so as not to endanger life or property and the Contractor shall use only such methods as are currently utilized by persons, firms, or corporations engaged in a similar construction business. The Contractor shall be solely responsible for the determination as to whether explosives shall be used and for any result from the use of explosives and shall indemnify and hold the Owner whole and harmless against any claim or damage or injury to persons or property, real or personal, as the result of the use of explosives by the Contractor or any subcontractor. The Contractor shall furnish the Owner with evidence of insurance sufficient to cover any such possibility, in which insurance shall either include the Owner as an insured or be of such character as to protect the Owner. All explosives shall be stored in a safe and secure manner, under the care of a competent watchman at all times, and all such storage places shall be marked clearly "DANGEROUS - EXPLOSIVES". The method of storing and handling explosives and highly inflammable materials shall conform with Federal and State laws, City ordinances, and Fire Department regulations, and to the satisfaction of the Engineer. The Contractor shall notify each utility company having structures in proximity to the site of the work of his intention to use explosives, and such notice shall be given sufficiently in advance to enable the companies to take such steps as they deem necessary to protect their property from injury. Such notice shall not relieve the Contractor of responsibility for any damage resulting from his blasting operations. W.4.9 Jacking, Boring or Tunneling: This specification shall govern for the provision of the required opening for the installation of conduits by the methods of jacking, boring, or tunneling as shown on the plans and in conformity with this specification. W.4.9.1 Materials: The encasement and carrier pipe shall be of the type and strength as indicated on the plans. W.4.9.2 Construction Requirements: Where encasement or carrier pipe is required to be installed under railroad embankments or under highways, streets, or other facilities by jacking, boring or tunneling methods, construction shall be made in a manner that will not interfere with the operation of the railroad, highway or other facility, and will not weaken or damage any embankment or structure. During construction operations, barricades and lights to safeguard traffic and pedestrians shall be furnished and maintained, as directed by the Engineer until such time as the backfill has been completed and then shall be removed from the site. W-5 W.4.9.3 The drilling of pilot holes for the alignment of pipe prior to its installation by jacking, boring or tunneling will not be a requirement but may be necessary to maintain grade. The drilling of pilot holes will be considered as incidental work and the cost thereof shall be included in such contract pay items as are provided in the proposal and contract. The Contractor shall take the proper precautions to avoid excavating earth or rock or shattering rock beyond the limits of excavation needed to install the conduit. All damages by excavating and blasting, either to surface or subsurface structures, shall be repaired or replaced by the Contractor at his own cost and expense. The removal of any obstruction that may be found to conflict with the placing of this pipe will not be measured for payment or paid for as a separate contract pay item. The removal of any such obstruction will be included in such contract pay items as are provided in the proposal and contract. The Contractor shall dispose of all surplus materials at his own cost and expense at sites approved by the Engineer. Construction by Jacking: If the grade of the pipe at the jacking end is below the ground surface, suitable pits or trenches shall be excavated for the purpose of conducting the jacking operations and for placing end joints of the pipe. This excavation shall not be carried to a greater depth than is required for placing of the guide and jacking timbers and no nearer the roadbed than the minimum distance shown on the plans. At the other end of the pipe, an approach trench shall be excavated accurately to grade. All open trenches and pits shall be braced and shored in such a manner as will adequately prevent caving or sliding of the walls into the open trench or pit. Heavy-duty jacks suitable for forcing the pipe through the embankment shall be provided. In operating jacks, even pressure shall be applied to all jacks used. A suitable jacking head not less than six inches (6") larger than the outside diameter of the pipe, usually of timber, and suitable bracing between jacks and jacking head shall be provided so that pressure will be applied to the pipe uniformly around the ring of the pipe. The jacking head shall be of such weight and dimensions that it will not bend or deflect when full pressure is applied at the jack. The jacking head shall be provided with an opening for the removal of excavated material as the jacking proceeds. A suitable jacking frame or backstop shall be provided. The pipe to be jacked shall be set on guides which are straight and securely braced together in such manner to support the section of the pipe and to direct it in the proper line and grade. All timber and other materials used in the construction of the jacking assembly will be of such quality and dimensions that they will withstand all stresses to which they are subjected in such a manner as to insure even pressures on the pipe during jacking operations. The whole jacking assembly shall be placed so as to line up with the direction and grade of the pipe. As the jacking proceeds, the embankment material shall be excavated slightly in advance of the pipe in such a manner to avoid making the excavation larger than the outside diameter of the pipe, with the excavated material being removed through the pipe. The excavation for the underside of the pipe, for at least one-third (1/3) of the circumference of the pipe, shall conform to the contour and grade of the pipe. The excavation for the top half (1/2) of the pipe shall conform closely to the outside diameter of the pipe and a clearance greater than two inches (2") will not be permitted. All voids between the pipe and the earth will be filled with grout 1:7 minimum proportioned mix grout with five percent (5%) to forty percent (40%) air entrainment. Grout holes may be provided in the pipe or grouting may be made through drill holes from the MIN ground surface if practical. The grouting shall follow immediately upon completion of the jacking ' operation. All carrier pipe installed by jacking shall be supported by quarter point cradle of 2000 psi concrete across the jacking pit and to the first joint in the ditch section on each end. ' The distance that the excavation shall be extended beyond the end of the pipe depends on the character of the material, but it shall not exceed two feet (2') in any case. The pipe, preferably, shall be jacked from the low or downstream end. Lateral or vertical variation in the final position ' of the pipe from the line and grade established by the Engineer will be permitted only to the extent of one inch (1") per ten feet (10'), provided that such variation shall be regular and only in one direction and that the final grade of flow line shall be in the direction indicated on the plans. When jacking of pipe is once begun, the operation shall be carried on without interruption, ' insofar as practicable to prevent the pipe from becoming firmly set in the embankment. Any pipe damaged in jacking operations shall be repaired or removed and replaced by the ' Contractor at his entire expense. The pits or trenches excavated to facilitate jacking operation shall be filled immediately after the jacking of the pipe has been completed unless an encasement only has been installed; in which case, the trenches and pits shall be left open until the carrier pipe has been laid through and manholes have been built if required. The pits or ' trenches will then be backfilled in accordance with the location and conditions as are covered elsewhere in these specifications. ' If a carrier pipe is laid through an encasement pipe the bedding of crushed rock, concrete, grout or granular material, if any, will be considered a part of the unit price of the jacking operation. ' W.4.9.4 Construction by Boring: The hole shall be bored mechanically with a suitable boring assembly designed to produce a smooth, straight shaft and so operated that the completed shaft will be at the established line ' and grade. The size of the bored hole shall be of such diameter to provide ample clearance for bells or other joints. All carrier pipe installed by boring shall be supported by quarter point cradle of 2000 psi concrete across the boring pit and to the first joint in the ditch section. All voids will be grouted with a 1:7 minimum proportioned mix with five percent (5%) to forty percent (40%) ' air entrainment, and will be considered a part of the unit price of the boring operation. In addition to the requirements stated above, the applicable provisions of Section W.4.9.3, ' "Construction by Jacking", in regard to the construction of trench, tolerance in line and grade, method of operation, backfilling, etc., shall govern for construction by boring. W.4.9.5 Construction by Tunneling: The tunnel shall be excavated in such a manner and to such dimensions which will permit placing of the proper supports necessary to protect the excavation. The Contractor shall take the proper ' precautions to avoid excavating earth or rock or shattering rock beyond the limits of excavation shown on the plans. All damages by excavating and blasting, either to surface or subsurface structures, shall be repaired or replaced by the Contractor at his own cost and expense. ' Adequate provisions shall be made for safety and health of the workmen. All equipment operated in the tunnel shall be powered by either air or electricity. No equipment will be permitted in the tunnel that uses a petroleum product for fuel. Electric lights shall be used for ' W-7 illumination of the tunnel construction, for illumination of completed portions of the tunnel used for passage, and wherever lighting is needed for inspection of the work. Sufficient number of lamps shall be used to properly illuminate the work and all wiring for electric power and lights shall be installed and maintained in a safe and secure manner in accordance with the current applicable Electrical Code. The Contractor shall maintain the tunnel air in a condition suitable for the health of the workmen and sufficiently clear for surveying operations. A sufficient supply of fresh air shall be provided and maintained at all times in all underground places and provisions shall be made for the quick and complete removal of gases and dust resulting from blasting or other tunnel operations. Except when unnecessary due to natural ventilation, artificial ventilation shall be maintained in the tunnel by ventilating plants of ample capacity operated when needed to meet the preceding requirements. If required by the plans or as required for safety, suitable steel or timber sheeting, shoring and bracing shall be used to support the sides and roof of the excavation. Supports may be left in place provided that they clear the encasement or carrier pipe. No separate payment will be made for supports left in place. Nothing contained herein shall prevent the Contractor from placing such temporary or permanent supports as they do not deem necessary, nor shall it be construed as relieving the Contractor from his full responsibility for the safety of the work, and for all damages to persons and property. If the tunnel is to be lined with concrete as a monolithic structure, then the over -break, if any, or voids will be poured with concrete of the required strength as detailed on the plans. If the strength is not indicated, the twenty-eight (28) day strength will be a minimum of 3000 psi The Contractor will not be compensated for over -breaks. No pipe shall be placed until the foundation is in a condition satisfactory to the Engineer. Tunnel dimensions shown on the plans are minimum dimensions and any excess excavation and subsequent backfill, concrete or grout fill, shall be at the expense of the Contractor. The pipe shall be laid in the tunnel true to the line of grade. Tolerance in line and grade shall be as specified in Section W.4.9.3., "Construction by Jacking." Unless otherwise indicated or specified, the entire void between the outside of the pipe and the tunnel walls or the inside face of the tunnel lining shall be backfilled with concrete having a minimum compressive strength of 3000 psi at twenty-eight (28) days or 1:7 minimum proportioned mix grout with five percent (5%) to forty percent (40%) air entrainment. No concrete or grout shall be placed around the pipe unless the permanent sheeting, bottom, sides and roof of the tunnel are in a condition satisfactory to the Engineer. The minimum thickness of concrete or grout backfill shall be maintained throughout. Concrete required for backfill in excess of the minimum dimensions shown on plan will be at the entire expense of the Contractor. All pipe damage during construction operations shall be repaired or removed and replaced by the Contractor at his entire expense. W.4.9.6 Joints: When reinforced concrete pipe twenty-four inches (24") and larger in diameter with tongue and groove joints is used for the encasement pipe, the interior joints for the full circumference shall be sealed and packed with mortar and finished smooth and even with the adjacent section of pipe. W-8 W.4.10 Protection of Buildings: The Contractor shall, at his own expense, shore up and otherwise protect any building or other structure which may, in the opinion of the Engineer, be endangered during the work, and he shall restore all buildings, culverts, fences, walls, or other properties disturbed during his work to a condition similar or equal to that existing before his operations. The Contractor shall be responsible for any injuries to persons and property, for all damages to any pipe, conduit, sewer, or other structures Injuriously affected by the work. The Owner shall not be liable therefore. W.4.11 Crossings to be Kept Open: At such street, railroad, and all other crossings as may be designated by the Engineer, the trenches are to be filled in such a manner as to prevent any serious interruption of traffic upon the roadway or sidewalks. The cost thereof shall be borne by the Contractor. W.4.12 Protection of Unfinished Work: ' Before leaving work for the night, during a storm, or at other times, care must be taken to protect and securely close the unfinished end of the pipe. Any earth or other materials that may find entrance into the pipe through any such open or unplugged end of the pipe must be removed at the Contractor's expense. W.4.13 Lights and Guards: ' The Contractor must provide and maintain adequate detours around the work under construction. The Contractor shall provide lights, warning signs, and/or watchmen in accordance with the Texas Manual on Uniform Traffic Control Devices (TMUTCD), latest revision, to provide adequately for the safety of the public. ' W.4.14 Backfill: ' Excavation shall be backfilled only with approved materials. The placing of backfill material shall not begin until approval has been given by the Engineer and shall be done immediately when so ordered by the Engineer. ' Backfilling shall be brought up to an elevation slightly above the original ground level to allow for subsequent settlement. The top surface or slopes of all backfill shall be neatly graded off in a workmanlike manner, and where select topsoil, sod, or other material is removed and piled I separately, such material shall be carefully replaced in a manner satisfactory to the Engineer. W.4.14.1 Backfill Material: Backfilling shall be done with good sound earth. Broken concrete, rock, bituminous pavement, or other lumpy material shall not be used in the backfill except as the lumps are small and their dispersal in the backfill is made in the upper section in a manner satisfactory to the Engineer. ' Materials of a perishable, spongy, or otherwise improper nature shall not be used in backfilling. Where good sound earth is not available from the excavated material, gravel cushion and/or granular backfill material will be used for the initial backfill operation to a point twelve inches (12") above the top of the pipe. Gravel cushion and/or granular backfill material will not be ' required when concrete encasement is specified or used around the pipe. No backfill shall be removed. Sheeting, shoring and bracing shall be pulled and removed during the progress of the backfilling in a manner satisfactory to the Engineer. ' W-9 17 L, W.4.14.2 Concrete Encasement (Class F4 Embedment): The pipe shall be supported by concrete block. Concrete encasement when required, shall be composed of a free flowing material consisting of small stone, pea gravel, limestone chat, or pit run sand and gravel. The material shall be free from sticks, lumps, stones, and organic matter. Concrete encasement shall be poured either wet or dry as may be directed by the Engineer. Concrete encasement shall have an average compressive strength at twenty-eight (28) days equal to or greater than 3000 psi. When concrete encasement backfill material is specified or ordered by the Engineer to be poured DRY, the Contractor shall place this material on each side of the pipe for the pipe for the full width of the trench using shovels to cut the material back under the pipe and shall be tamped to a height of six inches (6") minimum above the pipe to receive final backfill. Care must be exercised not to dislocate or disturb the grade or alignment of the pipe. If ordered by the Engineer to be poured WET, caution and care must be used not to float the pipe out of place. In the event pipes are floated out of the proper position, they shall be removed and relayed at the expense of the Contractor W.4.14.3 Cement Stabilized Backfill: Where backfill material shown or called for on the plans is cement stabilized the material shall extend from the top of the standard embedment to the natural ground elevation and include the entire width of the trench. Cement stabilized backfill shall contain a minimum of two (2) sack mix (per yard of earth). W.4.14.4 Embedment: In the construction of water lines, the trench shall be excavated to a minimum depth of six inches (6") below the grade of the outside of the pipe. On water line construction, when, in the opinion of the Engineer, the subgrade material encountered at grade is soft, spongy, and unsuitable, it shall be removed to such a depth that the replacement thereof with firmly tamped crushed rock or natural gravel will provide an unyielding, stable foundation. Class F1 Embedment: the trench shall be filled with Standard Crushed Rock or Natural Gravel up to 1/2 the outside diameter of the pipe. (Standard PVC Pipe) Class F3 Embedment: the trench shall be filled with Standard Crushed Rock or Natural Gravel up to 1/6 outside diameter of pipe. (Ductile Iron Pipe) A. Rock The stone used in cushion shall consist of durable particles of crushed rock and shall be free from lumps, stones over two inches (2'D in diameter, free from frozen material or injurious amounts of salt, alkali, loam, vegetable or other organic matter. It shall have a wear of not more than forty percent (40%) when tested in accordance with Texas SDHPT Test Method TEX-410-A. Gradation is provided in table below: W-10 n B. Gravel ' The gravel used in cushion shall consist of uncrushed stones meeting the requirements of wear as referenced in Section W.4.14.4(A) above. The material shall be washed and screened and not have by weight more than one percent (1%) organic matter, clays or loam ' and not more than five percent (5%) by weight of any one of or combination of slate, shale, schist or soft particles of sandstone. Gradation is provided in table below: u t NATURAL GRAVEL Sieve Size Percent Passing 1-1/2 inch 100% Retained on 3/4 inch 100% Sub grades that have been allowed to become unstable by neglect of the Contractor, by improper drainage or lack of drainage, when in the opinion of the Engineer, the condition was caused by the neglect or fault of the Contractor, the Engineer shall order the Contractor to remove the unstable subgrade and replace the same with gravel at the expense of the Contractor, and no extra compensation will be allowed. W.4.15 Initial Backfill: W-11 When tested by standard laboratory methods, gravel cushion embedment shall meet the ' following requirements for percentage by weight as stated in the Texas State Department of Highways and Public Transportation Standard Specifications for Construction of Highways, Streets and Bridges. TABLE — GRAVEL CUSHION EMBEDMENT STANDARD CRUSHED ROCK ' (Aggregate Grade 4 or Size No. 57 ASTM C 33) Sieve Size Percent Retained on 1-1/2 inch 0% ' Retained on 1 inch 0% to 5% Retained on 1/2 inch 40% to 75% Retained on No. 4 90% to 100% ' Retained on No. 8 95% to 100% u t NATURAL GRAVEL Sieve Size Percent Passing 1-1/2 inch 100% Retained on 3/4 inch 100% Sub grades that have been allowed to become unstable by neglect of the Contractor, by improper drainage or lack of drainage, when in the opinion of the Engineer, the condition was caused by the neglect or fault of the Contractor, the Engineer shall order the Contractor to remove the unstable subgrade and replace the same with gravel at the expense of the Contractor, and no extra compensation will be allowed. W.4.15 Initial Backfill: W-11 After pipe has been laid and the joints have hardened to such an extent that they will not be damaged by backfilling operation, the pipe lines shall be backfilled in accordance with ASTM D- 698 as follows: Class F1 Embedment: Select or granular material compacted to ninety-five percent (95%) Standard Proctor Density a minimum of twelve inches (12") over the top of the pipe or as required by the Engineer. Class F3 Embedment: Select or granular material compacted to ninety-five percent (95%) Standard Proctor Density a minimum of six inches (6") over the top of the pipe or as required by the Engineer. Sand shall consist of clean, hard, durable, uncoated grains, free from lumps and organic material. All particles must pass a No. 8 sieve. Any special backfill where shown on the plans shall replace the backfill procedure shown herein. Detectable Metallic Tape ("Blue -Caution Buried Water Below" or approved other) shall be installed after initial backfill on approximate centerline of pipe prior to final backfill. W.4.16 Final Backfill: The final backfilling operation shall be in accordance with ASTM D-698 and one of the following methods used for any of the initial backfill procedures. All final backfill material shall be less than six-inch (6") diameter. A. The remainder of the backfill shall be native material placed in uniformly compacted layers not exceeding six inches (6'� in loose depth and hand or mechanically tamped in a manner approved by the Engineer to ninety-five percent (95%) Standard Proctor Density. B. With City approval where an existing street or driveway surface has been cut (asphalt pavements shall be saw cut before excavation), the following procedure is to be used in backfilling and replacing the pavement (unless otherwise shown on the plans): 1. The top twenty-four inches (24") of the trench shall be filled with crushed stone flex -base. 2. In not more than seventy-two (72) hours after backfill of the pavement cut is completed, unless otherwise approved by the Engineer, the Contractor shall remove the gravel backfill to a point and pour a minimum six-inch (6") thick concrete slab extending twelve inches (12") beyond the trench width. The slab shall be covered with twelve inches (12") flexible base (95% Standard Proctor Density) and then place fine graded surface course hot mix asphalt concrete, which, when compacted, will be not less than one and one-half inches (1-1/2") thick or equal to the adjacent asphalt. C. Where concrete pavement is cut, the Town of Prosper Representative and the Contractor shall meet to determine the amount of removal. W.5 POLYVINYL CHLORIDE (PVC) PIPE INSTALLATION: W-12 Polyvinyl chloride (PVC) pipe may be installed for water mains in the public water utility system. Polyvinyl Chloride (PVC) Pipe and Fittings: PVC pipe shall be new, manufactured in the United States of America and shall be blue in color. PVC pipe shall conform to AWWA C900 or C905. PVC water pipe shall be listed by Underwriters Laboratories and approved for use in cities and towns of Texas by the State Board of Insurance. The rigid PVC pipe shall bear the seal of approval (or 'NSF' mark) of the National Sanitation Foundation Testing Laboratory for potable water pipe. Provision must be made for contraction and expansion at each joint with a rubber ring, and an integral thickened bell as part of each joint. Pipe and fittings must be assembled with a non-toxic lubricant in accordance with pipe manufacturer's recommendations. Pipe shall be made from NSF approved Class 12454 PVC compound conforming to ASTM resin specification D1784. PVC pipe shall be a minimum Class 150 (DR18). Laying lengths shall be twenty feet + one inch (20' + 1"). DUCTILE IRON PIPE INSTALLATION: Ductile Iron Pipe : Ductile Iron Pipe shall be new, manufactured in the United States of America and designed in accordance with AWWA Specifications (C150) (ANSI A21.50) using 60,000 psi tensile strength, 42,000 psi yield strength and ten percent (10%) elongation. Pipe shall be designed for a minimum 150 psi water pressure plus 100 psi surge, with the trench conditions depth of cover and backfill as specified and blocks, with a two (2) to one (1) safety factor. Ductile Iron Pipe shall be manufactured in accordance with AWWA Specification C151 (ANSI A21.51) in metal or sand lined molds. Ductile Iron Pipe shall be cement lined in accordance with AWWA Specification C104 (ANSI A21.4). The pressure rating, thickness class, net weight of pipe without lining, length of pipe and name of manufacturer shall be clearly marked on each pipe. Ductile Iron Pipe may be mechanical joint, Fastite, Bell -rite or MON per AWWA Specification C111 (ANSI A21.11). Mechanical joints to be furnished complete with accessories. Bolts and nuts shall be Stainless Steel or Cor -ten. Fittings for Ductile Iron Pipe: Fittings shall be Ductile Iron per AWWA Specification C153 (ANSI A21.53) or AWWA C110 (ANSI 421.10). Mechanical Joint, or Push -on Joint, with a working pressure of 350 psi for 4" through 24" and a working pressure of 250 psi for greater than 24" fittings. Mechanical Joint Fittings shall be manufactured in accordance with AWWA Specification C110 (ANSI A21.10) with Mechanical Joints manufactured in accordance with AWWA Specifications C111 (ANSI A21.11) complete with Stainless steel bolts and nuts (US alloy or approved other). Push -on Fittings shall be manufactured in accordance with the applicable portions of AWWA Specification C110 (ANSI A21.10) and AWWA C111 (ANSI A21.11). Joints to be in accordance with the respective manufacturer's standard, gaskets for push -on joint fittings must be interchangeable with those furnished with the pipe. Compact fittings shall be manufactured in accordance with AWWA C153 (ANSI A21.53) for 3" through 24" and 54" through 64" pipe. Fittings shall be cement lined in accordance with AWWA Specification C104 (ANSI A21.4). W-13 W.7 W.7.1 W.7.2 CONCRETE CYLINDER PIPE INSTALLATION: Concrete cylinder pipe, fittings, specials, and valves are to be installed at locations shown on the plans. Unless otherwise indicated, pipe in trenches shall be laid to the grade shown on an even grade from point to point for which elevations are furnished. The grade line shown on the plans is the invert or flow line. The Contractor shall establish the grade line in the trench or excavation from grade stakes established by the Engineer. Pipe Handling: Pipe, fittings, valves, and other accessories shall be hauled to and distributed at the site of the project by the Contractor; they shall at all times be handled with care to avoid damage. In loading and unloading they shall be lifted by hoists or cranes as specified below or rolled on skid ways in such manner as to avoid shock. Under no circumstances shall pipe be dropped. Pipe handled on skid ways must not be skidded or rolled against pipe already on the ground. Pipe shall be placed on the site of the work parallel with the trench alignment and with bell ends facing the direction which the work will proceed unless otherwise directed. Proper implements, tools, equipment, and facilities shall be provided and used by the Contractor for the safe and convenient prosecution of the work. All pipe, fittings, specials, valves, etc., shall be lowered into the trench by means of a "side boom", crane, or other suitable machine and shall not be rolled or dumped into the trench. The "side boom", crane, etc., shall be of a sufficient size for handling the pipe, shall lift and lower the pipe at a slow rate of speed, and shall be capable of stopping the lifting operation at any point without producing a shock or otherwise jerking or vibrating the pipe. The hoisting cable pipe clamp shall be connected to the pipe in such a manner so as to prevent damage to the coating. The method of connection shall be subject to the Engineer's approval. Before lowering into the trench, each joint of pipe shall be inspected and any unsound or damaged pipe shall be rejected. The pipe shall be kept clean during the laying operation and free of all sticks, dirt, and trash, and at the close of each operating day the open end of the pipe shall be effectively sealed against the entrance of all objects and especially water. No pipe shall be laid in water or when the trench conditions or the weather are unsuitable for such work, except in an emergency and then only upon permission of the Engineer. All pipe shall be laid accurately to established lines and grades with valves and fittings at the required location and with joints centered and spigots home. Line and grade stakes will be provided by the Engineer. Where it becomes necessary to make deflections in the line of the pipe, sections of pipe with beveled ends up to 50 of fabricated fittings shall be used. Minor deflection of the line of the pipe may be obtained in the pipe joints; however, the maximum joint opening caused by such deflection shall not exceed three-quarter inch (3/4") for sixteen -inch (16") pipe and larger. Field cuts of the pipe will not be permitted. Pipe Jointing: W-14 Sections of pipe shall be tightly fitted together, and care shall be exercised to secure true alignment and grade. Before laying each joint of pipe the bell and spigot rings shall be thoroughly cleaned by wire brushing and wiping until clean and dry. Where pipe is being laid the gasket shall be placed on the spigot ring, and the spigot end of the pipe shall then be entered into the bell of the adjoining pipe and forced into position. The gasket and the inside surface of the bell shall be lubricated with a suitable solution (flax soap) which will facilitate the telescoping of the joint. The inside joint recess between ends of the pipe sections shall have a maximum and minimum width of one inch (1") and one-quarter inch (1/4") respectively. No "blocking up" of pipe or joints will be permitted. The exterior joint shall be made by placing a cloth joint wrapper around the pipe which will be held in place with two (2) strands of wire. The cloth wrapper shall be seven inches (7) wide and hemmed on each side so that the wire "ties" may be inserted to hold the wrapper in place. The cloth shall be of such length that it will encircle the pipe, leaving enough opening between the ends to allow the mortar to be poured inside the wrapper. The wire ties shall be sixteen (16) gauge black annealed wire, or approved other, and shall be of such length as to encircle the pipe and overlap at the ends about eight inches (8") for tying. The wrapper shall be securely fastened before the joint is poured. The wire wrapper shall be similar and equal to the wrappers (diapers) as made by the Mar -Mac Manufacturing Company. The grout used for pouring the joint shall consist of one (1) part Portland Cement (Type 1) to two (2) parts of clean, fine, sharp platter sand and mixed to the consistency of thick cream. The joint shall be filled with this grout from one side in one (1) continuous operation until the grout has flowed entirely around the pipe. During the filling of the joint it shall be rodded with flexible wire to settle the grout. Upon completion of backfilling of the pipe trench the inside joint recess shall be filled with a Portland cement mortar consisting of one (1) part cement to two (2) parts sand. After the joint has been filled the surface of the joint shall be leveled with the interior surface of the pipe, and the face of joint brushed with a wet brush. Careful inspection shall be made of each joint to insure a smooth continuous interior surface. The interior of the pipe shall be thoroughly cleaned and any obstructions that may reduce its carrying capacity removed. Following completion of the pipe line progressively or in sections ' including completion of inside joints and inspections, insofar as might be possible or practicable, the line shall be kept filled with water. It is required that a factory trained, qualified, job trained inspector is to be placed on the job. No pipe shall be laid unless such inspector is present and inspects the laying of the pipe. Whenever necessary to patch any inside surface cuts on the inside surface of the pipe and where necessary to patch any clipped areas at the ends of pipe, such patches shall be made with a mortar of one (1) part Embeco (as manufactured by the Master -Builders Company), one (1) part Portland cement, and one (1) part clean, sharp sand, all measurements to be by weight. Pipe thus patched shall not be installed until the patch has been properly and adequately cured and unless approved for laying by the pipe manufacturer's inspector and by the Engineer. W.8 REINFORCED CONCRETE WATER PIPE STEEL CYLINDER TYPE PRE -TENSIONED, REINFORCEMENT (Steel Cylinder Tvoe): Concrete cylinder pipe, modified pre -stressed (or pre -tensioned reinforcement) when required as shown on the plans shall consist of a welded sheet steel cylinder lined with a dense concrete lining and around which there is placed reinforcing bars wound helically under measured tension, with a dense concrete mating covering the cylinder and the bars, and with steel joint rings of the bell and spigot type for rubber gasket. Pipe shall be in approximately thirty-two foot (32') W-15 W.8.1 W.8.2 W.8.3 ws7 W.9.1 nominal lengths except for shorter lengths as required by special conditions. The pipe and pipe fittings shall comply with AWWA C301 or AWWA C303. C301 pipe shall be designed in accordance with AWWA C304, C303 pipe shall be designed in accordance with AWWA Manual M9. The pipe manufacturer shall have had a successful experience record in the design and manufacture of concrete cylinder pipe and shall have had a substantial footage of pipe of similar size and with the same joint as offered for this project in successful operation for at least five (5) years. All pipe and fittings shall have the approval of the Underwriter's Laboratories, Inc. All pipe shall be Class 150 (designed for a working pressure of 150 psi) unless otherwise noted on the plans or in the Special Provisions. Steel Cylinders: The steel cylinders shall be fabricated from hot -rolled carbon steel sheets or plates. Sheets shall conform to the requirements of the current ASTM standards referenced in AWWA C301 or C303 and a minimum yield point of 30,000 psi Plates shall conform to the requirements of the current ASTM A283, AST A285 or ASTM A36. Curing: Before wrapping the cylinder with the rod wrap, the lining is to be steam cured for a minimum period of fifteen (15) hours, after spinning with a moist steam between 90°F. and 125°F. Steam shall be applied to the inside lining within approximately two (2) hours after spinning. In lieu of steam curing, the lining may be kept moist for a minimum period of fifty-four (54) hours. This shall be accomplished by tightly sealing the ends of the cylinder with a waterproof membrane to retain the moisture in the mortar. Curing shall be as detailed in AWWA C301 and AWWA C303. Shop Drawings: Upon the award of the contract, the Contractor shall furnish the Engineer shop drawings showing the pipe and fittings to be furnished and shall include a location profile and a tabulated layout schedule as required by the Engineer. Such drawings shall be subject to the approval of the Engineer and fabrication of pipe and fittings shall not be commenced until such drawings have been approved by the Engineer. IRON PIPE INSTALLATION: Jointing Push -on Pipe: A. Materials: All component parts are to be furnished with and included in the price bid for pipe. The materials consist of a circular rubber gasket of modified bulb shape in cross section. B. Procedure: Remove any foreign matter in the gasket seat of the socket, wipe gasket clean, flex gasket and place in socket with the large round end or bulb end entering first. Seat gasket evenly around inside of the socket with the groove fitted over the bead. Remove any bulges. Apply a thin film of lubricant furnished by the pipe manufacturer to the inside surface of the gasket. No lubricant other than that furnished with the pipe by the pipe manufacturer will be allowed to be used. Wipe plain end of pipe, to be entered; clean and place in approximate alignment with the bell of the pipe to which it is to be jointed. Apply a thin film of the lubricant to the outside of the plain end about one inch (1") back from the W-16 � W.9.2 1 1 1 1 1 W.9.3 end. Align the pipe and carefully enter the plain end into the socket until it just makes contact with the gasket. Complete joint assembly by forcing the plain end of the entering pipe past the gasket until it makes contact with the bottom of the socket. For pipe in sizes ten inches (10") and larger, a jack -type tool will be used to make up the joint and complete the assembly of the joint in forcing the plain end of the pipe past the gasket. C. Deflection of Joints: The maximum deflection at each joint will not exceed manufacturer's recommendation. Jointing Mechanical Joint Pipe: A. GENERAL This type of pipe shall be jointed in full accordance with the manufacturer's recommendations and shall be done in a neat and workmanlike manner. Care shall be taken to prevent shearing the bolts. B. PROCEDURE 1. After carefully cleaning both spigot and bell and after slipping the following ring and the gasket over the spigot end, the spigot shall be slipped into the bell. 2. If requested by the Engineer or his Inspector, a lubricant shall be applied to the spigot to assist in assembly. 3. The gasket shall be carefully seated by hand so as to be even in the bell at all points. 4. After drawing up the follower ring to uniform bearing against the gasket the bolts will be inserted and tightened by hand in pairs using bolts opposite each other. 5. The nuts are to be tightened amply to hold the required pressure. Extension wrenches or pipes over wrench handles will not be permitted. Ten -inch (10") rachet wrenches with a tension setting control shall be used to tighten the nuts unless other types of wrenches are approved by the Engineer. 6. The finished joint shall be neat and uniform and shall be watertight. 7. All nuts and bolts for mechanical joint and flanged joints shall be stainless steel. Making Flanged Joints: The Contractor shall be responsible for the measurement of all connections. Flanged piping shall be erected in accordance with the controlling dimensions shown on the plans. Each piece of flanged pipe shall be thoroughly cleaned to remove dirt, rust, grease and other foreign matter. Flanged faces shall be thoroughly wire brushed to insure even bearing for gaskets and mating flanges. Gaskets for flanged joints shall be rubber, Neoprene or SBR, full-faced, one-eighth inch (1/8") thickness, "Cranite" or approved other. Gaskets shall be UL listed. Flange bolts shall be installed with bolts in one (1) direction. W-17 W.10 W.11 W.12 W.12.1 Flange bolts shall be tightened, each in turn, at a uniform rate around the joint. All flange bolts shall be Stainless steel. Flanged piping shall be manufactured in accordance with AWWA Specification C115 (ANSI A21.15). CONCRETE BACKING: Concrete shall have a compressive strength of not less than 3000 psi shall be used as a cradle or backing. All materials including aggregates, cement, and water, as well as the mixing and placing of the concrete, shall be approved by the Engineer. Bends of twenty-two and one-half degrees (22-1/20) and greater, plugs, and all tees, crosses, etc., shall be backed with concrete as a thrust backing. Backing shall be placed between solid ground and the fitting to be anchored; the area of bearing on pipe and on ground in each instance shall be that required by the Engineer. POLYETHYLENE ENCASEMENT: The encasement of piping with polyethylene film in tube or sheet form shall be provided on all ductile iron pipe, related fittings, and valves. This wrap shall be an 8 mil, thickness polytube. Seams and overlaps shall be wrapped and held in place by two inch (2'� wide plastic backed adhesive tape, Polyken 900 or Scotchrap no. 50, or an approved equal, with approximate two foot (2� laps on the polytube. The wrap on the barrel of the pipe shall be loose enough to allow the film to shift with the soil. The wrap shall be installed without breaks, tears, or holes in the film. The Polyethylene film shall be installed in accordance with the specifications and requirements of AWWA C105 (ANSI A21.5). COVER OVER PIPE AND CLEARANCE FROM OTHER PIPES: It is intended that all water lines shall have a minimum cover of forty-two inches (42") unless otherwise specified on the plans. Where the lines are located in improved street with curb and gutter, the cover of forty-two inches (42") will be measured from the top of the curb to the top of the water pipe. Where the water lines are located in unimproved streets without curb and gutter, the cover of forty-two inches (42") will be measured from the bottom of road ditch to the top of the pipe regardless of the cover over the pipe at other points in the street. Across natural ground the cover over the pipe shall be measured from natural ground to the top of pipe. If a profile is shown on the plans, the Contractor will be required to lay the line to conform to the grades shown. If it is necessary that a water line shall have over forty-two inches (42") of cover in order not to exceed the manufacturer's recommendations for deflection of the pipe, the Contractor shall excavate the ditch with no extra compensation. Regardless of the depth of ditch necessary, the Contractor shall, under no condition, exceed the manufacturer's recommendations for deflection of the pipe at joints. The Contractor will receive no extra compensation for extra depth necessary to cross existing utility lines. Attention is called to the fact that concrete cylinder pipe must be laid on a grade to insure proper jointing of the pipe. The grades will be determined in such a manner so as to avoid excessive use of fittings and specials and to provide a uniform grade between low points and high points. No additional compensation will be paid for extra trench depth required, to meet these conditions. Any differences of opinions concerning the grades as set by the Engineer must be resolved by the Contractor prior to pipe laying. Clearance From Other Pipes, Sanitary Precautions and Disinfection, Interconnections, Backflow and Siphonage: W-18 Water mains, pipes, etc., shall be designed and constructed to comply with the Texas Commission on Environmental Quality (TCEQ) Chapter 290 (Rules and Regulations for Public ' Water Systems). These rules and regulations are divided into several parts among which include the following requirements. 11 11 A. When new water mains and new sanitary sewers are installed, they shall be installed no closer to each other than nine feet (9'). Where this cannot be achieved, the sanitary sewer shall be constructed of pressure type pipe with watertight joints as used in water main construction for the nine foot (9') clearance. Unless sewer manholes are made watertight, the edge of the manhole shall be located at least nine feet (9') from the water lines. The following table shall be used in determining minimum separation distances of various cases. B. When new water mains are installed where existing sanitary sewers are located, and when the requirements outlined in W.12.1(A) cannot be met because of physical conditions, extra precautions shall be taken by centering the water mains so that the pipe joints are at a maximum distance from the sewer line, by encasing the sewer line with concrete, and by installing the water main above the sewer line whenever possible. C. No physical connection shall be made between a drinking water supply, public or private, and the sewer or any appurtenance. Any facilities for permitting discharge of drinking water into the sewer of any appurtenance thereof shall be constructed so as to prevent any possibility of sewage entering the drinking water system. W-19 TABLE - SEPARATION OF WATER AND SEWER LINES Condition Location MATERIAL MINIMUM SEPARATION Comments Water I Sewer Vertical Horizontal NEW WATER AND NEW SEWER SYSTEM Sewer force main and Water CI DI PVC gravity above Std 2 feet 4 feet Separate trenches sanitary sewer Sewer 150 psi parallel to water main Water above Gravity sanitary Sewer OR Std CI DI PVC 6 inches N/A Center one joint of sewer sewer crossing Sewer above pipe on water main. Cement water main Water 150 psi stabilize sand backfill 12 feet past joints. Cement stabilize sand backfill Gravity sewer Water ABS, Clay initial backfill zone of sewer crossing water above Std Concrete 2 feet N/A for 9 feet each side of main Sewer Composite crossing. Center one joint of sewer pipe on water main. NEW WATER AND EXISTING SANITARY SEWER ABS Clay, If sewer shows no sign of New water Water Concrete a leakage, then leave sewer parallel above Std 2 feet 4 feet alone. If sewer shows existing Sewer CI DI PVC signs of leakage, then sewer repair or replace. If sewer shows no sign of New water Water ABS, Clay, leakage, then leave sewer crossing existing above Std Concrete 2 feet N/A alone. If sewer shows signs sewer Sewer Composite of leakage, then repair or replace. Replace existing sewer New water Water ABS Clay, with one joint CI, DI, PVC crossing existing above Std e Concrete 2 feet N/A 150 psi, centering over sewer Sewer Composite water line. Replace exist. sewer with CI, New water Water DI, PVC 150 psi, or cement parallel to above Std ABS, Clay, 2 feet 4 feet stabilized sand backfill in initia existing sewer Sewer Concrete backfill zone of sewer where Composite parallel closer than 9 feet, or encase the water in 150 psi pipe two nominal sizes larger. W-20 TABLE - SEPARATION OF WATER AND SEWER LINES (continued) Condition Location MATERIAL MINIMUM SEPARATION Water I Sewer _Vertical I Horizontal EXISTING WATER AND NEW SANITARY SEWER Water above CI DI PVC New sewer Sewer parallel to OR Std 2 feet 4 feet existing water Sewer above 150 psi p Water New sewer Water above Sewer OR Std CI DI PVC 6 inches N/A zrossing existing Sewer above 150 psi Nater Water Comments Separate trenches Center one joint of sewer pipe in water line. ' Cement stabilized sand New sewer Water backfill initial zone of sewer crossing existing above Std ABS, Clay, 2 feet N/A for 9 feet each side of water Sewer Concrete crossing. Center one joint of ' Composite sewer pipe on water main. D. No sewer lines carrying domestic or industrial wastes shall cross suction mains to pumping equipment. Water lines shall not be installed closer than ten feet (10') to septic tank drain fields. E. Sanitary precautions, flushing, disinfection procedures and bacteriological sampling, as prescribed in AWWA Standards and these specifications for disinfecting water mains, shall be followed in laying water lines. F. Pipe shall not be laid in water or placed where it can be flooded with water or sewage during its storage or installation. G. Where water mains are laid under any flowing stream or semi-permanent body of water, such as marsh, bay or estuary, the water main shall be installed in a separate watertight pipe encasement or double valves shall be provided in the line on each side of the crossing with facilities to allow the underwater portion of the system to be isolated and tested to determine that there are no leaks in the line under water. All lines four inches (4") and smaller should be encased. H. New mains shall be thoroughly disinfected in accordance with AWWA Standards and these specifications and then flushed before being placed in service. Samples shall be collected for bacteriological analysis to check the efficiency of the disinfection procedure, which shall be repeated if contamination persists. ' I. No physical connection between the distribution system of a public drinking water supply and that of any other water supply shall be permitted unless such other water is of a safe, sanitary quality and the interconnection is approved by the Texas Department of Health Resources. W-21 W.13 W.13.1 No water connection from any public drinking water supply shall be made to any sprinkling, condensing, cooling, plumbing or any other system unless the said connection is of such a design as will insure against any backflow or siphonage of sewage or contaminated water supply. K. The use of check valves, double check valves or backflow preventer is not considered as sufficient protection in separating potable and questionable water systems. CONNECTION TO EXISTING WATER MAINS: Where indicated on the plans and/or hereinafter specified, the Contractor shall connect the new main with existing mains or lines. The Contractor shall furnish all labor, materials, equipment, and services required for the locating and uncovering of the existing line, the making of cuts in the existing line, the removal, relocation, and connecting of the existing line into the new main and any and all appurtenant work required for a complete connection. Relocated mains or lines shall be laid so that all valves so relocated or installed shall be set vertically. Only such connections to existing mains as are necessary to load, test, and sterilize mains under construction with water from Owner mains will be permitted prior to the sterilization of new mains. All other connections to existing mains from a new main being constructed shall be made only after the new main has been adequately and satisfactorily sterilized and the Engineer or his Inspector has authorized the connections to be made. Contractors will be required to plug and block lines, crosses, tees, or other fittings installed in the new main to permit testing and sterilization prior to the making of connections. Such plugs and blocking shall be adequate to withstand a working pressure of 200 psi. Connections to an existing line shall be made with full body ductile iron tapping sleeve and valve. Tapping sleeves shall be Mueller Model #H-615, American Flow Control Model #'s 2800/1004 or U.S. Pipe Model #T-9. With prior approval by the City Engineer, stainless steel Smith Blair 623 may be allowed for connection to existing lines twenty -inch (20'� or larger. Approved valves are provided in Section W.14.1 of these specifications. Where cut -ins are made immediately adjacent to valves which are under pressure, the Contractor shall take all necessary precautions to brace such valves with temporary blocking and bracing which shall be ample size and properly placed to prevent movement or blowing off of any pipe, valves, or fittings due to water pressure on the main. Connections to existing water mains shall be made at the locations shown, as specified, and/or as directed by the Engineer. All such connections shall be made in a most expeditious and workmanlike manner to cause the least inconvenience to water customers and to traffic and shall be made at night unless otherwise approved by the Engineer. The detailed schedule of operations for making each connection shall be approved by the Engineer or his Inspector before any work thereupon is commenced. Pipe Handling: Proper implements, tools, and facilities shall be provided and used by the Contractor for the safe and convenient prosecution of the work. All pipe, fittings, and valves shall be carefully lowered into the trench piece by piece by means of derrick ropes or other suitable tools or equipment in such a manner as to prevent damage to pipe or pipe coating. Under no circumstances shall pipe or accessories be dropped into the trench. At all times when pipe laying is not in progress, the open ends of the pipe shall be closed by approved means. No trench water shall be permitted to enter the pipe. All foreign matter or dirt W-22 shall be removed from the pipe, and it shall be kept clean by approved means during and after laying. No pipe shall be laid in water or when trench conditions are unsuitable for such work. ' Cutting of pipe for inserting valves, fittings, or closure pieces shall be done in a neat workmanlike manner without damage to the pipe. Concrete pressure pipe shall not be cut on the job without ' the approval of the Engineer. ' W.14 VALVES: W.14.1 Gate Valves: ' In general, all gate valves shall conform to the Standard Specifications for Gate Valves for Ordinary Water Works Service, AWWA C-509, except for changes or additions specifically outlined as follows: ' Gate valves two-inch (2") to twelve -inch (12"), inclusive, shall be nut or handwheel operated, as shown on the plans. Valves, excluding tapping sleeve and valves, larger than twelve inches (12'� may be Butterfly Valves. ' Valves shall have flanged or mechanical joint ends. Bell and spigot pipe will use valves with Class "D" bells conforming to the Standard Specifications for Cast Iron Pressure Fittings, AWWA C-100, or a mechanical joint casting conforming to American National Standard Specifications for a ' mechanical joint for Cast Iron Pressure Pipe and Fittings, ANSI A21.11 (AWWA C-111). Flanged pipe will use valves with flanged ends conforming to ANSI B 16.11 Class 125). ' All gate valves shall be epoxy coated body with resilent wedge. Valves must embody the best workmanship and finish, and open and close freely and easily. In closing, the gates must move without friction to their position opposite their ports, both discs being then closed squarely against the seat rings. When valves are in full opened position, the discs shall be raised clear of ' the water and provide an opening equal to the full normal diameter of the valve. Gate valves shall be tested at a hydrostatic pressure of 300 psi, and shall be guaranteed for 150 ' psi water working pressure. Any leakage at the pressures through any castings or between the bronze ring and the cast iron body shall cause the said casting or assembled fitting to be rejected. No plugging or patching to stop any leakage will be permitted. ' All gate valves shall open by turning counter -clockwise. All bronze metal used in the working parts of the valve, with the exception of the valve stem, ' shall have a tensile strength of 34,000 psi. Gate valves of the internal wedging type shall have solid wedges made of high grade bronze, having a tensile strength of at least 50,000 psi, with wide bearing surfaces of sufficient thickness ' to guarantee no bending or denting under abnormal strain, and such bearing surfaces shall be ground to flat surfaces on each face. The wedges in valves twelve -inch (12") and over may be trimmed with a heavy bronze mounting. ' Gate valve stems or spindles shall be of high -tensile strength manganese bronze, or other non -corrodible metals as specified in ASTM B 584 CDA 844. ' A specimen cut from any portion of the stem or spindle and machined to dimensions as in Figure 3, 4, or 5, "Standard Methods of Tension Testing of Metallic Materials", pages 699 and 700, A.S.T.M. Standards 1946, Part 1-A Ferrous Metals, shall produce tensile properties not less than ' W-23 W.14.2 those shown in Table II, under "Standard Specifications for Manganese Bronze Rods, Bars and Shapes", A.S.T.M. Designation B 138. A thrust collar on the spindle shall be cast integral with the spindle. A spindle having a thrust collar fastened or upset by any mechanical means is not acceptable. (There shall be provided a stem collar bushing suitably machined, to permit repacking the valve when it is in full open position. The stuffing boxes and glands shall be bronze bushed). The manufacturer shall be required to furnish the Owner with certified copies of the hydrostatic tests and physical test of all metals used in the manufacture of the valves. Detail prints shall be furnished on all valves. Gate valves (including tapping sleeves and valves) shall be Mueller Model Series 2360, M&H Model Series 4067/7571 or American Flow Control Model Series 2500. Butterfly Valves: In general, all butterfly valves and actuators shall conform to AWWA Standard for Rubber -Seated Butterfly Valves, AWWA Standard C 504 except for changes or additions specifically outlined as follows: Butterfly valves may be used for valves, excluding tapping sleeve and valves, larger than twelve inches (12'x. Manholes shall be constructed if required by the City Engineer or his/her designee. The valve body shall be short body, flanged and made of cast iron or ductile iron. Flange holes shall be drilled full size. Valve seats shall be natural rubber or Buna-N and polished stainless steel, Type 304 or 316, 900 seating angle only with a 3600 uninterrupted seating surface. Shafts shall be Type 304 or 316 stainless steel. Shaft seals shall be standard split -V packing or double 0 -ring seal cartridges. Discs shall be ductile iron, cast iron or fabricated steel. Operating nuts shall be ductile iron. Valves shall have flanged or mechanical joint ends or any combination of these as may be specified. A. Mechanical joint ends shall conform to AWWA Standard C 111 (ANSI A21.11). B. Flanged ends shall conform to AWWA Standard C 110 (ANSI A21.10), Class 250 Ib. C. Bolts and nuts for mechanical joints shall be high-strength, low -alloy corrosion -resistant steel conforming to ASTM A 325 (Type 3). D. No flanged by slip-on or slip-on by slip-on ends allowed. Manual Valve Actuators shall conform to the latest revision of AWWA Standard C 504 and shall be sized for the maximum valve torque requirements based on the operating pressures and flow rates as specified. The valve actuator shall be designed to hold the valve in the any intermediate position between fully opened and fully closed without creeping and fluttering. Actuator shall be located at the right end of a horizontal shaft. The input shaft shall be vertical and upward. Actuators shall be totally enclosed worm gear type and traveling -nut type Limitorgue, Type HBC or approved other. The valve shall close by turning the input shaft clockwise. All hand wheels shall turn clockwise to close the valve. W-24 n n n 1 The manufacturer shall be required to furnish the Owner with certified copies of the hydrostatic tests and physical test of all metals used in the manufacture of the valves. Detail prints shall be furnished on all valves. Butterfly valves shall be Mueller Model Series 3211 or M&H Model Series 4500/1450. W.14.3 Distribution System and Fire Hydrants Lead Valves: All hydrants lead valves and distribution system valves through twelve inches (12") in size shall be full opening, from body, non -rising stem, resilient seated wedge type valves equal or exceed applicable AWWA Standards, C509. They shall be so designed that a complete ZERO leakage shutdown may be effected with flow in either direction at pressures of up to 200 psi, which shall be the working water pressure rating of the valves. When fully opened, valves shall have a smooth, unobstructed waterway. All internal ferrous metal surfaces shall have an approved epoxy coating to provide a corrosion resistant barrier between the base metal and the surroundings. The epoxy coating shall be applied holiday free to a thickness of not less than 4 mils, shall be nontoxic after application and impart no taste to water. Valves shall have two (2) or more "0" -ring stem seals. The stem shall have the thrust collar and bearing surfaces isolated from the waterway and provided with continuous lubrication, or it shall be provided with non -corrosive thrust bearings above and/or below the thrust collar. They shall be capable of being repacked in the fully open position, under pressure as stipulated in paragraph 16.5, AWWA C500. Valves shall have flanged or mechanical joint ends. Bell and spigot pipe will use valves with Class "D" bells conforming to the Standard Specifications for Cast Iron Pressure Fittings, AWWA C-100, or a mechanical joint casting conforming to American National Standard Specifications for a mechanical joint for Cast Iron Pressure Pipe and Fittings, ANSI A21.11 (AWWA C-111). Flanged pipe will use valves with flanged ends conforming to ANSI B 16.11 Class 125). All valves shall open by turning left and shall have a two-inch (2") square nut or be hand wheel operated as shown on the plans. Contractors or suppliers shall furnish a detailed drawing that lists applicable ASTM numbers of all components. All valves shall have nitrile, Buna-S, or EPDM or Urethane rubber seating materials. All valves shall have high strength NDZ Bronze stem. All bonnet bolts and nuts, "0" -ring plate bolts and nuts shall be stainless steel. All tapping sleeve bolts and mechanical joint bolts for valves shall be Cor -ten or approved other. W.14.4 Air Release Valves, Air/Vacuum Valves: Air release valves, when shown on the plans or required, shall be the float and lever type, as is manufactured by the GA Industries, Inc., or approved other, or the air/vacuum type as is W-25 manufactured by the GA Industries, Inc., or approved other. The inlet ends will be screwed for two-inch (2") and smaller, and flanged for three inches (3") and larger. Valves shall be equipped with a regulated closure device to prevent the valve from being slammed shut. W.14.5 Installation of Gate Valves: All valves shall be installed as shown on the plans. For each gate valve the Contractor shall furnish and install a valve box pad. Valve boxes shall be three (3) piece screw type cast iron of the extension type and shall be similar to Mueller No. H-10360 or an approved other. The three (3) pieces shall consist of the top section, bottom section and cover. Extensions shall be provided as required. For three-inch (3") and smaller valves Mueller No. H-10366 or approved other will be acceptable. For fourteen - inch (14") and sixteen -inch (16") valves Mueller No. H-10357 with No. 160 base or approved other shall be furnished and installed. For sixteen -inch (16") and larger valves, manholes may be required as specified on the plans. Valves shall be carefully handled and lowered into position in such a manner as to prevent damage to any parts of the valve. Valves shall be placed in such positions as indicated on the plans with the stem in a vertical position and securely held until all connections have been made. Gate valves and pipe fittings shall be set and jointed to new pipe in the manner herein specified for cleaning, laying, and jointing pipe. Hub ended valves shall be jointed to pipe only with lead joints. Flanged and mechanical joint valves will be preferred where suitable. Cast iron valve boxes shall be firmly supported and maintained centered and plum over the wrench nut of the gate valve. The box cover shall be set flush with the surface of the ground or at such other level as may be directed. Concrete blocks shall be constructed around the top of the valve box. The concrete block shall be six inches (6") thick, by twenty-four inches (24") square outside dimensions 3000 psi strength concrete. All settlement shall have occurred or be obtained prior to the placement of the concrete block. The top of the valve box shall be flush with the finished grade of the concrete block and the surrounding terrain. All valves shall be marked with a saw on the curb or pavement with "V". The "V" shall point to the location of the valve as follows: If the valve is in the paving, the "V" shall be marked upright; if the valve is outside the paving, the "V" shall be marked upside down. W.15 FIRE HYDRANTS: Fire hydrants, when required and when shown on the plans, shall conform strictly to AWWA Specifications C-502, Fire Hydrants for Ordinary Water Works Service, with the following supplementary details and changes or additions. A. Fire hydrants shall meet the requirements of the Texas Fire Insurance Division of the State Board of Insurance Commissioners. B. Type of shut-off may be compression type with the flow. C. Unless otherwise ordered inlet connection shall be six-inch (6") standard mechanical Joint hub, complete with all joint accessories. Inlet valve shall have not less than a five and one - MIM. quarter inch (5-1/4") opening. Hydrant barrel I.D. shall not be less than seven and one- quarter inches (7-1/4"). D. All hydrants shall be equipped with two (2) hose nozzles and one (1) steamer nozzle. The hose nozzles shall be two and one-half inches (2-1/2") nominal I.D. National Standard ' Thread. Pumper nozzle shall be four inches (4-1/2") nominal I.D. National Standard Thread. All nozzles shall be mechanically attached with a Storz unit which includes a cap. E. Unless otherwise approved, hydrants shall be furnished for a five-foot (5) depth of bury. ' F. One extension up to a four -foot (4� extension shall be permitted. Anything requiring more than a four -foot (4� extension will require a special order fire hydrant. G. Concrete pad twenty-four inch (24'� square shall be poured around all fire hydrants. Concrete shall be 3000 psi, six-inch (6'� thick with four (4) #3 bars. H. Positive operating drain valve or valves shall be provided to drain the hydrant properly. The seat of the drain valve shall be bronze (or other corrosion -resistant material), fastened securely to the hydrant. Stem threads shall be sealed away from water. ' I. All fire hydrants shall open by turning to the left (counter -clockwise). J. All fire hydrants shall be painted with two (2) coats of Tnemec Series 43-38H Diffused ' Aluminum, Silver Paint over one (1) shop coat of red lead paint. K. When a color code other than aluminum is required the top bonnet, including the lip and all nozzle caps shall be painted the appropriate color. Water Main Size: 6" - Tnemec Series 2H ' Hi -Build Tneme-Gloss, Chilean Red; 8" - Tnemec Series 2H Hi -Build Tneme-Gloss, True Blue Safety and for 12" & larger mains - Tnemec Series 2H Hi -Build Tneme-Gloss, Safety Yellow. ' L. Hydrants shall be of the breakable type, designed to break approximately three inches (3"), but not over five inches (5") above the ground line. These parts shall be of the breakable flange type, or breakaway lug. Breakable flanges screwed to the standpipe are not acceptable. Flanges shall be so designed that an end wrench can be used on the nuts and ' bolts. Provision shall be made in the design of the stem to disconnect the stem from the hydrant parts above the standpipe break-point in the event of a traffic accident. If breakable or sleeve type couplings are used, they shall have sufficient torsional strength ' such that a torsional failure of the stem will occur at some point other than at the coupling. Design of the coupling shall be such that when the coupling is broken no parts will come loose and fall into the hydrant, and the break will not occur through the pins or bolts holding the coupling to the stem. M. All hydrants shall be capable of being extended to accommodate future grade changes. N. Main valve seats on compression type hydrants closing with the flow shall be of such design that incorrect positioning is impossible and that the threads will be adequately guided into position. Arrangements shall also be made to hold the main valve gasket in place during ' assembly. Stainless steel bolts shall be furnished on the lower barrel to shoe connection. 0. Gaskets furnished for ground line flanges shall be full face or shall be recessed to hold the ' gasket in place. "0" P. "0" rings may be furnished in lieu of packing. They shall be the double -ring type, designed so that the rubber rings move against a bronze surface. All hydrants must have ' W-27 W. 15.1 W.16 travel stop device. Those using stem nut must be capable of being removed without any special tools. Any packing gland nut must be bronze. Q. Hydrants must be so constructed that the nozzle may be faced in any direction and located eighteen inches (18") from ground line. R. Each hydrant must have a sealed oil reservoir to provide positive lubrication of stem threads and bearing surfaces each time the hydrant is operated or shall be provided with a lifetime lubrication system contained in a grease chamber filled with an all temperature (-50°F to +125°F) grease. Addition of lubricant shall be through either an allen screw, a grease fitting or a flat head screw. Parts removal will not be acceptable. S. All hydrants must be equipped with a weather cap to prevent water from entering the bonnet. T. Each hydrant shall have a 4 mil epoxy coating on the interior of the shoe. U. Fire Hydrants shall be Kennedy K81 -D or American Flow Control (Waterous) Traffic Model #WB -67-250. Iron or steel stems shall have bronze or stainless steel metal sleeve where passing through stuffing box or "O" -rings. Operating threads must be sealed against contact with the water at all times regardless of open or closed position of the main valve. V. The hydrants shall close with the pressure and shall have either a bronze cap not to seal the bottom end of stem threads against contact with water, or the stem shall not penetrate the lower valve plate. W. A Blue Stimsonite, Fire -Lite reflector model 88 -SSA (or approved other) shall be placed just off center of the street or fire lane opposite fire hydrants. At intersections, reflectors shall be placed on both roadways opposite fire hydrant. Fire Hydrant Installation: Fire hydrants shall be located as shown on the plans or as directed by the Engineer and shall be set truly vertical with the base resting upon a 3000 psi concrete slab six inches (6") thick with four (4) #3 bars and approximately twenty-four inches (24") square. Pipe joints shall be made as specified for pipe laying. The hydrants shall be carefully and substantially blocked against firm trench walls with sound stone, sound slabs of or 3000 psi concrete, but no additional pay will be allowed for same. SERVICE CONNECTIONS: Water service connections shall be made by tapping the mains at specific points as designated by the Engineer. Service taps shall be made after the mains have been laid. The work shall be done by experienced workmen with suitable tapping machine and tools. A tapping saddle shall be used to connect service lines to pipe mains. To give ample space for expansion, the copper service pipe shall be connected to the corporation cock at the main and laid in the trench so that the service pipe will weave from one side of the trench to the other side of the trench and back in a distance of ten feet (10'). The service pipe shall be placed at a minimum depth of twenty-four inches (24") under the finished grade except where the service pipe shall pass under the curb. At this point the service pipe shall be a minimum of twenty-four inches (24") under the top of the curb or a minimum of six inches (6") under the bottom of the curb and gutter section, or lime stabilized subgrade whichever is greater. Excessive bending of the pipe, which will injure or reduce the cross sectional area of the pipe, will not be permitted. W-28 n 1 The length of the service line shall extend from the main to a point two feet (2') back of the street curb at a depth of twelve inches (12') where curb exists or to the property line if no curb exists, unless shown otherwise on plans. Line shall be continuous with no fittings under paving. If there is a curb, the curb shall be sawcut with "I" in good quality blue paint at the point where the service pipe passes the curb. All water line services shall be located 2 feet from property lines. All services shall be 1" or larger as shown on the engineering drawings. The subdivision plans shall be revised to indicate water service location as installed and shall indicate field measurement on ties to at least one (1) property corner. W.16.1 Service Materials: The service pipe shall be minimum one inch (1') or larger as shown on the engineering drawings for all residential properties and located two feet off the property line. Poly pipe, and shall conform to A.S.T.M. D2737 working pressure of 200 psi at 23 C,SDR 9, AWWA C901. Service materials shall be as shown in the following table: TABLE - SERVICE MATERIALS Sand embedment shall be used around the pipe, gravel shall be used around the corporation stop with minimum 3 inches under the meter. Water meter boxes shall be furnished and set on each service. One -inch (1') water meter boxes shall be DFW Plastics Model # DFW-16 AMR with a 1600 AMR Bloc solid lid or approved equal. One and a half-inch (11/2') and two-inch (2') meter boxes shall be DFW Plastics Model # DFW- 65C Black or approved other. All meter boxes shall have AMR slide mount molded or screwed in to the lid. All domestic water meters greater than two-inch (2'), shall be installed in a vault as per Standard Construction Detail W15. W-29 Manufacturer/ Model # Part Size Ford Cambrid4e A.Y. McDonald CC PLUG 3/4" F1000-3 302-A3H3 4701T/4701-22 (AWWA 1" F1000-4 302-A4H4 4701T/4701-22 TAPER X 1-1/2" N/A N/A 4701T/4701-22 COMP) 2" N/A N/A 4701T/4701-22 CC BALL 3/4" FB1000-3 301-A3H3 4701BT/4701B-22 (AWWA 1" FB1000-4 301-A4H4 4701BT/4701B-22 TAPER X 1-1/2" FB1000-6 301-A6H6 4701BT/4701B-22 COMP) 2" FB1000-7 301-A7H7 4701BT/4701B-22 ANGLE VALVE 3/4" BA43-333W 210-H3T3 4602BT/4602B-22 (COMP X 1" BA43-444W 210-H4T4 4602BT/4602B-22 METER 1-1/2" FV43-666W N/A 4602BT/4602B-22 TAIL OR FL) 2" FV43-777W N/A 4602BT/4602B-22 CC TAP. SAD. 4-12" 202B (4-30") N/A 3825 Sand embedment shall be used around the pipe, gravel shall be used around the corporation stop with minimum 3 inches under the meter. Water meter boxes shall be furnished and set on each service. One -inch (1') water meter boxes shall be DFW Plastics Model # DFW-16 AMR with a 1600 AMR Bloc solid lid or approved equal. One and a half-inch (11/2') and two-inch (2') meter boxes shall be DFW Plastics Model # DFW- 65C Black or approved other. All meter boxes shall have AMR slide mount molded or screwed in to the lid. All domestic water meters greater than two-inch (2'), shall be installed in a vault as per Standard Construction Detail W15. W-29 W.17 CLEAN-UP: During construction the Contractor shall maintain the premises in an orderly, neat, and presentable manner. Scraps and debris shall not be left scattered but shall be assembled together and such as are unusable shall be moved from the premises or disposed of to the satisfaction of the Engineer. The Contractor shall make a final cleanup of all parts of the work before final acceptance by the Owner. This cleanup shall include among other things, left over construction materials, equipment, scraps, removal of all objectionable rocks, pieces of concrete, and other debris. Earthwork shall be smoothed and graded to the lines shown on the plans. Backfill over all trenches shall be left in a uniform and neat condition. Disposal is not to be made on adjacent private or public property without written permission filed with the Engineer. If permission is granted by the property owners, the material so disposed of is to be leveled and left in a condition satisfactory to the Engineer. STERILIZATION OF WATER MAINS: During the construction operations workmen shall be required to use utmost care to see that parts of the structures, inside of pipes, fittings, jointing materials, valves, etc., the surface of which come in contact with Owner's water are maintained in a sanitary condition. Every effort must be made to keep the inside of the pipe, fittings, and valves free of all foreign matter, sticks, dirt, rocks, etc. As each joint of pipe is being laid it must be effectively swabbed so that all foreign matter is removed. All fittings and exposed open ends of pipe must be blocked or capped until the line is completed. Prior to any sterilization, pressure testing or flushing a Testing Program will be submitted to the Town showing total footage of pipe to be tested, locations of blow offs and designating sample locations to be used. Test locations will be clearly marked and numbered using half sized drawings of the proposed improvements. The line shall be flushed out, completely replacing its entire volume with water from the Owner's mains. Once the line has been filled, all flushing is required to be metered, and paid for by the contractor at the current residential rate. Meters will be installed by the Town on blow offs as shown on the Testing Program. There will be a charge of $25.00 for each 1" meter set and normal rates deposits will apply for moving fire hydrant meters. B. Chlorine will be injected into the section of line being sterilized so that its entire capacity will be filled with water containing chlorine in the amount of fifty (50) p.p.m. or in such other quantity as determined by the Engineer. The sterilizing agent shall be introduced at one end of the section and the water released from the opposite end until the sterilizing agent is present at the discharge end in such quantity as to indicate a residual -chlorine of fifty (50) p.p.m. or as otherwise determined by the Engineer. All valves shall then be closed and the sterilizing solution permitted to remain in the pipe line section for not less than twenty-four (24) hours. C. At the end of the sterilizing period the sterilizing solution shall be discharged from the pipe and replaced with water direct from a main of the Owner. I W -30 D. A sample of water from the sterilized main shall be taken from a suitable tap under the supervision of the Engineer or his Inspector and submitted to a TCEQ approved testing laboratory. If the test shows a satisfactory quality of water, the line so sterilized shall then be placed in service by the Contractor who shall notify the Water Superintendent and assist the Water Superintendent in location and operation of all valves installed by the Contractor. ' If the sample shows unsatisfactory quality of water, the process of sterilization shall be repeated until satisfactory water is obtained. The lines shall be disinfected in accordance with AWWA C651, latest revision thereof. E. Sterilization of the line or any section thereof shall not be commenced until the Engineer's approval of the method, apparatus, sterilizing agent, and the section of the line has been obtained. G. Test samples will be done to meet the TECQ requirements and test stations will be the contractor's responsibility. When additional taps are required to meet sampling frequency the contractor shall submit his procedure for the Towns approval. Samples will be taken at 1,000 If and with the Towns inspector present. Samples will be wrapped by the Town's Inspector with tamper proof tape prior to leaving the construction site. ' W.19 INSPECTION AND TESTS: ' Tests and inspection will be made on the entire project by sections designed by the Engineer to ascertain that the main is in an acceptable condition to perform the function for which it was designed and constructed. The City will furnish the Inspector to observe the construction of the project on a routine basis. No final acceptance will be given until the entire project has been completed; including all tests conducted and passed as may be required. W.19.1 Inspection — General: During the process of unloading, all pipe and accessories shall be inspected by the Contractor for loss or damage in transit. No shipment shall be accepted by the Contractor until notation of any lost or damaged material shall have been placed on the bill of lading by the agent of the carrier. All pipe and accessories shall be laid, jointed, tested for defects and for leakage with pressure, and chlorinated in the manner herein specified in the presence of the Engineer or his authorized Inspector and subject to their approval. All material found during the progress of the work to have cracks, flaws, or other defects will be rejected by the Engineer, and the Contractor shall promptly remove from the site of the work such defective material. The Contractor shall be responsible for all material furnished to him or by him and shall replace at his own expense all such material that is found to be defective in manufacturing or that has become damaged in handling after delivery by the manufacturer. The Contractor shall be responsible for the safe storage of material furnished by or to him until it has been incorporated ' in the completed project. I W-31 Pipe fittings, valves, and other accessories shall be unloaded at the point of delivery, hauled to, and distributed at the site of the project by the Contractor. They shall, at all times, be handled with care to avoid damage. In loading and unloading they shall be lifted by hoists, slid or rolled on skidways in such a manner as to avoid shock. Under no circumstances shall they be dropped. Pipe handled on skidways must not be skidded or rolled against pipe already on the ground. In distributing the material at the site of the work, each piece shall be unloaded opposite or near the place where it is to be laid in the trench. Pipe shall be handled in such a manner that a minimum amount of damage to the coating will result. Damaged coating shall be replaced in a manner satisfactory to the Engineer. Pipes shall be placed on the site of the work parallel with the trench alignment and with bell ends facing the direction on which the work will proceed unless otherwise directed. The interior of all pipe, fittings, and other accessories shall be kept free from dirt and foreign matter at all times. Visual Inspection: During the course of the construction, the Inspector will make continuous routine inspection to ascertain that the project is being constructed in accordance with the plans and specifications and that the materials are of the type and kinds specified. Upon completion of the project, or part of the project, the Engineer, or his authorized representative (the Inspector) in the company and a representative of the Contractor (usually the job foreman) will make a visual inspection of all the project, or a part of the completed project, checking the following items: A. Verify that all ditches are properly backfilled and compacted to these specifications. B. Verify that all lines are loaded and pressurized from the Owner's system. Blow all fire hydrants and test coppers to bleed off air and to flush out lines. Large leaks should show at this stage. C. Check all valves for location of vertical stacks on valve stems and uncover if found buried to verify if the valves are operable and to determine whether they are open or closed and that they cannot circulate into lines that are in service. No bells are allowed on the vertical stacks. Old valves being replaced must be checked before use to ascertain that they do not leak more than the allowable, as established in AWWA C500. D. Locate and uncover all chlorination and test coppers. E. Verify that full pressure has been left on all lines after loading. F. Verify that all special structures, such as bored or tunnelled section, manhole or access to the encasement pipe, are properly constructed and ready for the hydrostatic test. On all flexible pipe check to verify that deflection does not exceed the allowable for the materials. G. When the above items have been checked, and corrections made, if any, the Inspector will notify that the hydrostatic test can be made and the Contractor shall proceed to make the test. W-32 W.19.3 Hydrostatic Test: Before being accepted, all ductile iron, and polyvinyl chloride pipe lines constructed under this contract shall be tested with a hydraulic test pressure of 200 psi, maintained over a period of three (3) hours. Concrete pressure pipe shall be tested with a hydraulic test pressure of one - hundred twenty percent (120%) of the design pressure. Please see W.18 for the testing program. After the pipe has been laid and backfilled but prior to replacement of pavement each valved section of newly laid pipe shall be subjected to a hydrostatic pressure test. For any section being tested the pressure applied shall be such that at the lowest point in the section the pressure shall be a minimum 200 psi Adjustment as required shall be made for differential in elevation between the low point of the section being tested and the centerline of the pressure test gauge. Each valved section of pipe shall be slowly filled with water, and the specified test pressure, measured to the point of lowest elevation shall be supplied by means of a pump connected to the pipe in a satisfactory manner. The pump, pipe connection, and all necessary apparatus including gauges and meters shall be furnished by the Contractor. The Owner will furnish water for filling lines once through existing mains. All water discharge for filling the line will be monitored by use of meters.The duration of each pressure test shall be three (3) hours. Before applying the specified test pressure all air shall be expelled from the pipe. To accomplish this taps shall be made, if necessary, at the points of highest elevation and afterwards tightly plugged. At intervals during the test the entire route of the pipe line shall be inspected to locate any leaks or breaks. Any defective joints, cracked or defective pipe, fittings, or valves discovered in consequence of this pressure test shall be removed and replaced with sound material in the manner provided, and the test shall be repeated until satisfactory results are obtained. No pipe installation will be accepted until the leakage is less than a rate equal to twenty-five (25) gallons per inch of nominal diameter per mile of pipe over a twenty-four (24) hour period. Factors for leakage are shown on the following table: TABLE — LOSS BASED ON 24 HOUR TEST AND 25 GALLON LIMIT Pipe Diameter Loss Factor lGallonsl D (Inches) 6 0.00355(L) 8 0.00473(L) 12 0.00710(L) 16 0.00947(L) 18 0.01065(L) 20 0.01184(L) 24 0.01420(L) 30 0.01776(L) 36 0.02131(L) 48 0.02841(L) W-33 W.19.4 W.20 Should any test of pipe in place disclose leakage greater than that specified, the Contractor shall at his own expense locate and repair the defective joints until the leakage is within the specified allowance. Leakage is defined as the quantity of water supplied into the newly laid pipe, or any valved section of it, necessary to maintain the specified leakage test pressure after the pipe has been filled with water and the air expelled. Compaction Test: Frequency of tests shall not be less than one (1) for any pipe section and every three hundred linear feet (300D linear feet of main pipe per two feet (2D of lift until final grade, starting at two feet (2D above the top of pipe. Water services are to be tested at a rate of one (1) for every six (6) services which cross the proposed right of way or every three hundred linear feet (300D of water service installed. Every other fire hydrant lead that cross the existing or proposed street, alley, or firelane subgrade shall also receive at least one set of density tests. All ditches shall be mechanically tamped and compacted to ninety-five percent (95%) Standard Proctor Density at zero percent (0%) to four percent (4%) above optimum moisture. Water jetting is not permitted. If there is any doubt in the opinion of the Engineer that the compaction requirements as stipulated have not been met, then the Engineer may order such Density Test made by a soils engineering firm at the expense of the Owner. If these tests prove that the backfill is not of sufficient compaction, then the Contractor will be required to remove the backfill and replace the backfill properly compacted to obtain the value required or re -compact to secure the compaction required. If a retest indicates that compaction is not satisfactory, the retest will be at the Contractor's expense. MEASUREMENT AND PAYMENT: The bid items include the work of every nature required for the completion of the job in every respect except as may be otherwise provided for in these specifications. The Contractor shall include the furnishing of all materials and labor, including any incidental labor, in his bid prices. Trenching and Backfill: A. Trench excavation for water mains will not be paid for directly but will be included in the price bid per linear foot for the various sizes of water pipe. B. Unclassified excavation is not a pay item and will not be paid for directly but shall be included in such other items as are provided. C. Payment for all special excavation, if applicable, will be in addition to the price bid for pipe line in normal excavation and will be per linear foot of trench or special excavation. D. Sheathing left in place will be paid for by the cubic yard in place, per M.C.B.M. E. Backfilling will not be paid for directly but will be included in the unit price bid per linear foot for the various sizes of pipe. Fifteen percent (15%) of the price bid for water mains complete in place may be withheld for incomplete or unacceptable backfill. W-34 F. Gravel cushion, granular backfill, concrete cushion, and concrete encasement shall be paid for at the unit bid price per cubic yard in place in the fill, unless shown on the plans to be included in other items of construction on the project. G. Tunneling, boring, and/or jacking shall be paid for at the unit bid price per linear foot. Where casing is required to be placed by tunneling, boring or jacking, the casing and furnishing the casing complete in place and will be paid for at the unit bid price per linear foot. H. Casing of water pipe shall be paid for at the unit bid price linear foot in place if placed in open cut. If in tunnel or by boring or jacking see above. I. Concrete encasement measurement and payment will be made by the cubic yard in place. The minimum width of asphalt pavement replacement will be as follows for the size pipe shown as installed. All pavement replacement outside these limits will be at the Contractor's expense. MINIMUM WIDTH FOR ASPHALT Pipe Diameter Pavement Replacement D (Inches) (Inches( 2 30 4 36 6 36 8 42 10 44 12 46 16 and above Pipe O.D. + 30 Pipe: Pipe will be measured from center of fitting to center of fitting or end of pipe without any deduction for the length of intermediate fittings or valves. Payment will be made at the price bid ' per foot for furnishing and installing pipe, which bid price will include all costs for the complete pipe installation, including trenching and backfill, and shall include all work not otherwise provided for in these specifications. ' Fittings: Payment for cast iron or ductile iron fittings will be at the unit price per ton bid for such work. This shall include the furnishing and installation of the fitting. This unit price shall also include the cost of concrete backing or blocking or restrained joints. Weight shall be determined ' from the manufacturer's catalogs. No separate payment will be made for galvanized pipe fittings. If mechanical joint fittings are used, payment will be based on weights of mechanical joint fittings and joint accessories. I' Restrained Joints: No separate payment will be made for restrained joints or fittings, valves, etc. including required joints on straight pipe. W-35 Concrete Backing: No separate payment will be made for concrete backing or blocking of fittings, valves, etc. The Contractor shall include such costs in the price bid for setting fittings, valves, etc. Polyethylene Encasement: The cost of the polyethylene tube wrap and complete installation shall be included in the unit price bid for the furnishing and the installation of ductile iron pipe, related fittings, and valves. Connections to Existing Mains: Payment for valves, fittings, pipe, etc., will be made at the unit price bid for the various items. No additional payment will be made for "DRY" connections, but a lump sum will be paid for each "WET' connection made as specified in these specifications. Valves and Tapping Sleeves & Valve: Shall be paid for at the unit price bid for each. Price shall include the cost of the valve or tapping sleeve & valve, as well as the valve box and labor complete in place. Fire Hydrants: Payment for the furnishing and installing of fire hydrants will be made at the unit I price bid, complete in place. Water Service: Water services will be paid for as a lump sum bid for each water service ' connection. The lump sum will include tapping the main, furnishing and installing the corporation stop, curb stop, meter box, and the copper service line necessary to meet the specifications. The lump sum bid shall also include all necessary labor and the marking of curb when a curb exists. Sterilizing: No separate payment will be made for sterilizing the main. The cost of such work ' shall be included in the price bid for pipe in place. Hydrostatic and Compaction Tests: No separate payment will be made for the tests. The cost of ' the tests shall be included in the bid price for pipe in place. W-36 SECTION TS FURNISHING AND PLACING TOPSOIL INDEX PARAGRAPH TITLE PAGE TS.1 DESCRIPTION TS -1 TS.2 MATERIALS TS -1 TS.3 SOURCES TS -1 TS.4 CONSTRUCTION METHODS TS -1 TS.5 MEASUREMENT TS -1 TS.6 PAYMENT TS -2 TS -i SECTION TS FURNISHING AND PLACING TOPSOIL TSA DESCRIPTION This Item shall govern for the furnishing and placing of approved topsoil to the depths and area shown on the plans or as directed by the Engineer. TS.2 MATERIALS This Itcrn will be measured by the cubic yard. This is a plans quantity measurement Item and the quantity to be paid for will be that quantity shown in the proposal, except as may be modified by a change in design. If no adjustments of quantities are required, additional measurements or calculations will not be required, TS -1 I The topsoil shall be fertile soil, be easily cultivated, be free from objectionable material, have a relatively high erosion resistance and be readily able to support the growth of planting, seeding or sodding. Water for sprinkling shall be clean and free from industrial wastes and other objectionable matter. TS.3 SOURCES The topsoil may be obtained from the right of way at sites of proposed excavation or embankment when shown on the plans or designated by the Engineer. The topsoil may also be obtained from approved sources which are outside of the right of way and have been secured by the Contractor. TSA CONSTRUCTION METHODS Any trash, wood, brush, stumps, rocks, or other objectionable materials encountered at the source shall be removed and disposed of as approved by the Engineer prior to beginning of work required by this Item. The source and stockpile areas shall be kept drained, insofar as practicable, during the period of topsoil removal. The source and stockpile areas shall be left in a neat and presentable condition upon completion of the removal of all material required. The placement of the topsoil shall be undertaken as soon as the grading operations have been completed or at such time as specified by the Engineer. The topsoil shall be spread so as to form a cover of uniform thickness (loose) as shown on the plans. After the topsoil has been placed and shaped, it shall be sprinkled and/or rolled as directed by the Engineer. Rolling shall be performed with a light corrugated drum roller of the typc approved by the Engineer. (1) Right of Way Sources. The existing topsoil shall be moved from within the limits of construction as shown on the plans and stockpiled in a windrow along the right of way line, or at designated locations. It also may be spread over an area that is ready for topsoil application in accordance with the plans or as directed by the Engineer. (2) Contractor -Obtained Sources. The Contractor shall notify the Engineer sufficiently in advance of the opening of any material source to permit inspection of the site and to prepare for any necessary measurement. Only material which meets the approval of the Engineer shall be utilized. TS.5 MEASUREMENT This Itcrn will be measured by the cubic yard. This is a plans quantity measurement Item and the quantity to be paid for will be that quantity shown in the proposal, except as may be modified by a change in design. If no adjustments of quantities are required, additional measurements or calculations will not be required, TS -1 I TS.6 PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "Topsoil" of the depth specified. This price shall be full compensation for securing any necessary source(s) and any royalty involved; for furnishing all materials, for all excavation, loading, hauling, stockpiling and placing; and for furnishing all labor, tools, equipment and incidentals necessary to complete the work. "Rolling" and "Sprinkling" will not be paid for directly, but will be considered subsidiary to this Item, unless otherwise shown on the plans. Payment will not be made for any material which is used for purposes other than as required by this Item. Excavation required by this Item in cut sections will be measured and paid for in accordance with the provisions of the various excavation items involved, with the provision that excavation will be measured and paid for once only, regardless of the manipulations involved. Excavation which will be paid for directly, in accordance with the various excavation Items involved, will include the original in-place volume of topsoil salvaged from cut sections, as well as the additional volume of excavation made necessary for placing the topsoil, in cut areas. Excavation, for topsoil, in areas upon which embankment will be placed will neither be measured nor paid for directly; its cost will be included in the unit price bid for this Item. TS -2 SECTION HM HYDRO MULCH INDEX PARAGRAPH TITLE HM.1 DESCRIPTION HM.2 PLANTING SEASON HM.3 MATERIALS HM.3.1 General HM.3.2 Turfgrass HM.3.3 Fertilizer HM.3.4 Hydro Mulch Materials HM.3.5 Irrigation HM.3 CONSTRUCTION METHODS HMA HYDRO MULCHING HM.5 PAYMENT PAGE 110111 HM -1 HM -1 HM -1 HM -2 HM -2 HM -3 HM -3 HM -3 HM -3 HM -i SECTION HM HYDRO MULCH HMA DESCRIPTION Seeding shall consist of preparing the ground, providing and planting seed, or a mixture of seed, of the kind specified along and across such areas as may be designated on the plans and in accordance with these Specifications. HM.2 PLANTING SEASON All planting shall be done between the dates specified for each type except when specifically authorized n writing. The seeds planted per acre shall be of a type specified with the mixture, rate and planting dates as follows: Type I - Bermuda Grass - hulled, eighty-five (85) pounds (38.6kg) — May 1 through August 1. Type Il - Rye Grass - two hundred fifty (250) pounds (I 13.4kg) - September through February. Type III - Bermuda Grass - unhulled — sixty-five (65) pounds (29.5kg) - September through February. For cool season (September through February), both Type II and Type III shall be planted. HM.3 MATERIALS iHM.3.1 General All seed must meet the requirements of the Texas Seed Law including the labeling requirements of ' showing pure live seed (PLS), name and type of seed. Seed furnished shall be of the previous season's crop and the date of analysis shown on each bag shall be within nine (9) months of the time of delivery to the project. Each variety of seed shall be furnished and delivered in separate sealed bags or containers. A sample of each variety of seed shall be furnished for analysis and testing when directed by the Engineer. Seed which has become wet, moldy, or otherwise damaged in transit or in storage will not be acceptable. HM.3.2 Turfgrass A. General. All material for Turfgrass provided shall be in accordance with these specifications and as noted in the plans and contract documents. 1. Bermuda Grass Seed. Turf grass seed shall be "Cynodon Dactylon" (Common Bermuda Grass). The seed shall be harvested within one year prior to planting, free of Johnson grass, field bind weed, dodder seed, and free of other weed seed to the limits allowable under the Federal Seed Act and applicable seed laws. The seed shall to be a mixture. The seed shall be hulled, extra fancy grade, treated with fungicide and have a germination and purity that shall produce, after allowance for Federal Seed Act tolerances, a pure live HM -1 � I seed content of not less than 85 percent, using the formula: purity percent time (germination percent times plus hard or sound seed five percent). Seed shall be labeled in accordance with U.S. Department of Agriculture rules and regulations. Certificate Submittal. Prior to planting, provide the owner with the State of Texas Certificate stating analysis of purity and germination of seed. Rveerass Seed. Turfgrass seed shall be "Lolium multiflorum" (Italian or Annual Ryegrass). The seed shall be harvested within one year prior to planting and shall be free of perennial ryegrass seed, other grass seed and weed seed to the limits allowable under the Federal Seed Act and applicable seed laws. Seed shall be at least 95 percent pure and shall have a 90 percent minimum germination rate. Certificate Submittal. Prior to planting, provide the owner with the State Certificate stating analysis of purity and germination seed. HM.3.3 Fertilizer General. Fertilizer shall be a commercial product, uniform in composition, free flowing and suitable for application with approved equipment. Fertilizer shall be delivered to the site in fully labcicd original containers. Fertilizer which has been exposed to high humidity and moisture, has become caked or otherwise damaged, making it unsuitable for use, shall be rejected. Initial Plantine Application. Fertilizer for the initial planting application shall be of an organic base containing by weight the following (or other approved) percentages of nutrients: 15-10-5 (N -P -K); also containing 10-15 percent sulphate and traces of iron and zinc as required and approved by the owner. Unless otherwise indicated on the plans, the manufacturer's recommendation as to rate of application for type of grass and season shall be followed. Specification Submittal. Submit a sample label or specification of the fertilizer proposed to be used for the owner's approval. Post Plantine Application. Fertilizer for the post planting application shall be a chemical base fertilizer containing by weight the following percentages of nutrients:21-0-0 (N -P -K) ammonium sulphate; or the nitrogen equivalent of 33-0-0 ammonium nitrate. Unless otherwise indicated on the plans, the manufacturer's recommendation as to rate of application for type of grass and season shall be followed. Snecification Submittal. Submit a sample label or specification of the fertilizer proposed to be used for the owner's approval. HM.3.4 Hydra Mulch Materials General. All mulch shall be manufactured from hardwoods only and shall be refined specifically for lawn hydro -mulch applications. Use "Conwed" or an approved equal. Adhesive Auents. Adhesive agent for mulch shall be asphalt conforming to Texas Department of Highways and Public Transportation Designation EA -1 IM. As an option, the following adhesive agent may be substituted for asphalt emulsions as a mulch tacking agent: Terra Tack AR or Terra Tack 11, as manufactured by Grass Growers, 424 Cottage Placc, Plainfield, New Jersey 02060. 3. Application Rate. Unless otherwise indicated on the plans, the rate of mulch material shall be fifty (50) pounds per thousand (1000) square feet. HM -2 HMA HM.5 HM.6 HM.3.5 Irrigation Water shall be clean and free of industrial wastes and other substances harmful to the growth of grass or the area irrigated. CONSTRUCTION METHODS After the designated areas have been completed to the lines, grades and cross sections shown on the plans and as provided for in other items of this contract, seeding of the type specified shall be performed in accordance with the requirements hereinafter described. Grading - The area to be seeded shall be graded to a point within 1/10 of a foot of final grade, minimum. The area shall then be fine -graded to a smooth and even condition. All rocks, debris, clods, etc. will be removed, from any disturbed area, for a depth of 3". Any undulations or irregularities in the surface shall be leveled out before hydro mulching. 2. Watering. Seeded areas shall be watered as directed by the owner so as to prevent washing of the slopes or dislodgement of the seed. 3. Finishing. Where applicable, the shoulders, slopes and ditches shall be smoothed after seedbed preparation has been completed and shaped to conform to the cross section previously provided and existing at the time planting operations were begun. HYDRO MULCHING Seed or seed mixture, in the quantity specified, shall be uniformly distributed over the areas shown on the plans or where directed. Seed and fertilizer are to be distributed as a water slurry, and the mixture shall be applied to that area to be seeded within 30 minutes after all components are placed in the equipment. Fertilizer shall conform to the requirements of Item HM.3.3, "Fertilizer." After planting, the seed shall be raked or harrowed into the soil to a depth of approximately 1/4 inch (6mm). The planted area shall then be rolled with a smooth roller, developing 15 to 25 psi (100 to 170 kPa) contact pressure upon the planted surface area and giving a smooth surface without ruts or tracks. After compacting is completed, the planted area shall be watered sufficiently to assure uniform moisture from the surface to a minimum of six inches (150mm) in depth. PAYMENT Payment for seeding (hydro mulching) shall be as outlined in the Proposal and/or Plans. HM -3 SECTION SD SODDING INDEX PARAGRAPH TITLE PAGE SD.1 DESCRIPTION SD -1 SD.2 MATERIALS SD -1 SD.3 CONSTRUCTION METHODS SD -2 SDA MEASUREMENT SD -4 SD.5 PAYMENT SD -4 SD -i SECTION SD ' SODDING FOR EROSION CONTROL SDA DESCRIPTION This Item shall govern for providing and planting Bermudagrass, St. Augustine grass or other acceptable grass sod at locations designated on the plans or as directed by the Engineer in accordance with this Item. SD.2 MATERIALS (1) General. The sod shall consist of live, growing Bermudagrass, St. Augustine grass when shown ' on the plans, or other acceptable grass secured from sources which are approved by the Engineer. Bermudagrass sod, St. Augustine grass sod, or other grass sod as shown on the plans, shall have a healthy virile root system of dense, thickly matted roots throughout the soil of the sod for a minimum thickness of I inch. The Contractor shall not use sod from areas where the grass is thinned out, nor where the grass roots have been dried out by exposure to the air and sun to such an extent as to damage its ability to grow when transplanted. Care shall be taken at all times to retain the native soil on the roots of the sod during the process of SD -1 excavating, hauling and planting. The sod existing at the source shall be watered to the extent required by the Engineer prior to excavating. Sod material shall be kept moist from the time it is dug until planted. (2) Block Sod. Block sod shall be virtually free from noxious weeds, Johnson grass or other grasses or any matter deleterious to its growth or which might affect its subsistence or hardiness when transplanted. Unless the area has been closely pastured, it shall be closely mowed and raked to remove ' all weeds and long-standing stems. (3) Mulch Sod. Mulch sod shall be substantially free from noxious weeds, Johnson grass or other grasses or any matter deleterious to its growth or which might affect its subsistence or hardiness when transplanted. Unless the area has been closely pastured, it shall be closely mowed and raked to remove all weeds and long-standing stems. ' (4) Fertilizer. All fertilizer shall be delivered in bags or containers clearly labeled showing the analysis. The figures in the analysis represent the percent of nitrogen, phosphoric acid, and potash nutrients, respectively, as determined by the methods of the Association of Official Analytical Chemists. The fertilizer is subject to testing by the Texas A&M Feed and Fertilizer Control Service in ' accordance with the Texas Fertilizer Law. The fertilizer shall have the analysis shown on the plans. The Contractor shall have the option of providing a fertilizer of a different analysis, if approved by the Engineer. However, the amount of each nutrient specified shall not be less than that shown on the plans. (5) Water. Water shall be furnished by the Contractor and shall be clean and free of industrial wastes ' and other substances harmful to the growth of vegetation. (6) Mulch. Straw mulch shall be oat, wheat, or rice straw. Hay mulch shall be prairie grass, ' Bermudagrass, or other hay as approved by the Engineer. The straw or hay mulch shall be free of Johnsongrass or other noxious weeds and foreign materials. It shall be kept in a dry condition and shall not be molded or rotted. SD -1 (7) Tacking Agents. Tacking agents for mulch shall be MS -1 or MC -30, unless otherwise shown on the plans or another material as approved in writing by the Engineer. Asphaltic material, if used, shall conform to the requirements of Texas Department of Transportation Item 300, "Asphalts, Oils and Emulsions". SD.3 CONSTRUCTION METHODS (1) General. After the designated areas have been completed to the lines, grades, and cross sections shown on the plans and as provided for in other items of this contract, sodding of the type specified shall be performed in accordance with the requirements hereinafter described. Where rolling is specified by the following subarticles, the roller shall be a light corrugated drum roller of the type approved by the Engineer. (2) Watering. This work shall be done only at such time as directed by the Engineer. The Contractor shall furnish and operate watering equipment approved by the Engineer which will insure the distribution of water in a uniform and controllable rate of application. The Contractor shall apply the water in the required quantity where shown on the plans or as directed by the Engineer. (3) Fertilizing. Fertilizer shall be in an acceptable condition for distribution and shall be applied uniformly over the specified area and at the rate shown on the plans. Distribution of fertilizer for the particular item of work shall be approved by the Engineer. (4) Planting Season. All planting shall be done between the average date of the last freeze in the spring and six weeks prior to the average date for the first freeze in the fall according to the Texas Almanac or U.S. Weather Bureau for the area in which the project is located except as specifically authorized by the Engineer in writing. (5) Spot Sodding. Spot sodding shall be planted as shown below and be of the type specified on the plans. (a) Bermudagrass. Furrows parallel to the roadway and approx- imately 5 inches deep and 18 inches on centers shall be opened on areas to be sodded. In two furrows adjacent to the roadways, sod shall form a continuous row not less than 3 inches wide. In all other furrows, sod approximately 3 inches square shall be placed on 15 inch centers. Sod shall be placed so that when it has been fumed against the bottom of the furrow or hole, the root system shall be completely covered by soil. Soil shall be firmed against all sides of the sod. Covering of the sod will not be permitted except for small amounts of soil incidental to raking or leveling, provided the quantity of soil is not enough to hinder growth in the opinion of the Engineer. Unless otherwise indicated on the plans, fertilizer shall be applied uniformly in the furrows or rows in accordance with Article SD.3.(3). The furrows or rows shall then be thoroughly watered in accordance with Article SD.3.(2). (b) St. Augustine Grass. St. Augustine grass sod shall be of the "Raleigh" variety and shall be not less than 3 inches square and shall be planted on a maximum of 18 inch centers. Planting of the sod may be in furrows of uniform depth or in holes of like depth. Sod shall be placed so that when it has been firmed against the bottom of the furrow or hole, the top of the sod shall not be more than 1/2 inch below finished grade. Soil shall be firmed against all sides of the sod. Covering of the sod will not be permitted except for small amounts of soil incidental to raking or leveling, provided the quantity of soil is not enough to hinder growth in the opinion of the Engineer. SD -2 r I Unless otherwise indicated on the plans, fertilizer shall be applied uniformly in the furrows or holes ' in accordance with Article SD.3.(3). The furrows or holes shall then be thoroughly watered in accordance with Article SD.3.(2). ' Prior to placing mulch sod, the cut slopes shall be scarified by plowing furrows 4 inches to 6 inches deep along horizontal slope lines at 2 -foot vertical intervals. Excavated material from the furrows shall not protrude more than 3 inches above the original surface of the cut. Fertilizer shall be ' distributed uniformly over the area in accordance with Article SD.3.(3). The sod shall then be dumped upon the prepared area and spread uniformly to the required approximate thickness shown on plans. Any section not true to lines and cross sections shall be remedied by the addition of sod material or by ' reshaping the material to meet the requirements of "Finishing'. After the sod material has been spread and shaped, it shall be thoroughly watered in accordance with Article SD.3.(2). All rolling of sloped areas shall be along the contour of the slope. (9) Straw Mulch or Hay Mulch. Where applicable, "Spot Sodding' and "Mulch Sodding' shall have straw or hay mulch spread uniformly over the area as indicated on the plans or as directed by the Engineer. The rate of application shall be 1-1/2 to 2 tons of hay or 2 to 2-1/2 tons of straw per acre. A mulching machine approved by the Engineer shall be equipped to inject tacking agent uniformly into the mulch as it leaves the equipment at a rate of 0.05 to 0.10 gallon of tacking agent per square yard of mulched area or as directed by the Engineer. if the mulch and tacking agent are placed by hand, then the rate of application for the tacking agent shall be approximately 0. 15 gallon per square yard of mulched area. IL SD -3 (c) Other Approved Sods. When specified on the plans, other approved sods are permitted. Planting shall be in accordance with acceptable by methods approved the Engineer. (6) Block Sodding. At locations shown on pians or where directed by the Engineer, sod blocks shall be carefully placed on the prepared areas. The fertilizer shall then be applied in accordance with Article SD.3.(3) and thoroughly watered in accordance with Article SD.3.(2). When sufficiently dry, the sodded area shall be rolled or tamped to form a thoroughly compacted, solid mat. Any voids left in the block sodding shall be filled with additional sod and tamped. Surfaces of block sod, which, in ' the opinion of the Engineer, may slide due to the height and slope of the surface or nature of the soil, shall be pegged with wooden pegs, or other methods as approved by the Engineer, driven through the sod blocks into firm earth sufficiently close to hold the block sod firmly in place. Edges along curbs and drives, walkways, etc., shall be carefully trimmed and maintained until accepted. (7) Grass Retards. Trenches shall be excavated across the side ditches or along the side or back slopes to the lines and dimensions shown on plans. After the trenches have been prepared, they shall be filled with sod blocks to an elevation flush with the adjacent ground surface. The fertilizer shall then be applied in accordance with Article SD.3.(3), and thoroughly watered in accordance with ' Article SD.3.(2). When sufficiently dry, the sodded area shall be rolled or tamped to form a thoroughly compacted, solid mat. Any voids left between the sod blocks shall be filled with additional sod and tamped. (8) Mulch Sodding. The sod source shall be disked in two directions cutting the sod thoroughly to a depth of not less than 4 inches. Sod material shall be excavated to a depth of not more than 2 inches below the existing root system, being careful to avoid having soil containing no grass roots. The disked sod may be windrowed, or otherwise handled in a manner satisfactory to the Engineer. The material shall be rejected if not kept in a moist condition. ' Prior to placing mulch sod, the cut slopes shall be scarified by plowing furrows 4 inches to 6 inches deep along horizontal slope lines at 2 -foot vertical intervals. Excavated material from the furrows shall not protrude more than 3 inches above the original surface of the cut. Fertilizer shall be ' distributed uniformly over the area in accordance with Article SD.3.(3). The sod shall then be dumped upon the prepared area and spread uniformly to the required approximate thickness shown on plans. Any section not true to lines and cross sections shall be remedied by the addition of sod material or by ' reshaping the material to meet the requirements of "Finishing'. After the sod material has been spread and shaped, it shall be thoroughly watered in accordance with Article SD.3.(2). All rolling of sloped areas shall be along the contour of the slope. (9) Straw Mulch or Hay Mulch. Where applicable, "Spot Sodding' and "Mulch Sodding' shall have straw or hay mulch spread uniformly over the area as indicated on the plans or as directed by the Engineer. The rate of application shall be 1-1/2 to 2 tons of hay or 2 to 2-1/2 tons of straw per acre. A mulching machine approved by the Engineer shall be equipped to inject tacking agent uniformly into the mulch as it leaves the equipment at a rate of 0.05 to 0.10 gallon of tacking agent per square yard of mulched area or as directed by the Engineer. if the mulch and tacking agent are placed by hand, then the rate of application for the tacking agent shall be approximately 0. 15 gallon per square yard of mulched area. IL SD -3 (10) Finishing. Where applicable, the shoulders, slopes and ditches shall be smoothed, after planting has been completed, and shaped to conform to the desired cross sections. Any excess soil from planting operations shall be spread uniformly over adjacent areas or disposed of as directed by the Engineer so that the completed surfaces will present a neat appearance. SDA. MEASUREMENT "Spot Sodding", 'Block Sodding", "Grass Retards" and "Straw or Hay Mulch" will be measured by the square yard complete in place. "Mulch Sodding" will be measured by the square yard complete in place or by the cubic yard in vehicles as delivered to the place of planting. SD.5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "Spot Sodding", 'Block Sodding", "Grass Retards", "Straw or Hay Mulch", or "Mulch Sodding". This price shall be full compensation for securing a source, if necessary, and any royalty involved; for furnishing all materials, for all excavation, loading, hauling, placing, rolling; finishing; and for furnishing all labor, equipment, tools, supplies and incidentals necessary to complete the work. "Water" will not be paid for directly, but will be considered subsidiary to this Item unless otherwise shown on the plans. Water used for preparing the sod for digging and keeping the sod moist from the source until it is planted shall be considered subsidiary to the various pay items involved. "Fertilizer" will not be paid for directly, but will be considered subsidiary to this Item unless otherwise shown on the plans. SD -4 SECTION PM RAISED PAVEMENT MARKERS INDEX PARAGRAPH TITLE PAGE PM.I DESCRIPTION....................................................................................PM-1 PM.2 MATERIALS.......................................................................................PM-1 PM.3 SAMPLING.......................................................................................... PM -2 PMA CONSTRUCTION METHODS...........................................................PM-2 PM.5 HANDLING OF TRAFFIC..................................................................PM-3 PM.6 MEASUREMENT................................................................................PM-4 PM.7 PAYMENT...........................................................................................PM-4 PM -i SECTION PM RAISED PAVEMENT MARKERS PMA DESCRIPTION This Item shall govern for furnishing and installing raised pavement markers of the various classes and types shown on the plans. The City shall provide on-site inspection of the installation. The Contractor shall give the City a minimum of twenty four (24) hours notice prior to installation of any raised pavement markers PM.2 MATERIALS Raised pavement markers shall comply with the requirements of Texas Department of Transportation Materials Specifications as follows: Class A, Jiggle Bar Tile D-9-4100 Class B, Pavement Markers (Reflectorized) D-9-4200 Class C, Traffic Buttons D-9-4300 Class D, Traffic Buttons (Oval) D-9-4300 Class E, Pavement Markers (All -Weather Reflectorized) D-9-4210 I PM -1 Raised pavement markers shall be of the following classes and types: Class A Raised Pavement Markers (Jiggle Bar Tile). Class A raised pavement markers shall include types: I -A, I -C, II -A -A, W and Y. Class B Raised Pavement Markers (Pavement Markers, Reflectorized). Class B raised pavement markers shall include types: I -A, I -C, I -R, II -A -A and II -C-R. Class C and D Raised Pavement Markers (Traffic Buttons). Class C and D raised pavement markers shall include types: I -A, I -C, I -R, II -A -A, II -C-R, W and Y. Class E Raised Pavement Markers (All -Weather Reflectorized). Class E raised pavement markers shall include types: I -A, I -C, I -R, II -A -A and II -C-R. The body color descriptions do not apply to Class E raised pavement markers. ' The following are descriptions for each type of raised pavement marker: Type I -A. Type I -A shall contain an approach face that reflects amber light. The body, other ' than the reflective face, shall be yellow. Type I -C. Type I -C shall contain an approach face that reflects white light. The body, other ' than the reflective face, shall be white, silver -white or light gray. Type I -R. Type I -R shall contain a trailing face that reflects red light. The body, other than the reflective face, shall be white, silver -white, light gray or may be one-half red on the side ' which reflects red light. I PM -1 Type II -A -A. Type II -A -A shall contain two (2) reflective faces (approach and trailing) each of which shall reflect amber light. The body, other than the reflective faces, shall be yellow. Type H -C-R. Type II -C-R shall contain two (2) reflective faces, an approach face which shall reflect white light and a trailing face which shall reflect red light. The body, other than the reflective faces, shall be white, silver -white or light gray. Optionally, the body may be one-half white, silver -white or light gray on the side that reflects white light and one-half red on the side that reflects red light. Type W. Type W shall have a white body and no reflective faces. Type Y. Type Y shall have a yellow body and no reflective faces. The reflective faces of all Type II markers shall be positioned so that the direction of reflection of one (1) face shall be directly opposite to the direction of reflection of the other face. Bituminous adhesive shall conform to the requirements of Texas Department of Transportation Materials Specification D-9-6130. Epoxy adhesive shall conform to the requirements of Texas Department of Transportation Specification Item 575, "Epoxy". PM.3 SAMPLING Sampling will be in accordance with Texas Department of Transportation Test Method Tex -729-I. PMA CONSTRUCTION METHODS Each class of raised pavement marker shall be from the same manufacturer. Surfaces to which markers are to be attached by an adhesive shall be prepared by any method approved by the Engineer to ensure that the surface is free of dirt, curing compound, grease, oil, moisture, loose or unsound pavement markings and any other material which would adversely affect the adhesive bond. Unless otherwise shown on the plans, surface preparation for installation of raised pavement markers will not be paid for directly, but shall be considered subsidiary to this Item. Guides to mark the lateral location of pavement markings shall be established as shown on the plans or as directed by the Engineer. The Contractor shall establish the pavement marking guides and the Engineer will verify the location of the guides. The pavement markers shall be placed in proper alignment with the guides. The deviation rate in alignment shall not exceed one (1) inch per 200 feet of roadway. The maximum deviation shall not exceed two (2) inches nor shall any deviation be abrupt. Markers placed that are not in alignment or sequence, as shown on the plans or as stated in this specification, shall be removed by the Contractor at the Contractor's expense. Removal shall be in accordance with Texas Department of Transportation Specification Item 677, "Eliminating Existing Pavement Markings and Markers", except for measurement and payment. Guides placed on the roadway for alignment purposes shall not establish a permanent marking on the roadway. Unless otherwise shown on the plans, the Contractor shall use the following adhesive materials for placement of markers: PM -2 Epoxy adhesive for Class E markers. Bituminous adhesive for Class A, B, C and D markers on bituminous pavements. Epoxy adhesive for Class A, B, C and D markers on portland cement concrete pavements. Adhesive shall be applied in sufficient quantity to ensure the following: 100 percent of the bonding area of raised pavement markers shall be in contact with the adhesive. Raised pavement markers, except for Class E, shall not be in contact with the pavement surface but shall be seated on a continuous layer of adhesive. Unless otherwise required by this Item, adhesives shall be applied in accordance with the manufacturer's recommendations. When bituminous adhesive is used, pavement and raised pavement marker temperature shall be at least 40 F. The bituminous adhesive shall not be heated above 400 F. The bituminous adhesive shall be agitated intermittently to ensure even heat distribution. Epoxy adhesive shall be machine mixed. Raised pavement markers shall be free of rust, scale, dirt, oil, grease, moisture or contaminants which might adversely affect the adhesive bond. Raised pavement markers shall be placed immediately after the adhesive is applied and shall be firmly bonded to the pavement. Adhesive or any other material that impairs functional reflectivity will not be acceptable. PM.5 HANDLING OF TRAFFIC In most cases, the roadway to be marked will be open to traffic and the Contractor shall provide all necessary warning and barricading to insure safety of the workmen and traffic and proper set of the markers to the pavement. A minimum of one lane in each direction shall remain open to through traffic. The Contractor shall conduct the installation so as to minimize the duration of restricted traffic movements. The Contractor should plan on working on the street only during the off-peak traffic hours 8:15 a.m. to 4:30 p.m. The Contractor shall insure proper maintenance of all warning and traffic channelizing devices throughout the job. Construction, signing and channelizing devices and operations shall conform to the Texas Manual on Uniform Traffic Control Devices, latest edition. PM -3 PM.6 MEASUREMENT I This Item will be measured as each raised pavement marker in place as shown in the plans. PM.7 PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided ' under "Measurement" will be paid for at the unit price bid for "Raised Pavement Markers" of classes and types specified. This price shall be full compensation for furnishing all materials, surface preparation, installation, labor, equipment, tools and incidentals necessary to complete the work. , PM -4 I SECTION LIS LANDSCAPE IRRIGATION SYSTEM, INDEX PARAGRAPH TITLE LIS.1.1 GENERAL PROVISIONS LIS.1.2 SCOPE OF WORK LIS.1.3 RELATED WORK SPECIFIED ELSEWHERE LIS.1.4 APPLICABLE STANDARDS LIS.1.5 JOB CONDITIONS LIS.1.6 GENERAL CONDITIONS SPECIFICALLY FOR LANDSCAPE IRRIGATION LIS. 1.7 GUARANTEE AND MAINTENANCE LIS.l .8 SUBSTITUTIONS LIS.1.9 RECORD DRAWINGS LIS.1.10 DEVIATION FROM PLANS LIS. 1.11 SUBMITTALS LIS.2.1 GENERAL APPLICATIONS LIS.2.2 POLYVINYL CHLORIDE PIPE LIS.2.3 PIPE FITTINGS LIS.2.4 WIRE LIS.2.5 EXPANSION COILS I,IS.2.6 WIRE SPLICES LIS.2.7 MAIN LINE SHUT-OFF VALVES LIS.2.8 MATERIAL LIST LIS.2.9 DRAIN VALVES LIS.2.10 MATERIAL LIST LIS.3.1 GENERAL INSTALLATION LIS.3.2 EXCAVATION, BACKFILL, AND PROTECTION OF SHRUBBERY, GENERAL LSI -i PAGE LIS -1 LIS -1 LIS -1 LIS -1 LIS -1 LIS -2 LIS -2 LIS -4 LIS -4 LIS -4 LIS -5 LIS -5 LIS -5 LIS -6 LIS -6 LIS -6 LIS -6 LIS -7 LIS -7 LIS -7 LIS -7 LIS -7 LIS -7 City of Project No. PARAGRAPH TITLE PAGE LIS.3.3 PIPE INSTALLATION LIS -8 LIS.3.4 AUTOMATIC CONTROLLERS/PEDESTALS LIS -11 LIS.3.5 ELECTRIC VALVES LIS -I I LIS.3.6 HEAD INSTALLATION LIS -12 A. IMPORTANT LIS -12 B. CAUTION LIS -12 C. ALL SPRINKLERS LIS -12 D. ROTARY HEADS LIS -13 E. SECTION VALVE WIRING LIS -13 LIS.3.7 SPECIAL, BACKFILL SPECIFICATIONS LIS -13 LIS.3.8 FINAL CLEAN-UP LIS -13 LIS.3.9 TESTS LIS -14 LIS.3.10 SYSTEM DEMONSTRATION LIS -14 LSI -ii city of Project No. SECTION LIS LANDSCAPE IRRIGATION SYSTEM LIS 1.1 GENERAL PROVISIONS Applicable requirements of the General Conditions and other sections of the Project Manual apply to this section. LIS 1.2 SCOPE OF WORK Provide a complete and operating lawn sprinkler installation as shown on the plans, including, but not limited to, the following items: A. Pipe and fittings. B. Sprinkler heads. C. Control system and connection to electrical supply. D. Trenching, installation of system, connection to water source, testing, and backfilling. LIS 1.3 RELATED WORK SPECIFIED ELSEWHERE. A. Section 02800 - Turf Establishment (Hydro -mulch) B. Section 02900 - Landscaping LIS 1.4 APPLICABLE STANDARDS ASTM Sections: D2241 - Poly Vinyl Chloride (PVC) Plastic Pipe (SDR -PR) D2464 - Poly Vinyl Chloride (PVC) Plastic Pipe Fittings, Threaded, Schedule 40 D2466 - Poly Vinyl Chloride (PVC) Plastic Pipe Fittings, Socket Type, Schedule 40 D2564 - Solvent Cements for Poly Vinyl Chloride (PVC) Plastic Pipe and Fittings D2855 - Making Solvent -Cemented Joints with Poly Vinyl Chloride (PVC) Pipe and Fittings LIS 1.5 JOB CONDITIONS ' A. A Irrigation Contractor shall note that rock will be encountered on some areas of the site. Irrigation Contractor shall examine the site thoroughly. Rock excavation and trenching shall be included as part of bid. LSI -1 City of Project No. LIS 1.6 GENERAL CONDITIONS SPECIFICALLY FOR LANDSCAPE IRRIGATION A. The Contractor will flag the location of all heads, electric valves, quick coupler valves, gate valves, automatic controllers, backflow preventors, etc., prior to construction for the Landscape Architect or Owner's approval. The Contractor shall report to the Landscape Architect any deviations between the irrigation plan, specifications, and the site. Failure to do so prior to the installation of the equipment (which subsequently requires replacements or relocation of the equipment) will result in the work being done at the Contractor's expense. B. All local, municipal, and state laws, ordinances, codes and regulations relating to, or governing of, any portion of this work are hereby incorporated into and made a part of these specifications and will be carried out by the Contractor. The Contractor must carry sufficient insurance coverage, and must be active in irrigation installation for a minimum of 5 years. C. Any permits needed for construction of the work included in this contract, which is required by any legally constituted authority having jurisdiction, shall be obtained by the Contractor. The Contractor shall pay for all costs in connection with any inspections or examinations required by these authrities. The inspections are required. Any necessary work needed to be done by the Contractor as a result of these inspections will be performed at the Contractor's expense. Copics of all permits and inspection reports shall be forwarded to the Owner's Representative. LIS 1.7 GUARANTEE AND MAINTENANCE A. Material and workmanship shall be fully guaranteed for one year after the Date of Substantial Completion; replacement of defective material or repair of work shall be done at no expense to the Owner during the first year, except for repairs or replacements necessitated by damage of any kind not of the Contractor's making. Any reimbursement for repairs must have prior approval of the Owncr's Representativc. B. Raising and lowering heads to proper height, adjusting arc and radius, filling trenches that have settled, packing the earth firmly around the heads and quick couplers will all be considered part of warranty work and done at no charge to the Owncr for one year after acccptance of system. C. The Contractor will extend to the Owner all of the warranties and guarantees provided by the manufacturer on all equipment used. Printed copies of such warranties and guarantees will be provided the Owner with final payment. D. Contractor will provide four (4) copies of service and maintenance manuals on all major items in the installation along with the request for final payment. LSI -2 City of Project No. E. The Contractor shall provide a minimum of three (3) hours of operating instructions to the Owner's designated representative. The Owner's representative will be notified at least one week in advance with a date for such ' instruction. Demonstrate the proper operation of each and every head, each electric valve, and each controller. F. Maintenance and guarantee as stated above does not include alterations necessitated by relandscaping, addition of trees, regrading, or the addition and changes in walks, walls, driveways, or the like. Further, maintenance does not include trimming grass of lawns and plants. It is also expressly understood that the guarantee and maintenance, after final acceptance, does not cover any mechanical damage (breakage) or any repairs or service needed for causes beyond the control of this Contractor. G. Provide schedule indicating length of time each valve is required to be open to provide determined amount of water. LIS 1.8 SUBSTITUTIONS Sprinkler material shall be as specified. The sprinkler system has been designed according to the operating characteristics of the specified equipment. Therefore, no substitutions of equipment will be allowed except under provisions of Section 01630. LIS 1.9 RECORD DRAWINGS The Contractor is to provide record drawings on reproducible mylars as provided by the Owner. Information to be included will be the dimensional location of major components from permanent fixed points, such as buildings, walls, corners, sidewalks, curbs, etc. At least two actual measurement dimensions will be shown with a minimum of 75 degrees between the lines of measurement to each major item of the system, such as electric valves, quick couplers, main line shut-off valves, or wire splice boxes, etc. Single dimensions will be shown at appropriate intervals from permanent features to the main line piping and to the wire routing. Dimensions are to be recorded on the drawings so that maintenance personnel can locate and service these items. Since pipe routing shown on the plan is schematic by nature, actual routing shall be clearly indicated on the record drawing. LIS 1.10 DEVIATION FROM PLANS The Irrigation Contractor is cautioned to defend the hydraulics of this system by following the plans and specifications carefully. Particular attention should be LSI -3 City of Project No. LIS 1.11 LIS 2.1 LIS 2.2 given to operating controllers in alternate sequence, by not operating the system until flow controls or section valves have been adjusted to proper operating pressure, by not installing additional tees or elbows unless approved by the Landscape Architect or Owner's representative by following the manufacturer's recommendations for installation of all items, etc. Prior to start of construction, the Contractor will confirm the static water pressure in writing to the Owner's representative. SUBMITTALS A. Submit shop drawings and product data under provisions stated elsewhere. B. Include piping layout to water source, list of fittings to be used, control system, and wiring diagrams and data. C. Provide one sprinkler head of each type, complete with housing. Accepted samples may be used in work. GENERAL A. "Sprinkler Mains" are that portion of piping from water source to operating valves. This portion of the piping is under constant pressure. B. "Lateral Piping" is that portion of the piping from operating valves to the sprinkler heads. This portion of the piping is under pressure during operation of the system. C. "Quick Coupling Valve Lines" are considered a part of the sprinkler main. POLYVINYL CHLORIDE PIPE Polyvinyl chloride pipe (hereinafter referred to as PVC pipe) shall have been manufactured in accordance with the Product Standards as follows: A. Product Standard PS -22-70 shall apply and be the governing authority as applicable to main line piping and shall be SDR -21 (Class 200) specification. B. Product Standard PS 22-70 shall apply and be the governing authority, as applicable to PVC lateral piping, shall be per SDR -21 (Class 200) specification. C. 2 1/2" and smaller main line and lateral line piping will be solvent -weld joints. D. Marking and Identification: All PVC pipe shall be continuously and permanently marked with the following information: manufacturer's name, LSI -5 City of Project No. E. pipe size, type of pipe and material, SDR number, Commercial Standard Number and NSF (National Sanitation Foundation) Seal. LIS 2.3 PIPE FITTINGS A. 2 1/2" and smaller pipe fittings shall be PVC Schedule 40, as manufactured by the LASCO COMPANY, or equal. B. All PVC fittings shall be of the same material as the PVC pipe specified and shall be compatible with the PVC pipe furnished. C. Only solvent recommended by the manufacturer of the PVC pipe and the manufacturer of the PVC fittings shall be used. LIS 2.4 WIRE All valve wiring shall be 14 gauge copper single -conductor wire with 4/64" vinyl insulation as approved for direct underground burial in 30 volt AC or less service by the National Electrical Code. Where valve wires from two or more controllers are in the same ditch, wires are to be color coded. This color coding to be noted on record drawings. LIS 2.5 EXPANSION COILS Expansion coils, which arc to consist of approximately 10 wraps of wire around 1 " pipe, will be provided on each wire approximately every 100 feet. Wires are to be bundled and taped together every 10 feet. Provide expansion coil at each electric valve inside the valve box. LIS 2.6 WIRE SPLICES All wire splices shall be made with a mechanical connector and waterproofed according to the manufacturer's specifications. The wire splice shall be Spear's "DRY SPLICE," 3M "SCOTCH LOCK," or 3M DBY wire splice. ALL WIRE SPLICES SHALL BE IN VALVE BOXES, AND NO DIRECTLY BURIED OR UNDERGROUND SPLICES WILL BE ACCEPTED. LIS 2.7 MAIN LINE SHUT-OFF VLAVES ' All main line shut-off valves 2 ''/2" and smaller shall be bronze bodied, bronze fitted gate valves with threaded connections and a 150# W.G.O. rating. Valve stems shall be equipped with a heavy cast bronze wheel handle. NIBCO #T113. LIS 2.8 MATERIAL LIST See materials as designated on plans. All material shall be installed as per the manufacturer's recommendation and as per the details shown on the plan. ' LSI -6 City of Project No. � I LIS 2.9 DRAIN VALVES (if applicable) A. All mainline drain shall be installed as per the detail on the plan using a bronze bodied globe valve with a wheel handle. NIBCO #T211 B. Automatic drains shall be brass bodied, spring loaded valves that open with less than 3PSI. Automatic drains shall be located after the manual drain valves. LIS 2.10 MATERIAL LIST A. Refer to drawings for sprinkler data and requirements and other material requirements. Plans and specifications do not show all material required and do not show all installation details necessary for this installation. B. Provide six (6) No. C075 Quick Coupler Keys with No. 10 Hose Swivels as part of this contract. PART 3 - EXECUTION LIS 3.1 INSTALLATION, GENERAL A. Before installation is started, the Contractor shall place a stake where each sprinkler head, quick coupler valve, and electric valves are to be located in accordance with the plans. The staking shall be approved by the Landscape Architect or Owner's representative before the installation is started. Should a discrepancy in the plans become apparent at this time, such discrepancy shall be pointed out to the Landscape Architect or Owner's representative. Work must not proceed until the Owner's representative approves any design changes made necessary by such discrepancy. Should such changes create extra cost to the Contractor, approval for extra compensation shall be obtained in writing from the Owner's representative before commencing work. Should such changes create a savings in cost to the Contractor, a written reduction in the contract price shall be approved by the Owner's representative in writing before commencing work. B. The Contractor is cautioned to provide adequate protection to those using the site. Provide barricades as necessary. C. All material shall be installed in strict accordance to the manufacturer's installation specifications, which shall be considered a supplement to these specifications. D. Piping layout indicated is diagrammatic only. Route piping to avoid plants and structures. Provide full and complete coverage. LSI -8 City of Project No. E. Review layout requirements with other effected work. Coordinate locations of sleeves (under paving) to accommodate system. LIS 3.2 EXCAVATION. BACKFILL. AND PROTECTION OF SHRUBBERY, GENERAL A. All excavation in this contract shall be unclassified and is to include earth, loose rock, rock, or any combination thereof, in wet or dry state. B. All trenches shall be backfill with the material removed, except that no rock or debris, which can damage the pipe shall be used as backfill. In this case, the special backfill specifications shall take precedence over this general specification. (See 3.7) C. All trench backfill shall be water settled and compacted in order to prevent after -settling. Use only the minimum amount of water necessary to settle ditches. Flooding of ditches without compaction will not be permitted. D. All trenches and adjoining areas shall be hand -raked to finish grade. Remove rocks, excess dirt, and debris from the site. LIS 3.3 PIPE INSTALLATION Note: All pipe is to be inspected prior to the installation. Pay particular attention to mechanical damage resulting from shipment and storage and to defects, which occur during extrusion. Such defective pipe shall be removed from the site at the end of each workday. The Owner's representative shall have the option to accept or reject pipe that does not appear to be of good and uniform quality. 1. Main Line Piping: Pipe shall be installed in a 4" wide (minimum) trench with a minimum of 18" of cover. 2. Lateral Piping: All PVC lateral line piping shall be solvent -weld type. Install in 4 inch wide (minimum) trench deep enough to allow for installation of sprinkler heads and valves, but in no case with less than 12 inches of cover for rotary and/or spray zone laterals. 3. PVC Pipe Installation: ' 4. All lumber, rubbish and large rocks (over 2" diameter) shall be removed from the trenches. Pipe shall have a firm, uniform bearing for the entire ' LSI -9 City of Project No. I length of each pipeline to prevent uneven settlement. Wedging or blocking of pipe will not be permitted. Pad the trenches with sand if the ' trench is rocky. (See 3.7) 5. Never lay PVC pipe when there is water in the trench. Never lay PVC pipe when the temperature is 32 degrees F. or below. Pipe shall be snaked from side to side of trench bottom to allow for expansion and contraction. 6. All foreign matter or dirt shall be removed from inside of the pipe before welding and piping and shall be kept clean by approved means during and after laying of pipe. Backfilling of Trenches: Because of the expansion and contraction of PVC pipe, backfilling shall be done in the cool part of the day. If this is not possible or practical, water settling of trenches is necessary before and during backfill. Selected fill dirt or sand shall be used if soil condition is rocky or contains large clods. 8. After pipe installation is completed, flush system completely to remove any and all debris from piping prior to installation of adapters and sprinkler heads. 9. Replace and/or repair plant material, structures, and installations by other, damaged by work of this Section. D. PVC Pipe and Fitting Assembly: Contractor shall use only the solvent supplied and recommended by the manufacturer of the PVC pipe to be installed on this project site to make any solvent -welded joints. The pipe and fittings shall be thoroughly cleaned of dirt, dust and moisture before applying solvent. PVC pipe and fittings shall be cleaned with PVC primer or sanded with plumber's cloth before solvent welding. The Contractor shall make solvent welds with a non -synthetic bristly brush in the following sequence: 1. Apply an even coat of solvent to the outside of the pipe. Then, apply solvent to the inside of the pipe, making sure that coated area on the pipe is equal to the depth of the fitting socket. 2. Insert pipe quickly into the fitting and turn the pipe approximately 1/4 turn to distribute the solvent and remove air bubbles. Check all tees and ells for correct position; then hold joint for approximately 15 seconds so that LSI -10 City of Project No. LIS 3.4 LIS 3.5 3. pipe does not push out from the fitting. Wipe off any excess solvent with a clean rag. 4. Allow at least fifteen (15) minutes set-up time for each welded joint before moving. 5. On PVC to metal connection, the Contractor shall work the metal connections first. A non -hardening pipe dope such a Permatex #2, or equal, shall be used on all threaded PVC to metal joints, and light wrench pressure is all that should be used. Teflon tape or a liquid Teflon paste can also be used on all threaded PVC to metal joints, and light wrench pressure is all that should be used. 6. Where threaded PVC connections are required, use threaded PVC adapters into which the pipe may be welded. Teflon tape will be used on threads. AUTOMATIC CONTROLLERS/PEDESTALS A. Automatic controllers shall be supplied in accordance with the materials list and shall be located as shown on the plan. B. Owner will provide 120 volt, 20 amp service to within 5 ft. of controller location(s). Contractor shall provide service into the controllers as part of this contract. ELECTRIC VALVES A. Electric remote valves shall be supplied in accordance with the specifications and sized according to the plan. 1. Valves shall be installed in a level position. Valves shall be installed deep enough so that there will be at least 10" of cover over the valve. 2. Manufacturer's specifications and installation Instructions for the valve supplied shall become a part of these specifications. 3. A plastic valve box (with extension if necessary) shall be installed over the valve with the stem centered in the box to enable flow adjustment to be easily operated. A green plastic top shall be installed on the valve box flush with the final grade. LIS 3.6 HEAD INSTALLATION A. IMPORTANT: Backfill shall be specially tamped under the head flange and around the head for a distance of one foot by a suitable means, after trench backfill has dried from water settling. LSI -9 City of Project No. The purpose is to eliminate loose heads in the ground that would move when u\run over with mowers thereby creating a possible source of damage. B. CAUTION: Refer to Guarantee and Maintenance (1.6) regarding importance of backfill. C. ALL SPRINKLERS 1. All sprinklers shall be located 4" from back of curb and checked for proper operation and proper alignment for direction of throw. 2. After system is thoroughly flushed and ready for operation, each section of sprinklers must be adjusted to control pressure at heads. Use the following method, one section per time: Remove last head on section and install a temporary riser above grade. Install tee with pressure gauge attached on top and reinstall head with nipple onto tee. Correct operating pressure at last head of each section - 40 lbs. for rotary heads and 20 to 25 lbs. for spray heads. 3. The system shall flushed free of all dirt and debris prior to the installation of the heads. D. ROTARY HEADS 1. All rotary heads shall be installed 4" from back of vehicular curb using a full swing joint with schedule 40 PVC threaded fittings and Schedule 80 PVC nipples. The top of the head shall be no more than 1/2" above finished grade. Adjust part -circle arcs as required to complete coverage. E. SECTION VALVE WIRING 1. Section valve wiring shall be supplied in accordance with the specifications. Valve wires shall be bundled with plastic electrical tape every 10 feet. Wiring shall be inspected during installation to avoid any wiring with faulty insulation. Al wire splices shall be made with mechanical connectors, which are then waterproofed, and a 10" valve box is to be installed over all splices. LIS 3.7 SPECIAL BACKFILL SPECIFICATIONS A. If rock in encountered, the Contractor will remove the rock to a depth 2" below the bottom of the pipe. A minimum of 2" of sand bedding will then be installed completely around the pipe. LSI -1 l City of Project No. The next 4" of trench will then be backfilled with a select backfill free from ' rocks and debris and water settled. The remaining backfill will then be completed with the material remaining on site. No rocks larger than 2" in diameter will be allowed in this remaining backfill material. LIS 3.8 FINAL CLEAN-UP Upon completion of the work and before acceptance and final payment will be made, the Contractor shall clean and remove from the site of the work, his surplus and discarded materials, temporary structures and discarded materials and debris of every kind. He shall leave the site of the work in a neat and orderly condition equal to that which originally existed. Surplus and waste materials removed from the site of the work shall be disposed of at locations satisfactory to the Owner's representative. LIS 3.9 TESTS A. Prior to backfill, test system for leakage at furthest point of system to maintain 100 PSI pressure for one hour. System is acceptable if no leakage or loss of pressure occurs during test period. LIS 3.10 SYSTEM DEMONSTRATION A Instruct Owner's personnel in operation and maintenance of system, including adjusting of sprinkler heads. Use operation and maintenance material as basis for demonstration. (See 1.6/Guarantee and Maintenance) LSI -12 City of Project No. SECTION S SANITARY SEWER CONSTRUCTION SECTION S — SANITARY SEWER CONSTRUCTION, Section Page S.1 SCOPE................................................................................... S-1 S.2 PROTECTION OF WORK.......................................................... S-1 S.3 MATERIALS............................................................................ S-1 S.3.1 Testing of Materials................................................................ S-1 S.3.2 Storage of Materials................................................................ S-1 S.4 TRENCHING AND BACKFILL .................................................... S-2 S.4.1 Classification.......................................................................... S-2 S.4.2 Construction Methods............................................................. S-3 S.4.3 Sheathing, Shoring and Bracing ............................................... S-4 S.4.4 Pumping, Bailing and Draining ................................................. S-4 S.4.5 Support of Existing Pipes Across Trench ................................... S-5 S.4.6 Disposal of Excavated Materials ............................................... S-5 S.4.7 Protection of Trees, Plants, Shrubbery, etc ............................... S-5 S.4.8 Use of Explosives.................................................................... S-5 S.4.9 Jacking, Boring or Tunneling ................................................... S-6 S.4.9.1 Materials................................................................................ S-6 S.4.9.2 Construction Requirements..................................................... S-6 S.4.9.3 Construction by Jacking.......................................................... S-6 S.4.9.4 Construction by Boring............................................................ S-7 S.4.9.5 Construction by Tunneling....................................................... S-8 S.4.9.6 Joints..................................................................................... S-9 S.4.10 Protection of Buildings............................................................ S-9 S.4.11 Crossing To Be Kept Open ...................................................... S-9 S.4.12 Protection of Unfinished Work ................................................. S-9 S.4.13 Lights and Guards.................................................................. S-9 S.4.14 Backfill.................................................................................. S-10 S.4.14.1 Backfill Material...................................................................... S-10 S.4.14.2 Concrete Encasement (Class F4 Embedment) ........................... S-10 S.4.14,3 Cement Stabilized Backfill....................................................... S-10 S.4.14.4 Embedment........................................................................... S-11 Section Page S.4.15 Initial Backfill......................................................................... S-12 S.4.16 Final Backfill........................................................................... S-12 S.5 SEWER PIPE........................................................................... S-13 S.5.1 Polyvinyl -Chloride (PVC) Pipe for Gravity Mains ........................ S-13 S.5.2 Polyvinyl -Chloride (PVC) Pipe for Force Mains ........................... S-13 S.5.3 Profile Wall Pipe..................................................................... S-14 S.5.4 Reinforced Concrete Sewer Pipe with Rubber Gasket Joints....... S-14 S.5.5 Ductile Iron Pipe..................................................................... S-14 S.6 PIPE LAYING.......................................................................... S-15 S.7 PIPE JOINTS.......................................................................... S-15 S.8 MANHOLES............................................................................ S-16 S.9 MANHOLE DROPS................................................................... S-17 S.10 INSERT.................................................................................. S-17 S.11 CLEANOUTS........................................................................... S-17 S.12 STOPPERS............................................................................. S-17 S.13 CONCRETE............................................................................. S-17 S.14 CRUSHED STONE................................................................... S-17 S.15 SANITARY SEWER SERVICE .................................................... S-18 S.16 SEPARATION OF WATER AND SEWER LINES ........................... S-18 S.17 CONNECTION AND OPERATION OF ANY SEWER OR DRAIN...... S-21 S.18 CLEANUP............................................................................... S-21 S.19 MAINTENANCE....................................................................... S-21 S.20 INSPECTION AND TESTS ........................................................ S-21 S.20.1 Inspection — General............................................................... S-22 S.20.2 Visual Inspection.................................................................... S-22 S.20.3 Television Inspection Test ....................................................... S-23 S.20.4 Low Pressure Air Test............................................................. S-24 S.20.5 Vacuum Testing of Manholes ................................................... S-26 S.20.6 Deflection Test....................................................................... S-26 S.20.7 Compaction Test.................................................................... S-26 S.21 MEASUREMENT AND PAYMENT ............................................... S-26 ' SECTION S - SANITARY SEWER CONSTRUCTION S.1 SCOPE: ' These specifications for construction of sanitary sewer mains are intended to provide a minimum quality workmanship acceptable to the Town of Prosper and lack of any specifications not listed in this document in no way relieve the Contractor of full responsibility for providing a complete ' project of quality, finish appearance and satisfactory for operation. The Contractor shall furnish and install all materials, labor, and equipment for constructing the ' work included in these specifications and as detailed on the plans. Construction of all sanitary sewer systems shall comply with Texas Commission on Environmental Quality (TCEQ) Chapter 317 (Design Criteria for Sewerage Systems), latest revision. ' S.2 PROTECTION OF WORK: The Contractor will be held responsible for the care of all work until final completion and acceptance, and he will be required to make good, at his own expense, any damage or injury it ' may sustain for any cause. He shall assume all risks from floods and casualties of every description and make no charge for damages from such cause. ' S.3 MATERIALS:, The Contractor shall furnish and place materials meeting the requirements of these specifications, of the dimensions and types at the locations and elevations shown on the plans or established by ' the Engineer. All materials shall be approved by the Engineer before being installed and any of these materials placed before they are so approved shall be removed and replaced with approved materials. Materials received on the project shall be accompanied by an invoice completely identifying the quantity, quality, and source of the material. The manufacturer's certificate of ' compliance to the specifications shall be shown on the invoice or attached thereto. ' S.3.1 Testing of Materials: It shall be the sole responsibility of the Contractor to prove to the Engineer's satisfaction that materials furnished for the construction of sanitary sewer lines comply with these specifications. ' Sewer pipe shall be tested at the factory to see that the pertinent specifications are satisfied. The manufacturer shall furnish a certificate and test reports for each carload, showing the conformity of his material with the specifications herein, and that each and every piece of pipe ' and fitting have been inspected for visible physical defects and defective pieces rejected. S.3.2 Storage of Materials: ' Materials delivered to the site of the work prior to their use shall be stored so as to cause the least inconvenience to the public, and in a manner satisfactory to the Engineer. Materials that will deteriorate such as cement and mortar shall be stored in weather -tight buildings. Rubber gaskets shall be protected from direct sunlight, oils or contamination. Sewer pipe shall be stored and/or stacked in such manner as to prevent breakage. Pipe with pre -molded plastic joints shall be so stacked that the jointing material will not come in contact ' with the ground or other foreign material. I S-1 11 S.4 S.4.1 PVC pipe shall be delivered to the job site from the factory and stored at the job site in palletized units or bundles to prevent unnecessary deflection prior to installation. Each palletized unit shall be sized to limit the stacking of pipe to not more than sixty inches (60") high. Care shall be taken during the transporting of the pipe to insure that the binding and tie down methods do not damage or deflect the pipe in any manner. Pipe bent, deflected, discolored or otherwise damaged during shipping will be rejected. Pipe stored on the job site shall be covered with canvas or other opaque material to protect it from the sun's rays. Air circulation shall be provided under the covering. PVC pipe shall not be removed from the pallet and/or laid out along the ditch until the bedding material is in place and ready to receive the pipe. TRENCHING AND BACKFILL: This item consists of excavating all necessary trenches for the sanitary sewer system and backfilling after the pipe has been properly laid, inspected, and tested. This work shall include the furnishing of all labor, materials, tools, equipment, and machinery necessary for clearing and removing from the site of the work, wherever located, all obstructions, trees, stumps, brush, vegetation, and debris, and all earth, rock, and other materials to be excavated; the removal of existing structures except where specifically paid for as separate contract pay items; the stripping or removal of top soil or sod to be piled separately from other excavated materials and later to be restored to its original place after backfilling is completed; the furnishing, placing, and maintaining of all sheeting, shoring, and bracing necessary to protect the work and adjacent properties, all pumping, bailing, and draining necessary to keep the excavation free from seepage water, water from sewers, drains, ditches, creeks, and other sources; provision for the uninterrupted flow of sewers and surface waters during progress of the construction; the removal, after completion of the work, of all sheeting, shoring, and bracing not necessary to support the sides of the excavation; the satisfactory disposal of excess and unsuitable materials not required or which cannot be used for backfilling, tamping, compacting and refilling after settlement of all excavated areas; the restoring of all streets, alleys, fences, right-of-way, and other lands or structures, private or public, damaged or occupied by the Contractor in the performance of the contract, to as good a condition as they were prior to the beginning of the work. Classification: Excavation in trenches for sewer line construction will be unclassified and will not be paid for separately, but shall be included in the price bid per linear foot for the various sizes of pipe unless specific provision for separate payment is called for in the Special Provisions and on the Proposal Form. Where no separate classification is provided, the price bid shall be on the basis of unclassified trenching, and the Contractor shall satisfy himself as to the material and conditions to be encountered. "Unclassified" excavation will include all materials and conditions other than the above encountered in the excavation. S-2 S.4.2 Construction Methods: Trenches shall be excavated by a trenching machine, backhoe or dragline, except in locations where hand trenching is required. The banks of trenches shall be vertical, to a point one foot (1') above the top of the pipe. Trenches will be excavated to the lines and grades laid out by the Engineer or as shown on the plans. No change in locations of the lines is contemplated, but should any changes be made in ' the lines not materially altering the amount or character of the trenching to be done, the Contractor shall proceed with the changed alignment at the unit bid price. In case any change involves greater construction difficulties than the original alignment, the Owner and the Engineer ' will agree with the Contractor for extra compensation thereof, prior to the construction of the changed line or lines. The width of the trench on each side of the pipe bell shall be eight inches (8"). Minimum width of the trench shall be twenty-four inches (24'x. Trenches for sanitary sewer lines shall be of such depth so that the pipe may be laid at the invert elevation shown on the plans and/or established by the grade stakes set by the Engineer. The excavation shall not advance more than three hundred feet (300') ahead of the completed backfilled pipeline. Pipe shall be laid in all trenches that have been opened at the end of each ' day's work, unless the Contractor secures written permission to do otherwise from the Engineer. If the bottom of the trench becomes an unstable foundation for the pipe through the neglect of the Contractor to adequately shore or de -water the trench, the Contractor will be required to remove the unstable material and backfill the trench to the proper grade with approved compacted gravel, and no extra compensation will be granted for this material or work. Also, if the trench is inadvertently excavated deeper than necessary, it shall be backfilled to the ' proper grade with approved compacted gravel at the Contractor's expense. However, if the undisturbed material encountered at the grade depth constitutes In the opinion of ' the Engineer, an unstable foundation for the pipe, the Contractor will be required to remove such unstable material and backfill the trench to the proper grade with approved compacted material. Compensation will be made to the Contractor in accordance with a mutually agreed upon cost per cubic yard. The Contractor shall remove any water which collects in the trenches while sewer pipes are being laid. In no case shall water be allowed to run over the invert or foundation or through the sewer without permission from the Engineer. Water encountered shall be disposed of by the Contractor in a manner satisfactory to the Engineer. The bottoms of the trenches for all sewers shall be carefully and truly graded, formed, and lined according to the grades and dimensions furnished by the Engineer. They shall be approved by the Engineer before any sewer pipe is laid therein. Bell holes shall be excavated by hand. The Contractor shall excavate all trenches, including work necessary in working around existing pipelines or other obstructions. The Contractor shall give notice to the Owners of any such lines or obstructions in order that they may have time to take the necessary precautions for protecting their property. The Contractor shall be responsible for protecting the Owner from any damage from his operations in such work. S-3 S.4.3 S.4.4 In rock, excavation shall be carried six inches (6") below the bottom of the pipe and gravel, thoroughly tamped, shall be used for backfilling to the grade of the bottom of the pipe line as specified by the specific embedment required. After inspection of pipelines has been finished on any completed portion of the work, the trench may be backfilled. Backfilling shall be accomplished in compliance with the applicable portions of these specifications. Sheathing, Shoring and Bracing: The sides of all excavations shall be sheeted, shored, and braced in accordance with OSHA Regulations and installed by the Contractor's "competent person" so as to try to prevent slides, cave-ins, settlement, or movement of the banks and to maintain the excavation clear of obstructions that will in any way hinder or delay the progress of the work. In wet, saturated, or flowing materials, when it is necessary to install tight sheeting or cofferdams, wood or steel sheet piling of a design and type approved by the Engineer, who designed the trench safety plan, shall be used. All sheet piling, shoring, and bracing shall have sufficient strength and rigidity to withstand the pressure exerted and maintain the sides of the excavation properly in place and protect all persons or property from injury or damage. When excavations are made adjacent to existing building or other structures or in paved streets, particular care shall be taken to adequately sheet, shore, and brace the sides of the excavation to prevent undermining of, or settlement beneath, the structures or pavement. Underpinning of adjacent structures or pavement shall be done by the Contractor at his own cost and expense in a manner satisfactory to the Engineer and when required by the Engineer. The pavement shall be removed, the void satisfactorily refilled and compacted, and the pavement replaced by the Contractor; the entire expense of such removal and subsequent replacement thereof shall be borne by the Contractor. Sheeting, shoring, and bracing shall not be left in place unless otherwise provided for in the contract or authorized by the Engineer. The removal of sheeting, shoring, and bracing shall be done in such manner as not to endanger or damage either new or existing structures, private or public properties, and so as to avoid cave-ins or sliding of the banks. All holes or voids left by the removal of the sheeting, shoring, or bracing shall be immediately and completely filled and compacted with suitable materials. Sheeting, shoring, and bracing ordered left in place by the Engineer will be paid for at the unit price bid for this item, when such pay item is provided. In the event no separate pay item is provided, then the cost of sheeting, shoring, and bracing is to be included in such items as are provided. Pumping, Bailing and Draining: The Contractor shall immediately remove all surface or seepage water from sewers, drains, ditches, and other sources which may accumulate during the excavation and construction work by providing the necessary under drains or otherwise and by doing the necessary pumping, bailing or draining. The Contractor shall have available at all times sufficient equipment in proper working order for doing the work herein required. All water removed from excavations shall be disposed of in an approved manner so as to not create unsanitary conditions nor to interfere unduly with the use of streets, private driveways, or entrances. Pumping, bailing, draining, under drains, ditches, etc., shall be considered as incidental work and will not be paid for as separate items, but their cost shall be included in the contract prices bid in the Proposal for the various units of excavation measure. S-4 S.4.5 Support of Existing Pipes Across Trench: It shall be the responsibility of the Contractor to protect and support all water, gas, and other conduits crossed by the excavation or work to be performed by him or to arrange for their ' temporary removal and subsequent replacement. All expense incidental to this phase of the work shall be borne by the Contractor. S.4.6 Disposal of Excavated Materials: Excavated materials, so far as needed and of a suitable character, shall be piled adjacent to the work to be used for backfilling as required. Excavated materials unsuitable for the backfilling or ' in excess of that required for backfilling shall be disposed of in an approved manner at locations designated on the plans or approved by the Engineer. Desirable top soil, sod, etc., shall be carefully piled separately and replaced in its original position when required. Excavated materials shall be handled at all times in such a manner as to cause a minimum of inconvenience to public ' travel and to permit safe and convenient access to private and public property adjacent to or along the line of the work. In parkways and easements where It is necessary to deposit excavated materials on lawns during the work, burlap or canvas shall be placed on the lawn to prevent contact between excavated materials and the lawn. ' S.4.7 Protection of Trees, Plants, Shrubbery, etc.: Where trees, plants, shrubbery, etc., are adjacent to the line of the work and are not to be ' removed or are to be removed and replaced, the Contractor shall protect such trees, plants, shrubbery, etc., by substantial wooden boxes and guards and shall not permit machinery or employees to scrape, tear the limbs from or damage or attach guy cables to them, and if, in the ' opinion of the Engineer, such trees, plants, shrubbery, etc., would be damaged by machinery, etc., hand excavation may be required. The Contractor shall be responsible for all damages to adjacent trees, plants, shrubbery, etc. S.4.8 Use of Explosives: The plans and specifications do not require the use of explosives. After approval by the Engineer, should the Contractor elect to use explosives in the prosecution of the work, utmost care shall be ' exercised so as not to endanger life or property and the Contractor shall use only such methods as are currently utilized by persons, firms, or corporations engaged in a similar construction business. The Contractor shall be solely responsible for the determination as to whether ' explosives shall be used and for any result from the use of explosives and shall indemnify and hold the Owner whole and harmless against any claim or damage or injury to persons or property, real or personal, as the result of the use of explosives by the Contractor or any subcontractor. The Contractor shall furnish the Owner with evidence of insurance sufficient to ' cover any such possibility, in which insurance shall either include the Owner as an insured or be of such character as to protect the Owner. All explosives shall be stored in a safe and secure manner, under the care of a competent ' watchman at all times, and all such storage places shall be marked clearly "DANGEROUS - EXPLOSIVES". The method of storing and handling explosives and highly inflammable materials shall conform with Federal and State laws, Town ordinances, and Fire Department regulations, ' and to the satisfaction of the Engineer. The Contractor shall notify each utility company having structures in proximity to the site of the work of his intention to use explosives, and such notice shall be given sufficiently in advance to ' enable the companies to take such steps as they deem necessary to protect their property from 1 S-5 injury. Such notice shall not relieve the Contractor of responsibility for any damage resulting from his blasting operations. S.4.9 Jacking, Boring or Tunneling: This specification shall govern for the provision of the required opening for the installation of conduits by the methods of jacking, boring, or tunneling as shown on the plans and in conformity with this specification. S.4.9.1 Materials: The encasement and carrier pipe shall be of the type and strength as indicated on the plans. S.4.9.2 Construction Requirements: Where encasement or carrier pipe is required to be installed under railroad embankments or under highways, streets, or other facilities by jacking, boring or tunneling methods, construction shall be made in a manner that will not interfere with the operation of the railroad, highway or other facility, and will not weaken or damage any embankment or structure. During construction operations, barricades and lights to safeguard traffic and pedestrians shall be furnished and maintained, as directed by the Engineer until such time as the backfill has been completed and then shall be removed from the site. The drilling of pilot holes for the alignment of pipe prior to its installation by jacking, boring or tunneling will not be a requirement but may be necessary to maintain grade. The drilling of pilot holes will be considered as incidental work and the cost thereof shall be included in such contract pay items as are provided in the proposal and contract. The Contractor shall take the proper precautions to avoid excavating earth or rock or shattering rock beyond the limits of excavation needed to install the conduit. All damages by excavating and blasting, either to surface or subsurface structures, shall be repaired or replaced by the Contractor at his own cost and expense. The removal of any obstruction that may be found to conflict with the placing of this pipe will not be measured for payment or paid for as a separate contract pay item. The removal of any such obstruction will be included in such contract pay items as are provided in the proposal and contract. The Contractor shall dispose of all surplus materials at his own cost and expense at sites approved by the Engineer. S.4.9.3 Construction by Jacking: If the grade of the pipe at the jacking end is below the ground surface, suitable pits or trenches shall be excavated for the purpose of conducting the jacking operations and for placing end joints of the pipe. This excavation shall not be carried to a greater depth than is required for placing of the guide and jacking timbers and no nearer the roadbed than the minimum distance shown on the plans. At the other end of the pipe, an approach trench shall be excavated accurately to grade. All open trenches and pits shall be braced and shored in such a manner as will adequately prevent caving or sliding of the walls into the open trench or pit. Heavy-duty jacks suitable for forcing the pipe through the embankment shall be provided. In operating jacks, even pressure shall be applied to all jacks used. A suitable jacking head not less than six inches (6") larger than the outside diameter of the pipe, usually of timber, and suitable bracing between jacks and jacking head shall be provided so that pressure will be applied to the I ' pipe uniformly around the ring of the pipe. The jacking head shall be of such weight and dimensions that it will not bend or deflect when full pressure is applied at the jack. The jacking head shall be provided with an opening for the removal of excavated material as the jacking proceeds. A suitable jacking frame or backstop shall be provided. The pipe to be jacked shall be set on guides which are straight and securely braced together in such manner to support the section of the pipe and to direct it in the proper line and grade. All timber and other materials used in the construction of the jacking assembly will be of such quality and dimensions that they will withstand all stresses to which they are subjected in such a manner as to insure even pressures on the pipe during jacking operations. The whole jacking assembly shall be placed so as to line up with the direction and grade of the pipe. As the jacking proceeds, the embankment material shall be excavated slightly in advance of the pipe in such a manner to avoid making the excavation larger than the outside diameter of the pipe, with the excavated material being removed through the pipe. The excavation for the underside of the pipe, for at least one-third (1/3) of the circumference of the pipe, shall conform to the contour and grade of the pipe. The excavation for the top half (1/2) of the pipe shall conform closely to the outside diameter of the pipe and a clearance greater than two inches (2") will not be permitted. All voids between the pipe and the earth will be filled with grout 1:7 minimum proportioned mix grout with five percent (5%) to forty percent (40%) air entrainment. Grout holes may be provided in the pipe or grouting may be made through drill holes from the ground surface if practical. The grouting shall follow immediately upon completion of the jacking operation. All carrier pipe installed by jacking shall be supported by quarter point cradle of 2000 psi concrete across the jacking pit and to the first joint in the ditch section on each end. The distance that the excavation shall be extended beyond the end of the pipe depends on the character of the material, but it shall not exceed two feet (2') in any case. The pipe, preferably, shall be jacked from the low or downstream end. Lateral or vertical variation in the final position of the pipe from the line and grade established by the Engineer will be permitted only to the extent of one inch (1") per ten feet (10'), provided that such variation shall be regular and only in one direction and that the final grade of flow line shall be in the direction indicated on the plans. When jacking of pipe is once begun, the operation shall be carried on without interruption, insofar as practicable to prevent the pipe from becoming firmly set in the embankment. Any pipe damaged in jacking operations shall be repaired or removed and replaced by the Contractor at his entire expense. The pits or trenches excavated to facilitate jacking operation shall be filled immediately after the jacking of the pipe has been completed unless an encasement only has been installed; in which case, the trenches and pits shall be left open until the carrier pipe has been laid through and manholes have been built if required. The pits or trenches will then be backfilled in accordance with the location and conditions as are covered elsewhere in these specifications. If a carrier pipe is laid through an encasement pipe the bedding of crushed rock, concrete, grout or granular material, if any, will be considered a part of the unit price of the jacking operation. S.4.9.4 Construction by Boring: The hole shall be bored mechanically with a suitable boring assembly designed to produce a smooth, straight shaft and so operated that the completed shaft will be at the established line and grade. The size of the bored hole shall be of such diameter to provide ample clearance for S-7 S.4.9.5 bells or other joints. All carrier pipe installed by boring shall be supported by quarter point cradle of 2000 psi concrete across the boring pit and to the first joint in the ditch section. All voids will be grouted with a 1:7 minimum proportioned mix with five percent (5%) to forty percent (40%) air entrainment, and will be considered a part of the unit price of the boring operation. In addition to the requirements stated above, the applicable provisions of Section S.4.9.3, "Construction By Jacking", in regard to the construction of trench, tolerance in line and grade, method of operation, backfilling, etc., shall govern for construction by boring. Construction by Tunneling: The tunnel shall be excavated in such a manner and to such dimensions which will permit placing of the proper supports necessary to protect the excavation. The Contractor shall take the proper precautions to avoid excavating earth or rock or shattering rock beyond the limits of excavation shown on the plans. All damages by excavating and blasting, either to surface or subsurface structures, shall be repaired or replaced by the Contractor at his own cost and expense. Adequate provisions shall be made for safety and health of the workmen. All equipment operated in the tunnel shall be powered by either air or electricity. No equipment will be permitted in the tunnel that uses a petroleum product for fuel. Electric lights shall be used for illumination of the tunnel construction, for illumination of completed portions of the tunnel used for passage, and wherever lighting is needed for inspection of the work. Sufficient number of lamps shall be used to properly illuminate the work and all wiring for electric power and lights shall be installed and maintained in a safe and secure manner in accordance with the current applicable Electrical Code. The Contractor shall maintain the tunnel air in a condition suitable for the health of the workmen and sufficiently clear for surveying operations. A sufficient supply of fresh air shall be provided and maintained at all times in all underground places and provisions shall be made for the quick and complete removal of gases and dust resulting from blasting or other tunnel operations. Except when unnecessary due to natural ventilation, artificial ventilation shall be maintained in the tunnel by ventilating plants of ample capacity operated when needed to meet the preceding requirements. If required by the plans or as required for safety, suitable steel or timber sheeting, shoring and bracing shall be used to support the sides and roof of the excavation. Supports may be left in place provided that they clear the encasement or carrier pipe. No separate payment will be made for supports left in place. Nothing contained herein shall prevent the Contractor from placing such temporary or permanent supports as he shall deem necessary, nor shall it be construed as relieving the Contractor from his full responsibility for the safety of the work, and for all damages to persons and property. If the tunnel is to be lined with concrete as a monolithic structure, then the over -break, if any, or voids will be poured with concrete of the required strength as detailed on the plans. If the strength is not indicated, the twenty-eight (28) day strength will be a minimum of 3000 psi. The Contractor will not be compensated for over -breaks. No pipe shall be placed until the foundation is in a condition satisfactory to the Engineer. Tunnel dimensions shown on the plans are minimum dimensions and any excess excavation and subsequent backfill, concrete or grout fill, shall be at the expense of the Contractor. The pipe shall be laid in the tunnel true to the line of grade. Tolerance in line and grade shall be as specified in Section S.4.9.3., "Construction by Jacking." S-8 ' Unless otherwise indicated or specified, the entire void between the outside of the pipe and the tunnel walls or the inside face of the tunnel lining shall be backfilled with concrete having a minimum compressive strength of 2000 psi at twenty-eight (28) days or 1:7 minimum proportioned mix grout with five percent (5%) to forty percent (40%) air entrainment. No ' concrete or grout shall be placed around the pipe unless the permanent sheeting, bottom, sides and roof of the tunnel are in a condition satisfactory to the Engineer. The minimum thickness of concrete or grout backfill shall be maintained throughout. Concrete required for backfill in excess of the minimum dimensions shown on plan will be at the entire expense of the Contractor. All pipe damage during construction operations shall be repaired or removed and replaced by the Contractor at his entire expense. S.4.9.6 Joints: When reinforced concrete pipe twenty-four inches (24") and larger in diameter with tongue and groove joints is used for the encasement pipe, the Interior joints for the full circumference shall be sealed and packed with mortar and finished smooth and even with the adjacent section of pipe. ' S.4.10 Protection of Buildings: The Contractor shall, at his own expense, shore up and otherwise protect any building or other structure which may, in the opinion of the Engineer, be endangered during the work, and he shall restore all buildings, culverts, fences, walls, or other properties disturbed during his work to a condition similar or equal to that existing before his operations. ' The Contractor shall be responsible for any injuries to persons and property, for all damages to any pipe, conduit, sewer, or other structures injuriously affected by the work. The Owner shall not be liable therefore. ' S.4.11 Crossing to be Kept Open: At such street, railroad, and all other crossings as may be designated by the Engineer, the trenches are to be filled in such a manner as to prevent any serious interruption of traffic upon the roadway or sidewalks. The cost thereof shall be bome by the Contractor. 5.4.12 Protection of Unfinished Work: Before leaving work for the night, during a storm, or at other times, care must be taken to protect and securely close the unfinished end of the pipe. Any earth or other materials that may find entrance into the pipe through any such open or unplugged end of the pipe must be removed at the Contractor's expense. 5.4.13 Lights and Guards: The Contractor must provide and maintain adequate detours around the work under construction. The Contractor shall provide lights, warning signs, and/or watchmen in accordance with the Texas Manual on Uniform Traffic Control Devices (TMUTCD), latest revision, to provide adequately for the safety of the public. S-9 S.4.14 Backfill; Excavation shall be backfilled only with approved materials. The placing of backfill material shall not begin until approval has been given by the Engineer and shall be done immediately when so ordered by the Engineer. Backfilling shall be brought up to an elevation slightly above the original ground level to allow for subsequent settlement. The top surface or slopes of all backfill shall be neatly graded off in a workmanlike manner, and where select top soil, sod, or other material is removed and piled separately, such material shall be carefully replaced in a manner satisfactory to the Engineer. S.4.14.1 Backfill Material: Backfilling shall be done with good sound earth. Broken concrete, rock, bituminous pavement, or other lumpy material shall not be used in the backfill except as the lumps are small and their dispersal in the backfill is made in the upper section in a manner satisfactory to the Engineer. Materials of a perishable, spongy, or otherwise improper nature shall not be used in backfilling. Where good sound earth is not available from the excavated material, gravel cushion and/or granular backfill material will be used for the initial backfill operation to a point twelve inches (12") above the top of the pipe. Gravel cushion and/or granular backfill material will not be required when concrete encasement is specified or used around the pipe. No backfill shall be made until it is authorized by the Engineer. All debris shall be removed. Sheeting, shoring and bracing shall be pulled and removed during the progress of the backfilling in a manner satisfactory to the Engineer. S.4.14.2 Concrete Encasement (Class F4 Embedment): The pipe shall be supported by concrete block. Concrete encasement, when required, shall be composed of a free flowing material consisting of small stone, pea gravel, limestone chat, or pit run sand and gravel. The material shall be free from sticks, lumps, stones, and organic matter. Concrete encasement shall be poured either wet or dry as may be directed by the Engineer. Concrete encasement shall have an average compressive strength at twenty-eight (28) days equal to or greater than 3000 psi. When concrete encasement backfill material is specified or ordered by the Engineer to be poured DRY, the Contractor shall place this material on each side of the pipe for the pipe for the full width of the trench using shovels to cut the material back under the pipe and shall be tamped to a height of six inches (6") above the pipe to receive final backfill. Care must be exercised not to dislocate or disturb the grade or alignment of the pipe. If ordered by the Engineer to be poured WET, caution and care must be used not to float the pipe out of place. In the event pipes are floated out of proper position, they shall be removed and relayed at the expense of the Contractor. S.4.14.3 Cement Stabilized Backfill: Where backfill material shown or called for on the plans is cement stabilized the material shall extend from the top of the standard embedment to the natural ground elevation and include the entire width of trench. Cement stabilized backfill shall contain a minimum of two (2) sack mix (per yard of earth). S-10 S.4.14.4 Embedment: In the construction of sanitary sewer lines, the trench shall be excavated to a minimum depth of six inches (6") below the grade of the outside of the pipe. On sewer line construction, when, in the opinion of the Engineer, the subgrade material encountered at grade is soft, spongy, and unsuitable, it shall be removed to such a depth that the replacement thereof with firmly tamped gravel or crushed stone will provide an unyielding, stable foundation. Class F2 Embedment: the trench shall be filled with Standard Crushed Rock, Fine Crushed Rock or Natural Gravel up to 3/4 outside diameter of the pipe. (Standard PVC Pipe) Class F3 Embedment: the trench shall be filled with Standard Crushed Rock, Fine Crushed Rock or Natural Gravel up to 1/6 outside diameter of pipe. (Ductile Iron Pipe) Class F5 Embedment: the trench shall be filled with Standard Crushed Rock, Fine Crushed Rock or Natural Gravel up to six inches (6') above the pipe. (Deep SDR 35 PVC Pipe) A. Rock The stone used in cushion shall consist of durable particles of crushed rock and shall be free from lumps, stones over two inches (2') in diameter, free from frozen material or injurious amounts of salt, alkali, loam, vegetable or other organic matter. It shall have a wear of not more than forty percent (40%) when tested in accordance with Texas SDHPT Test Method TEX-410-A. Gradation is provided in table below: B. Gravel The gravel used in cushion shall consist of uncrushed stones meeting the requirements of wear as referenced in Section S.4.14.4(A) above. The material shall be washed and screened and not have by weight more than one percent (1%) organic matter, clays or loam and not more than five percent (5%) by weight of any one of or combination of slate, shale, schist or soft particles of sandstone. Gradation is provided in table below: When tested by standard laboratory methods, gravel cushion embedment shall meet the following requirements for percentage by weight as stated in the Texas State Department of Highways and Public Transportation Standard Specifications for Construction of Highways, Streets and Bridges. TABLE — GRAVEL CUSHION EMBEDMENT STANDARD CRUSHED ROCK (Aggregate Grade 4 or Size No. 57 ASTM C 33) Sieve Size Percent Retained on 1-1/2 inch 00/0 Retained on 1 inch 0% to 5% Retained on 1/2 inch 40% to 75% Retained on No. 4 90% to 100% Retained on No. 8 95% to 100% S-11 S.4.15 S.4.16 NATURAL GRAVEL Sieve Size Percent Passing 1-1/2 inch 100% Retained on 3/4 inch 100% Subgrades that have been allowed to become unstable by neglect of the Contractor, by improper drainage or lack of drainage, when in the opinion of the Engineer, the condition was caused by the neglect or fault of the Contractor, the Engineer shall order the Contractor to remove the unstable subgrade and replace the same with gravel at the expense of the Contractor, and no extra compensation will be allowed. Initial Backfill: After pipe has been laid and the joints have hardened to such an extent that they will not be damaged by backfilling operation, the pipe lines shall be backfilled in accordance with ASTM D- 698 as follows: Class F2 Embedment: Select or granular material compacted to ninety-five percent (95%) Standard Proctor Density a minimum of six inches (6") over the top of the pipe or as required by the Engineer. Class F3 Embedment: Select or granular material compacted to ninety-five percent (95%) Standard Proctor Density a minimum of six inches (6") over the top of the pipe or as required by the Engineer. Sand shall consist of clean, hard, durable, uncoated grains, free from lumps and organic material. All particles must pass a No. 8 sieve. Any special backfill where shown on the plans shall replace the backfill procedure shown herein. Detectable Metallic Tape ("Green -Caution Buried Sewer Below" or approved other) shall be installed after initial backfill on approximate centerline of pipe prior to final backfill. Final Backfill: The final backfilling operation shall be in accordance with ASTM D-698 and one of the following methods used for any of the initial backfill procedures. All final backfill material shall be less than six-inch (6") diameter. A. The remainder of the backfill shall be native material placed in uniformly compacted layers not exceeding six inches (6'� in loose depth and hand or mechanically tamped in a manner approved by the Engineer to ninety-five percent (95%) Standard Proctor Density. B. With Town approval where an existing street or driveway surface has been cut (asphalt pavements shall be saw cut before excavation), the following procedure is to be used in backfilling and replacing the pavement (unless otherwise shown on the plans): S-12 I S.5.1 1. The top twenty-four inches (24") of the trench shall be filled with crushed stone flex -base. 2. In not more than seventy-two (72) hours after backfill of the pavement cut is completed, unless otherwise approved by the Engineer, the Contractor shall remove the gravel backfill to a point and pour a minimum six-inch (6") thick concrete slab extending twelve inches (12") beyond the trench width. The slab shall be covered with twelve inches (12") flexible base (95% Standard Proctor Density) and then place fine graded surface course hot mix asphaltic concrete, which, when compacted, will be not less than one and one-half inches (1-1/2") thick or equal to the adjacent asphalt. C. Where concrete pavement is cut, the Town of Prosper Representative and the Contractor shall meet to determine the amount of removal. SEWER PIPE: Sewer pipe shall be as specified on the plans, bid proposed or herein. Sewer pipe shall conform to all the requirements for manufacture, resistance to action of acids, methods of tests, acceptance or rejection on results of test, permissible variations, workmanship, finish and marking of the current specifications. Polyvinyl Chloride (PVC) Pipe for Gravity Mains: The pipe and fittings shall be made of PVC having a cell classification of 12364 or 12454 as defined in ASTM Specification D-1784. The pipe and fittings shall be homogeneous throughout and free from visible cracks, holes, foreign inclusions or other injurious defects. The pipe shall be as uniform as commercially practical in color, opacity, density and other physical properties. Joints for PVC pipe and fittings shall be compression rubber gasket joints conforming to the material and performance requirements of ASTM D-3212 and F477. The bell shall consist of an integral wall section with compression rubber rings. PVC sanitary sewers shall be in conformance with the current ASTM designation D-3034, SDR35 or SDR26 for four -inch (4") through fifteen -inch (15") diameter and ASTM designation F679 for greater than fifteen -inch (15") diameter. Polyvinyl Chloride (PVC) Pipe for Force Mains: Unplasticized polyvinyl chloride pipe shall be the integral wall bell and spigot joint type which meets or exceeds all of the requirements set forth in ASTM Standard Specification D-3139 and F- 477 (latest revision). Latitudes in workmanship and finish allowed by ASTM notwithstanding, all pipe shall have smooth exterior and interior surfaces, be first quality, be free from cracks, blisters and other imperfections, and be true to theoretical shapes and forms throughout each length. PVC pipe shall be white in color. Twelve -inch (12'� and smaller pipe shall be ASTM D-2241 SDR 21. Pipes larger than twelve -inch (12'� shall be C905 DR25. S-13 S.5.3 5.5.4 5.5.5 The pipe will be extruded from clean, virgin, approved class 12454 PVC resin compound conforming to ASTM Specification D-1784; of the sizes shown in the proposal and on the drawings. Each pipe size to be furnished on this project shall be tested by the manufacturer, in accordance with the governing product standard, latest revision. Results of these tests shall be submitted to the Engineer with each truckload when delivered to the job site. Profile Wall Pipe If allowed by the Town Engineer, twenty-four inches (36'D and larger profile wall pipe shall conform to ASTM 794. "Helically wound" or "pipe stiffness series 10" profile wall pipe will not be allowed. Reinforced Concrete Sewer Pipe with Rubber Gasket Joints: Reinforced concrete pipe shall conform to the current specifications for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe, ASTM Designation C76 Class III, or Reinforced Concrete D - Load Culvert, Storm Drain, and Sewer Pipe, ASTM Designation C655. Reinforced Concrete Pipe is allowed only on lines larger than thirty inches (36'� in diameter. All rubber -type gaskets shall be of the round "O-ring" design, and shall be required to meet and be tested in accordance with specifications for Joints for Circular Concrete Sewer and Culvert Pipe, using Rubber Gaskets, ASTM Designation C443. The gaskets shall be the product of a manufacturer having a successful experience record of at least five (5) years in the manufacture of rubber gaskets for concrete pipe joints. Liner shall be provided with material approved by the Town Engineer. Ductile Iron Pipe : Ductile Iron Pipe for all aerial crossings and for sewer line construction, both gravity and force mains where called out on the plans, shall be centrifugally cast in metal molds in accordance with the latest revision of the following specifications: ANSI A21.51 (AWWA C151) Federal Spec. WW -P-421 C Joint details shall be rubber gasket in accordance with ANSI A21.11 (AWWA C111) Ductile Iron Pipe of all sizes and uses shall be thickness Class 50 with embedments as detailed in the plans and these specifications. Ductile iron pipe shall be bell and spigot or mechanical joint pipe. Ductile iron joint pipe shall be installed with a gasket as recommended by the pipe manufacturer. Just prior to assembly all surfaces with which it comes in contact shall be brushed thoroughly to remove all foreign material. Liner shall be provided with material approved by the Town Engineer. Concrete will not be permitted. 5-14 S.7 PIPE LAYING: This part shall include the furnishing of all labor and materials including pipe which shall meet the requirement of these specifications and shall be of dimensions and types at the locations and elevations shown on the plans or established by the Engineer. The construction of all sewers shall begin at the outlet or lower end, unless otherwise directed by the Engineer. Appurtenances shall be constructed as soon as the sewer of which they are a part is constructed to their locations. Upon request by the Contractor, the Engineer may permit postponement of the construction of manholes on sewers, and the Contractor shall, without additional cost to the Owner, lay the pipe continuously through the manhole location. The construction of appurtenances in advance of the construction of the sewer line will not be permitted. The appurtenances to sewers shall be constructed in accordance with the plans and these specifications. This work shall be done in such manner as not to damage any of the structure involved. No connecting sewer shall project beyond the inside surface of the sewers or appurtenances. The grade line shown on the profile is the elevation of the invert or flow line of the sewer. The Contractor shall establish the grade line in the trench or excavation from the grade stakes established by the Engineer. Pipe shall be laid in a straight line in the trench with no kinks or curves between manholes. The bottom of the trench shall be fine graded and bell holes provided such that the pipe will be supported on the entire length of the barrel. When construction is stopped temporarily and at the end of the day's work, tight fitting stoppers or bulkheads shall be securely placed in or across the ends of all pipes, such closures need not be watertight, but are to prevent trash and debris from entering the pipes. For all other structures, the Contractor shall make adequate provisions to prevent the entrance of trash and debris into the sewer. PIPE JOINTS: Joints for sewer pipe shall be one of the following: A. Factory made compression type joint on sewer pipe shall conform to the current Specifications Designation A.S.T.M. for sewer Pipe. The pipes, bells and grooves shall be wiped clean before laying and then a lubricant furnished by the pipe manufacturer shall be applied to both bell and spigot of the pipes and the spigot inserted into the bell at approximately a thirty degree (300) angle, push forward and lower firmly into place using either a metal bar or some other form of mechanical leverage. All superfluous joint material shall be completely removed from inside surface of all pipe. B. PVC pipe for gravity sewers shall be jointed with an integral bell, bell -and -spigot type rubber gasketed joint. Each integral bell joint and gasket shall meet the requirements of ASTM D- 3212 and ASTM F-477 and shall consist of a formed bell complete with a single rubber gasket. C. PVC pipe force mains shall be jointed with an integral bell and gasket meeting the requirements of ASTM F-477 and ASTM D-3139. Every reasonable precaution shall be taken to insure the construction of an absolute watertight sewer line. In case of infiltration, repairs will be required of the Contractor to correct the defective joints. 5-15 S.8 MANHOLES: Manholes for sanitary sewer shall be constructed of either Precast Reinforced Concrete Pipe Manhole Sections A.S.T.M. Designation C478, or Poured -in -Place type, and shall be constructed in accordance with the plans, appurtenance sheets, and these specifications. Either type may be brought to grade with grade rings to a maximum height adjustment of twenty-four inches (24'x. All concrete shall be designed to meet service conditions due to local soil, water, etc., characteristics. The Town of Prosper has soils of the Eagle Ford Shale Formation which can cause sulfate attack/deterioration of concrete if proper precautions are not undertaken in the concrete mix design. Methods on increasing the resistance of concrete to sulfate attack shall be based on American Concrete Institute (ACI) and Portland Cement Association (PCA) standards. A. Precast Reinforced Concrete Manhole: Precast Reinforced Concrete manholes used as a water containment structure, as required for sanitary sewers, shall be of the modified bell and spigot type, with an "0 -ring" rubber gasket and the risers and cones shall be placed bell down. Prior to placing each section of manhole riser or cone, the bells and spigots to be joined shall be thoroughly cleaned, the "0 -ring" gasket properly placed, lubricated and the joint pushed home. Lift holes shall be plugged with non -shrink grout. A poured in place 4000 psi concrete slab shall be placed on firm, well drained material or crushed rock foundation. The slab shall extend a minimum of twelve inches (12") below the pipe invert and a minimum of six inches (6") above the top of the pipe. The base riser with "butt end" shall be integrated into the concrete base. B. Poured in Place: Poured -in -Place manholes may be used in lieu of precast manholes. The base, wall and cone shall be poured and vibrated to assure a monolithic structure free from infiltration. All concrete shall have an average compressive strength at twenty-eight (28) days equal to or greater than 4000 psi. Manholes, including all types, shall be constructed in accordance with the plans and these specifications for materials and construction. All receiving manholes from force mains shall have a protective coating. Coating shall be approved by the Town Engineer. Cast iron frames and covers shall be imbedded in a full bed of mortar and shall have a full bearing with top at the established grade. No steps shall be placed in any manhole. Flow channel shall be built of concrete of one-half (1/2) section of pipe; the flow line shall be true and shall be trolled to a smooth, hard surface. Stubs will be made as directed by the Engineer. All pipe extending through the manhole walls shall be extended to property line or easement a minimum five feet (5� long with concrete cradle under entire length and tightly sealed in place using cement coupling with "0 -ring" rubber gasket, Kor-n-seal, A-lok or approved other. All manholes shall be marked on the curb or pavement with "MH". S-16 S.9 MANHOLE DROPS: This item shall include the wye, sewer pipe for stack, concrete and all necessary labor, accessories, and materials required to join and drop the entering sewer into the standard manhole as shown on the plans. 5.10 INSERT: Manhole insert shall be manufactured from corrosion proof material suitable for atmospheres associates with wastewater collection systems. They shall be made from High Density ' Polyethylene Copolymer material that meets ASTM Specification Designation D-1248 Class A, Category 5, Type III. The thickness shall be uniform one-eighth Inch (1/8") or greater, and manufactured to the size to be inserted into the manhole frame. ' The insert shall have a system of relieving pressure from the manhole or relieving a vacuum in the manhole. Insert shall include a lift strap and vent hole with vent disk as manufactured by Knutson Manhole Inserts or approved other. The venting system shall contain no moving parts which could be affected by grit accumulations nor have any parts subject to corrosion. The ' venting system shall not allow water to completely fill the insert, which during freezing weather could freeze and lift the manhole cover. Each insert should be installed In accordance with the manufacturers instruction. ' 5.11 CLEANOUTS: Cleanouts shall consist of a cast iron clean out boot and cover as manufactured by the Bass & ' Hayes Foundry Company, Inc., Pattern No. 339, or approved other and installed as shown on the plans. After installation of the boot, a block of concrete thirty-six inches (36") square by six inches (6") thick shall be poured level with the top of the boot. When the cleanout is not located under paving a concrete pad twenty-four inch (24') square, 3000 psi, six-inch (6'� thick with four ' (4) #3 bars shall be poured around cleanout. The price bid for a cleanout shall include the bend or wye in the main sewer line, all pipe up to the surface of the ground, the cast iron boot and the concrete pad or block around the boot. 'All cleanouts shall be marked on the curb or pavement with "CO". 5.12 STOPPERS: Stoppers shall be plugs of the proper size for the pipe or fitting in which they are installed. Stoppers will be furnished and installed by the Contractor where directed by the Engineer. 5.13 CONCRETE: Concrete for the construction of sanitary sewer appurtenances shall be of the strength required by these specifications and/or the plans. Where no strength is specified a minimum of 3000 psi ' at twenty-eight (28) days shall be required. 5.14 CRUSHED STONE: ' Crushed stone used in the construction of sanitary sewer lines shall be one-quarter inch (1/4") to one and one-half inches (1-1/2") in size. 5-17 S.15 S.16 SANITARY SEWER SERVICES: Practically all sanitary sewer services when specified and installed will be four -inch (4") diameter sewer pipe in residential subdivisions, six-inch (6') diameter in commercial developments. The proposal carries one item for sewer service connections and another for furnishing and installing sewer pipe in place on a unit price basis. The unit price bid for sewer service connection shall include furnishing and installing the wye or tee in the main sewer line. In general, the residential sewer service line will extend from the main sewer to ten feet (100 inside property line at a maximum depth of five feet (50 then at a forty-five degree (450) angle to four feet (40 above finished grade and capped. The sewer service line at the property line shall be at such a depth that will provide for a service line of the proposed building site with a minimum grade of one percent (1%) and a maximum grade of two percent (2%) from the building site to the property line. If there is a curb, the curb shall be sawcut with the "II" in good quality green paint at the point where the sewer service pipe passes under the curb. The subdivision plan shall be revised to indicate sewer service location as installed and shall indicate field measurement on ties to at least one (1) property corner. Standard sewer service connection shall consist of the service wye or tee. No fittings are permitted between the wye and the property line. Sanitary sewer services shall not be attached to sewer mains that are deeper than twelve feet (120. SEPARATION OF WATER AND SEWER LINES: Sanitary sewers, manholes, etc., shall be designed and constructed to comply with the Texas Commission on Environmental Quality (TCEQ) Chapter 317 (Design Criteria for Sewerage Systems). These rules and regulations are divided into several parts among which include the following requirements. A. Sanitary sewers shall be installed no closer to water lines than nine feet (9') in all directions. Sewers that parallel water lines must be installed in separate trenches. Where the nine -foot (9') separation distance cannot be achieved, the following guidelines will apply: 5-18 TABLE - SEPARATION OF WATER AND SEWER LINES Condition Location MATERIAL MINIMUM SEPARATION Comments Wgr I sewer Vertical I Horizontal NEW WATER AND NEW SEWER SYSTEM Sewer force main and gravity Water above CI DI PVC Std 2 feet 4 feet Separate trenches sanitary sewer Sewer 150 psi parallel to water main Gravity sanitary Water above Sewer o Std CI DI PVC 6 inches N/A Center one joint of sewer sewer crossing Sewer above pipe on water main. Cement water main Water 150 psi stabilize sand backfill 12 feet past joints. Cement stabilize sand backfill Gravity sewer Water ABS, Clay initial backfill zone of sewer crossing water above Std Concrete 2 feet N/A for 9 feet each side of main Sewer Composite crossing. Center one joint of sewer pine on water main. NEW WATER AND EXISTING SANITA tY SEWER If sewer shows no sign of New water Water ABS, Clay, leakage, then leave sewer parallel above Std Concrete 2 feet 4 feet alone. If sewer shows existing Sewer CI DI PVC signs of leakage, then sewer reoair or replace. If sewer shows no sign of New water Water ABS, Clay, leakage, then leave sewer crossing existing above Std Concrete 2 feet N/A alone. If sewer shows signs sewer Sewer Composite of leakage, then repair or replace. Replace existing sewer New water Water ABS, Clay, with one joint CI, DI, PVC crossing existing above Std 2 feet N/A 150 psi, centering over sewer Sewer ComConcreteosite p water line. Replace exist. sewer with CI, New water Water DI, PVC 150 psi, or cement parallel to above Std ABS, Clay, 2 feet 4 feet stabilized sand backfill in initia existing sewer Sewer Concrete backfill zone of sewer where Composite parallel closer than 9 feet, or encase the water in 150 psi pine two nominal sizes larger., S-19 TABLE - SEPARATION OF WATER AND SEWER LINES (continued) Condition Location MATERIAL MINIMUM SEPARATION Comments Wa e I Sewer Vertical Horizontal ' EXISTING WATER AND NEW SANITARY SEWER Water above New sewer Sewer CI DI PVC ' parallel to OR Std 2 feet 4 feet Separate trenches existing water Sewer above 150 psi Water ' Water above New sewer Sewer OR Std CI DI PVC 6 inches N/A Center one joint of sewer pipe -rossing existing Sewer above in water line. Nater Water 150 psi ' Cement stabilized sand New sewer Water backfill initial zone of sewer crossing existing above Std ABS, Clay, 2 feet N/A for 9 feet each side of water Sewer Concrete crossing. Center one joint of Composite sewer pipe on water main. 1. Where a sanitary sewer parallels a waterline, the sewer shall be constructed of cast iron, ductile iron or PVC pipe meeting ASTM specifications with a pressure rating of 150 psi for both the pipe and joints. The vertical separation shall be a minimum of two feet (2') between outside diameters and the horizontal separation shall be a minimum of four feet (4') between outside diameters. The sewer shall be located below the water line. 2. Where a sanitary sewer crosses a water line and the sewer is constructed of cast iron, ductile iron or PVC pipe with a minimum pressure rating of 150 psi, an absolute minimum distance of six inches (6") between outside diameters shall be maintained. In addition, the sewer shall be located below the water line where possible; and one length of the sewer pipe must be centered on the water line. 3. Where a sewer crosses under a water line and the sewer is constructed of ABS truss pipe, similar semi-rigid plastic composite pipe, clay pipe or concrete pipe with gasketed joints, a minimum two foot (2') separation distance shall be maintained. The initial backfill shall be cement stabilized sand (two or more bags of cement per cubic yard of sand) for all sections of sewer within nine feet (9') of the water line. This initial backfill shall be from one-quarter (1/4) diameter below the centerline of the pipe to one (1) pipe diameter, but not less than twelve inches (12") above the top of the pipe. 4. Where a sewer crosses over a water line, all portions of the sewer within nine feet (9') of the water line shall be constructed of cast iron, ductile iron, or PVC pipe with a pressure rating of at least 150 psi using appropriate adapters. In lieu of this procedure the new conveyance may be encased in a joint of 150 psi pressure class pipe at least eighteen feet (18') long and two (2) nominal sizes larger than the new conveyance. The space around the carrier pipe shall be supported at five feet (5) intervals with spacers or be filled to the springline with washed sand. The S-20 encasement pipe should be centered on the crossing and both ends sealed with cement grout or manufactured seal. B. Unless sanitary sewer manholes and the connecting sewer can be made watertight and tested for no leakage, they must be installed so as to provide a minimum of nine feet (9') of horizontal clearance from an existing or proposed water line. Where the nine -foot (9') separation distance cannot be achieved, a carrier pipe (as described in subsection 4 above), may be used where appropriate. 0 S.17 CONNECTIONS AND OPERATION OF ANY SEWER OR DRAIN:, ' The Owner shall have the right to make connections with and operate any and all parts of the sewer or drain when, in the opinion of the Engineer, such connection does not In any way interfere with the progress of the work. It is understood that by making such use of connections, the Owner does not accept the sewer or waive its right to object to any defects found therein ' until the same has been finally inspected by the Engineer and found to be in accordance with the contract and the specifications. S.18 CLEANUP: During construction the Contractor shall maintain the premises in an orderly, neat, and presentable manner. Scraps and debris shall not be left scattered but shall be assembled together and such as are unusable shall be moved from the premises or disposed of to the ' satisfaction of the Engineer. The Contractor shall make a final cleanup of all parts of the work before final acceptance by the Owner. This cleanup shall include among other things, left over construction materials, equipment, scraps, removal of all objectionable rocks, pieces of concrete, and other debris. Earthwork shall be smoothed and graded to the lines shown on the plans. Backfill over all trenches shall be left in a uniform and neat condition. ' Disposal is not to be made on adjacent private or public property without written permission filed with the Engineer. If permission is granted by the property owners, the material so disposed of is to be leveled and left in a condition satisfactory to the Engineer. S.19 MAINTENANCE: All sewers and sewer structures shall be thoroughly cleaned and maintained in a workable condition until final acceptance. S.20 INSPECTION AND TESTS: Tests and inspection will be made on the entire project by sections designed by the Engineer to ascertain that the main is in an acceptable condition to perform the function for which it was designed and constructed. The Town will furnish the Inspector to observe the construction of the project on a routine basis. No final acceptance will be given until the entire project has been completed; including all tests conducted and passed as may be required. S-21 S.20.1 S.20.2 Inspection — General: During the process of unloading, all pipe and accessories shall be inspected by the Contractor for loss or damage in transit. No shipment shall be accepted by the Contractor until notation of any lost or damaged material shall have been placed on the bill of lading by the agent of the carrier. All material found during the progress of the work to have cracks, flaws, or other defects will be rejected by the Engineer, and the Contractor shall promptly remove from the site of the work such defective material. The Contractor shall be responsible for all material furnished to him or by him and shall replace at his own expense all such material that is found to be defective in manufacturing or that has become damaged in handling after delivery by the manufacturer. The Contractor shall be responsible for the safe storage of material furnished by or to him until it has been incorporated in the completed project. Pipe fittings, manholes, and other accessories shall be unloaded at the point of delivery, hauled to, and distributed at the site of the project by the Contractor. They shall, at all times, be handled with care to avoid damage. In loading and unloading they shall be lifted by hoists, slid or rolled on skidways in such a manner as to avoid shock. Under no circumstances shall they be dropped. Pipe handled on skidways must not be skidded or rolled against pipe already on the ground. In distributing the material at the site of the work, each piece shall be unloaded opposite or near the place where it is to be laid in the trench. Pipe shall be handled in such a manner that a minimum amount of damage to the coating will result. Damaged coating shall be replaced in a manner satisfactory to the Engineer. Pipes shall be placed on the site of the work parallel with the trench alignment and with bell ends facing the direction on which the work will proceed unless otherwise directed. Visual Inspection: During the course of the construction, the Project Inspector will take continuous routine inspection to ascertain that the project is being constructed in accordance with the plans and specifications and that the materials are of the type and kinds specified. Upon completion of the project, or part of the project, the Engineer or his authorized representative (the Project Inspector), in the company of a representative of the Contractor (usually the Job Foreman), will make a visual inspection of the entire project, or a part of the completed project, checking, but not limited to, the following items: A. Verify that all ditches are properly flushed or jetted, if this method of compaction Is approved by the Engineer, to obtain maximum consolidation of backfill and to secure good bedding. Start at the low end of each line and observe each manhole as flushing or jetting proceeds up grade, to isolate any infiltration which may occur. B. Check all cleanouts for: 1. Location and accessibility Correct size and type of casting Correct cover - verify that it will turn and lock S-22 4. Ease of rodding, and 5. That the plug is in place and free to be lifted. C. Check all manholes for: 1. Correct type and weight of casting and cover a. "Sanitary Sewer" on lid b. Two (2) lifting holes, large enough to admit sharp point of pick or of the type specified on the plans. C. All trash, debris, and spilled mortar removed from bottom. 2. General appearance, including: a. Vertical walls, of correct inside diameter and proper taper to chimney b. No excess mortar on inside C. All trash, debris, and spilled mortar removed from bottom. 3. Correct grading of ground to slope away from manhole top and to see if manhole markers are in place. 4. Sound inflow and outflow pipe. 5. Water -tight plugs installed in stub -out (if any) 6. Properly shaped inverts of correct height and width, with smooth -finished channel. D. Where pipe is sufficient in size for personnel to enter, the Inspector should check for: 1. Cracked pipe and bells 2. Proper spacing of gaskets 3. Visual Infiltration ' E. Verify that all other special structures are in accordance with the plans. F. After corrections have been made, if any, the final inspection may consist of a television Inspection, and/or additional infiltration test. ' S.20.3 Television Inspection Test: Television inspection tests are required on all sewer mains and sewer services as identified on the ' construction plans. Any line or lines found to be defective will be corrected at the Contractor's expense. 11 I I S -23 11 S.20.4 Low Pressure Air Test: This item covers the testing of completed sections of installed sewer pipe using low pressure air. The Contractor shall conduct low pressure air tests on all completed sections of sewer mains prior to paving and again at final Inspection. The air test results will be used to evaluate materials and construction methods on sections of the pipe lines, and successful air tests shall be mandatory to prove acceptability of the sewer lines. Air testing shall be in accordance with the following specifications: A. Equipment Required for Test The equipment used for testing will not be installed as a part of the project but shall be furnished and will remain the property of the construction contractor, 1. Telethermometer The telethermometer shall be as manufactured by Yellow Springs Instrument Company Model #43 TD or equal. The telethermometer probe shall be W.H. Curtain, Number 216071<6 or equal. The probe extension leads shall be long enough to reach a recording station in a safe position and shall be W.H. Curtain Company Catalog Number 2167R or equal. 2. Compressor Air Supply Any source which will provide at least three hundred (300) cubic feet per minute at 100 psi. Plugs, Valves, Pressure Gages, Air Hose, Connections and other equipment necessary to conduct the air test shall be furnished by the Contractor. The test equipment for air testing will consist of valves, plugs, and pressure gages used to control the rate at which air flows to the test section and to monitor the air pressure inside the plugs. B. Preparation for Test: Flush and clean the sewer line prior to testing, thus serving to wet the pipe surface as well as clean out any debris. A wetted interior pipe surface will produce more consistent results. Plug all pipe outlets to resist the test pressure. Give special attention to stoppers and laterals. C. Procedure: 1. Insert the temperature probe inside the section to be tested and seal both ends 2. Apply air pressure until the pressure inside the pipe reaches 4 pounds per square inch guage (PSIG). 3. Allow the temperature and pressure inside the pipe to stabilize at a minimum pressure of 2.5 PSIG for a period of twenty (20) minutes prior to the start of the testing operation; then either increase or decrease the pressure to 3.5 PSIG prior to the start of the testing. S-24 4. At 3.5 PSIG the time, temperature, and pressure will be observed and recorded. A minimum of five (5) readings will be required for each test. 5. If the pipe to be tested is submerged in ground water, increase all gate pressures ' by adding 0.43 psi for each vertical foot of ground water over the top of the pipe. 6. This test procedure may be used as a presumptive test which enables the installer to determine the acceptability of the line prior to backfill and subsequent construction activities. If the time in seconds, for the air pressure to decrease from 3.5 PSIG to 2.5 PSIG is equal to or greater than that shown in the following table, the pipe shall be presumed to be free from defect. When these rates are exceeded, pipe breakage, joint leakage or leaking plugs are indicated and an inspection must be made to determine the cause. After repairs have been made by the Contractor another test shall be required on the section that has failed to pass the air test. ' TABLE — DURATION REQUIREMENTS FOR AIR TESTING Pipe Diameter D (Inches) 6 8 10 12 15 18 21 24 27 30 33 Minimum Time T (Seconds) 340 454 567 680 850 1020 1190 1360 1530 1700 1870 Lenqth for Minimum Time, L (Feet) 398 298 239 199 159 133 114 100 88 80 72 Time for Lonaer Lenath (Secondsl 0.855(L) 1.520(L) 2.374(L) 3.419(L) 5.342(L) 7.693(L) 10.471(L) 13.676(L) 17.309(L) 21.369(L) 25.856(L) Specification time required for loss of pressure from 3.5 PSIG to 2.5 PSIG for size and length of pipe indicated computed from the following equation: T = (0.085*D*K)/Q Where: T = Time for pressure to drop 1.0 pounds per square inch gauge (PSIG), in seconds. D = Average inside pipe diameter, in inches. K = 0.000419*D*L, but not less than 1.0. L = Length of line of same pipe size being tested, in feet. Q = Rate of loss, 0.0015 cubic feet per minute per square foot internal surface shall be used. The Contractor shall furnish and witness the testing of the low pressure air test. The test report shall be prepared on a form acceptable to the Engineer. Complete test records shall be furnished for all line construction on this project. S-25 S.20.5 S.20.6 S.20.7 S.21 Vacuum Testing of Manholes: Each manhole shall be tested immediately after completion and prior to any backfilling. Lift holes shall be plugged with non -shrink grout. No grout is allowed in horizontal joints prior to testing. All lines shall be securely plugged. A vacuum of ten inches (10") of mercury shall be drawn. The time required for the vacuum to drop to nine inches (9") will be measured. The manhole passes if the following times are met: 4' diameter M.H. > 60 seconds 5' diameter M.H. > 75 seconds 6' diameter M.H. > 90 seconds Failed manholes shall be repaired and retested until they pass. The Contractor shall furnish and witness the testing of the low pressure air test. The test report shall be prepared on a form acceptable to the Engineer. Complete test records shall be furnished for all line construction on this project. Deflection Test: Upon completion of PVC sanitary sewer pipe installation, the Contractor shall pull a mandrel through the pipe to test for a maximum five percent (5%) deflection. The mandrel shall be sized at ninety-five percent (95%) at the base inside pipe diameter. Compaction Test: Frequency of tests shall not be less than one (1) for any pipe section and every three hundred linear feet (300 of main pipe per two feet (2� of lift until final grade, starting at two feet (2') above top of pipe. Sewer services are to be tested at a rate of one (1) for every six (6) services staggered or every three hundred linear feet (300 of sewer service installed. Each sewer manhole will receive a density test every two feet (2� of lift until final grade, alternating around all quadrants. Every other main and stubout that crosses the existing or proposed street, alley, or firelane subgrade shall also receive at least one set of density tests. All ditches shall be mechanically tamped and compacted to ninety-five percent (95%) Standard Proctor Density at zero percent (0%) to four percent (4%) above optimum moisture. Water jetting is not permitted. If there is any doubt in the opinion of the Engineer that the compaction requirements as stipulated have not been met, then the Engineer may order such Density Test made by a soils engineering firm at the expense of the Owner. If these tests prove that the backfill is not of sufficient compaction, then the Contractor will be required to remove the backfill and replace the backfill properly compacted to obtain the value required or re -compact to secure the compaction required. If a retest indicates that compaction is not satisfactory, the retest will be at the Contractor's expense. MEASUREMENT AND PAYMENT The bid items include the work of every nature required for the completion of the job in every respect except as may be otherwise provided for in these specifications. The Contractor shall include the furnishing of all materials and labor, including any incidental labor, in his bid prices. S-26 � S-27 L Concrete encasement measurement and payment will be made by the cubic yard in place. 0� l The minimum width of asphalt pavement replacement will be as follows for the size pipe Trenching and Backfill: shown as installed. All pavement replacement outside these limits will be at the Contractor's & Trench excavation for for ^� MINIMUM WIDTH FOR ASPHALT sewers unclassified excavation will not bemeasured directly, but ' Pine Diameter Pavement ReDVscememt ~� lbe included in the price bid per �th�the vadous sbesofsevw* lines and mains as ' bid D. inthe proposal. 0� N� Unclassified excavation is not a pay item and will not be paid for d|nod|y but shall be 8 4 included insuch other items asare provided. 10 | 44 C. Payment for all special excavation, if applicable, will be in addition to the price bid for pipe m� 16 and above / PipeO.D. + 30 line innormal excavation and will beper linear foot oftrench orspecial excavation. d) Provisions of Pipe: Sewer pipe ofthe class stated inthe proposal oronthe plans ori^~�p~`~' D. Sheathing left in place will be paid for by the cubic yard in place, per M.C. B.M. -- E. Backfilling will not be paid for directly but will be included in the unit price bid per linear foot for the various sizes nfpipe. Fifteen percent (1S96) ofthe price bid for sanitary sewer mains complete in place may be withheld for incomplete or unacceptable backfill, F Gravel cushion, grave/ embedment and granular backfill will not bemeasured directly, but will be included in the price bid per foot for the various sizes ofsewer lines and mains as bid N� iothe proposal. G. Tunneling, boring, and/or jacking shall be paid for at the unit bid price per ||namr hnut VVheno casing is required to be placed by tunneling, boring or Jacking, the casing and furnishing the casing complete in place and will be paid for atthe unit bid price per linear foot. H. Casing of sewer pipe shall be paid for at the unit bid price per linear foot in place when placed inopen cut, � S-27 L Concrete encasement measurement and payment will be made by the cubic yard in place. 0� l The minimum width of asphalt pavement replacement will be as follows for the size pipe shown as installed. All pavement replacement outside these limits will be at the Contractor's expense. ^� MINIMUM WIDTH FOR ASPHALT ' Pine Diameter Pavement ReDVscememt ~� | ��c�� (Inches) | 2 30 4 | 36 N� 6 | 36 8 4 10 | 44 N� 12 ( 46 -- 16 and above / PipeO.D. + 30 N� d) Provisions of Pipe: Sewer pipe ofthe class stated inthe proposal oronthe plans ori^~�p~`~' N� all sizes will be measured by the linear foot complete in place including , embedment and backfilling. � S-27 Manholes: A. Standard or minimum depth manholes, up to ten feet (10') deep, unless specified otherwise in the proposal, will be measured and payment made by the unit of one (1) complete in place including all necessary materials, labor, equipment, and incidentals necessary to construct the manholes, including excavation, backfill, and concrete foundations. B. Drop manholes will be measured by the unit of one, up to ten feet (1'-10') deep, unless specified otherwise in the proposal. Measurement and payment will include the standard manhole and drop connection, complete in place, including full compensation for furnishing all materials, labor, equipment, and incidentals necessary to construct the manholes, including excavation, backfill, and concrete foundations. C. Additional depth for standard and drop manholes deeper than ten feet (10'), unless specified otherwise in the proposal, will be measured by the vertical foot. The price bid per additional foot of depth for standard and drop manholes shall be full compensation for furnishing all materials, labor, equipment, and incidentals necessary to construct the additional depth of manhole and addition length drop connection. D. Stubs will not be measured for payment as separate contract items, their cost to be included in the price bid for manholes. Cleanouts: Shall be measured by the unit of one (1) complete in place. The price bid for each clean-out shall be full compensation for all materials, equipment, labor, incidental work, including excavation and backfill, necessary to complete the work. Stoppers: No separate payment will be made for stoppers. The cost of such work shall be included in the price bid for pipe in place. Concrete: All concrete cradles, concrete encasement, or concrete used in the construction of piers or creek crossings will be measured by the cubic yard of the particular class of concrete complete in place. This item does not include concrete used in making extra depth sewer service connections. Steel: Reinforcing steel as called for on the plans or ordered by the Engineer will not be measured separately but the cost of reinforcing steel is to be included in such other items as are provided in the Proposal. Sanitary Sewer Service: Standard service connections will be measured by the unit of one (1) complete in place. Each standard sewer service connection shall include the service wye with necessary one-eighth (1/8) bends. Standard sewer service connections shall be paid for at the price bid for each complete in place. Low Pressure Air Test and Vacuum Tests: No separate payment will be made for the tests. The cost of the tests shall be included in the bid price for pipe in place. S-28 GENERAL REFERENCE ITEMS 6617 Rcd Bud Road Fort worth, Texas 76135 817-307-8266 817-238-1520 fax • Comments: Three structural documents with notes and section for use on three monument signs at the Prosper Town Center. Digitally sealed. Chandler Signs To: From: Philippe Lalonde Attn: Doug Hallam Address: dhallamna chandlersigns.com Pages: 1 City/State Phone: (972)739-6515 Date: January 30, 2008 Re: Prosper Town Center Monument signs cc: Project #: 089903 ❑ Urgent x For Your Use ❑ Please Comment ❑ Please Reply ❑ Please Recycle • Comments: Three structural documents with notes and section for use on three monument signs at the Prosper Town Center. Digitally sealed. Feoser4e I -x IRS:- 5�414 f, A Ir ra) 140 V%Ae or sA�ALe- p Q z � 01 t•� � S^ 4A6 8494?\ L N p E a O oy� Eu n m T n¢ (J2 ml CL - St's" I Q 2 u� a r ry O — V 3�W V z 0 Y Z zo IL uo VA }Y5zo f • h1�yw �� U 4 (t LP • ,j IL C 4 tl ' GENERAL CONDITIONS 1. BUILDING AND DESIGN CODES: ' A. INTERNATIONAL BUILDING CODE 2003 B. ACT 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, THE LATEST EDITION C. ACI DETAILING MANUAL 1994, PUBLICATION SP -66(94) D.ACI 530 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, THE LATEST EDITION 2. DESIGN LOADS: A. WIND LOADS: ' 3 SECOND GUST WIND SPEED: 90MPH EXPOSURE: C IMPORTANCE FACTOR: 1.0 INTERNAL PRESSURE COEFFICIENT: Gcp=+/- 0.18 3. GENERAL REQUIREMENTS: A. VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO BEGINNING WORK OR FABRICATING MATERIALS. NOTIFY A/E OF DISCREPANCIES BEFORE PROCEEDING WITH ANY PHASE WORK. B. DO NOT SCALE DRAWINGS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS. C. SEE ARCHITECTURAL DRAWINGS FOR ELEVATIONS NOT SHOWN. THE CONTRACTOR SHALL COMPARE THE STRUCTURAL SECTIONS WITH ARCHITECTURAL ELEVATION AND SECTIONS AND REPORT ANY DISCREPANCY TO THE ARCHITECT PRIOR TO FABRICATING OR INSTALLING STRUCTURAL MEMBERS. FOUNDATION 1. FOUNDATION DESIGN IS BASED UPON ASSUMED VALUES FOR SOIL PROPERTIES TAKEN FROM IBC 2003 Philippe TABLE 1804.2 2. FOUNDATION DESIGN IS BASED ON 1500 PSF ALLOWABLE BEARING CAPACITY. 3. DO NOT PLACE FOOTINGS OR SLABS AGAINST SUBGRADE CONTAINING FREE WATER, FROST, OR ICE. Lalonde SUBGRADE PAD PREPARATION RECOMMENDATIONS I. ALL VEGETATION, CONCRETE, STUMPS, BRUSH, ABANDONED STRUCTURES, ROOTS, RUBBISH, AND ANY OTHER UNDESIRABLE MATTER SHOULD BE REMOVED AND STRIPPED TO A DEPTH OF 6 INCITES. Digitally signed by Philippe 2. EXCAVATE P-0" BENCHES INTO EXISTING SLOPE. Lalonde 3. THE EXPOSED SUBGRADE SHOULD BE PROOF -ROLLED TO LOCATE ANY SOFT OR LOOSE AREAS IN DN: cn=Philippe Lalonde, ACCORDANCE WITH ITEM 216 OF TxDOT SPECIFICATIONS. SOILS THAT ARE OBSERVED TO RUT OR c=US, 1=Fort Worth, st=Texas, DEFLECT UNDER THE MOVING LOAD SHOULD BE UNDERCUT. email=plalonde@lalonde- 4. AFTER PROOFROLLING, THE UPPER 6 INCHES OF THE SUBGRADE SHOULD BE SCARFIED, MOISTURE eng.com CONDITIONED TO A RANGE FROM -1 TO +3 PERCENTAGE POINTS ABOVE THE OPTIMUM MOISTURE Reason: I am approving this VALUE, AND COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY AS DETERMINED BY document ASTM D-698. Date: 2008 01.30 15:40:34 5. AFTER SUBGRADE PREPERATION IS COMPLETE, THE PLACEMENT OF STRUCTURAL FILL MAY BEGIN. -06'00' THE STRUCTURAL FILL MATERIALS SHOULD BE FREE OF ORGANICS OR OTHER DELETERIOUS P� pFT��l��r MATERIALS AND SHOULD HAVE A MAXIMUM PARTICLE LESS THAN 3 -INCHES. THE STRUCTURAL FILL �� MATERIAL SHOULD HAVE A LIQUID LIMIT LESS THAN 35 AND A PLASTICITY INDEX BETWEEN 5 .: '` ••'• AND 15. THE FILL SHOULD BE PLACED IN COMPACTION CONTROLLED HORIZONTAL LIFTS AND r �•••• s �� SHOULD BE COMPACTED WITHIN THE RANGE OF -1 TO +3 PERCENTAGE POINTS ABOVE THE r ....................... •� i OPTIMUM MOISTURE CONTENT VALUE AT LEAST 95 PERCENT OF STANDARD PROCTOR (ASTM D% PHILIPPE J.•LALONDE ... .....; 698). �•• 89364 CONCRETE I. PROVIDE BATCH MIXING, TRANSPORTATION, PLACING AND CURING OF CONCRETE IN ACCORDANCE t��l�UNAL WITH RECOMMENDATIONS OF ACI 301 AND ACI 318. USE TYPE II PORTLAND CEMENT UNLESS NOTED OTHERWISE. PROVIDE ADMIXTURES AND SPECIAL REQUIREMENTS AS SPECIFIED. THE SEAL APPEARING ON THIS DOCUMENT A. ALL CONCRETE SHALL BE NORMAL WEIGHT (150 PCF) CONCRETE: fc=3,000 PSI AT 28 DAYS WAS AUTHORIZED BY 2. CHAMFER EXPOSED EDGES 3/4 INCH UNLESS NOTED OTHERWISE. PHILIPPE J. LALONDE, 3. WIRE BRUSH AND CLEAN CONSTRUCTION JOINTS PRIOR TO POURING NEW CONCRETE. P.E. 89364 ON 4. REFERENCE THE APPROPRIATE DISCIPLINE DRAWINGS FOR FOUNDATION CONDUITS. JANUARY 30, 2008. Lalonde Engineering, Inc. CONSULTING STRUCTURAL ENGINEERS 6617 RED BUD ROAD FORT WORTH, TX 76135 PHONE: 817307-8266 FAX: 817-238.1520 DRAWN M.R I CHECKED P.L. PROSPER TOWN CENTER .JOB NUMBER. 089903 JANUARY 30, 2008 MONUMENT SIGN GENERAL NOTES PROSPER, TEXAS S1 r_ REINFORCING STEEL 1. PROVIDE DETAILING, FABRICATION, AND INSTALLATION OF REINFORCING AND ACCESSORIES IN ACCORDANCE WITH ACI 315 AND ACI 318. 2. PROVIDE NEW BILLET STEEL REINFORCING BARS IN ACCORDANCE WITH ASTM A 615, GRADE 60. 3. MAINTAIN THE FOLLOWING CONCRETE COVERAGE FOR REINFORCING STEEL UNLESS NOTED OTHERWISE: A.CONCRETE CAST AGAINST EARTH: 3 INCHES B. CONCRETE EXPOSED TO WEATHER: NO. 6 AND LARGER: 2 INCHES NO. 5 AND SMALLER: 1-1/2 INCHES C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND: SLABS AND WALLS NO. 11 AND SMALLER: 3/4 INCHES 4. DO NOT WELD OR BEND REINFORCEMENT IN THE FIELD UNLESS SPECIFICALLY SHOWN OR APPROVED BY STRUCTURAL ENGINEER. MASONRY 1. REINFORCED MASONRY WORK AND MATERIALS TO BE IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES: ACI 530/ASCE 5/TMS 402. 2. REINFORCED MASONRY TO CONFORM TO THE SPECIFICATIONS FOR MASONRY STRUCTURES: ACI 530.1/ASCE 6/TMS 602 (WITH THE EXCEPTIONS NOTED IN JOB SPECIFICATIONS). 3. PROVIDE CONCRETE MASONRY UNITS (CMU) OF NORMAL WEIGHT (125 PCF MINIMUM), GRADE N, TYPE I OR 11, CONFORMING TO THE LATEST EDITION OF ASTM C 90. LAY UNITS IN RUNNING BOND UNLESS NOTED OTHERWISE. 4. PROVIDE MASONRY ASSEMBLAGES WITH MINIMUM PRISM STRENGTH (fm) OF 1,500 PSI, TESTED IN ACCORDANCE WITH ASTM C 140. 5. PROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE ASTM C 426 LIMITS FOR DRYING SHRINKAGE OF CONCRETE BLOCKS. 6. PROVIDE VERTICAL REINFORCEMENT IN CMU WALLS AS SHOWN IN DRAWINGS, FILL THE REINFORCED CELLS SOLID WITH GROUT. MAXIMUM HEIGHT OF GROUT POURS TO BE AS PER IBC. 7. LAY HOLLOW UNITS WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL FACE SHELLS. PROVIDE FULL MORTAR COVERAGE FOR WEBS WHEN ADJACENT TO GROUTED CELLS. 8. ALIGN VERTICAL CELLS TO BE FILLED WITH GROUT TO PROVIDE CONTINUOUS UNOBSTRUCTED VERTICAL CELLS. REMOVE OVERHANGING MORTAR OR OTHER OBSTRUCTION AND DEBRIS FROM THE INSIDES OF CELL WALLS. PROVIDE GROUT WITH 8 INCH SLUMP AND CONSOLIDATE BY MEANS OF HAND TAMPING TO ENSURE COMPLETE FILLING OF CELLS. 9. INSTALL ANCHORS, ACCESSORIES, AND OTHER ITEMS TO BE BUILT IN AS WORK PROGRESSES. 10. PERFORM CUTTING AND FITTING OF MASONRY WITH MASONRY SAWS PROVIDING CUT FINISHED UNITS. 11. GROUT CELLS AT OR BELOW FINISHED GRADE ARE TO BE GROUTED SOLID. 12. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, DOWEL SHALL BE SLOPED NO MORE THAN ONE HORIZONTAL TO SIX VERTICAL. OF %"x111 11 BRACING. TEMPORARY BRACING SHALL NOT BE REMOVED • •.. 1 13. WALL SHALL RECEIVE TEMPORARY �� •• UNTIL WALL IS PERMANENTLY BRACED BY ROOF. •-% ': `: e, i PHILIPPE J •LALONDE .......... 89364................. 9364 ....: r ned by Digitally r e111t' CpePallonde 1 /0NAL ``��1~ DNI Lalonde pp Worth, Philippe 11XXXh� st Texas,ort THE SEAL APPEARING email=plalonde@lalonde- ON THIS DOCUMENT Lalondeeng.com WAS AUTHORIZED BY Reason: I am approving this document PHILIPPE J. LALONDE, Date: 2008.01.30 15:37:08 P.E. 89364 ON -06,00, .IANUARY 30, 2008. DRAWN. M.R. ' CHECKEDPA- Lalonde Engineering, Inc. PROSPER TOWN CENTER JOB NUMBER 089903 JANUARY30,2008 CONSULTING STRUCTURAL ENGINEERS MONUMENT SIGN GENERAL NOTES 6617 RED BUD ROAD FORT WORTH, TX 76135 ^ ^ PHONE: 817.307-8266 PROSPER, TEXAS J L FAX: 817-238-1520 8" BOND BEAM W/ #4 CONT. AT TOP HORIZ. JOINT REINF. @ 24" OC 12" MASONRY W/ #4 @ 32" OC I#4],':3DOWEL @ 32" OC 1'-0" 8" BOND BEAM W/ #4 CONT. FINISH GRADE SHALL MATCH EXISTING GRADE AT HIGH END OF SIGN PLACEMENT _ SLOPE rl�j! COMPACTED FILL REFER TO 9„ GENERAL NOTES ' DRY STACK RETAINING WALL (PAVESTONE OR EQUIVALENT) II ON THREE SIDES 7.., ih SLOPE �N, \YK� �y �/ II�Ulllu 1'-0" 9" t` PROVIDE FOUNDATION 6" BEYOND FACE OF STONE OF 7'"' 2'-6" , EACH END �.`P,.••......,••.�'1,�1 94 @ 16" O.C. ,�,� •: SECTION THROUGH SIGN SCALE: 1/2" = 1'-0" ' Lalonde Engineering, Inc. CONSULTING STRUCTURAL ENGINEERS 6617 RED BUD ROAD FORT WORTH, TX 76135 PHONE: 817-307-8266 FAX: 817-238-1520 PROSPER TOWN CENTER MONUMENT SIGN PROSPER, TEXAS oP 0"PE J. XONDE �........ 89364 .........., ll�llg11-ONAL E��~' THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY PHILIPPE J. LALONDE, P.E. 89364 ON JANUARY 30, 2008. DRAWN M.R. I CHECKED PL JOB NUMBER. 089903 JANUARY 30, 2008 SIGN SECTION S3 Digitally signed by Philippe Phil i Lalonde cn=Philippe Lalonde, p p e c= US, [=Fort Worth, st=Texas, e mail=plalonde@Ialonde-eng Lalonde com Reason I am approving this document Date: 2008.01.30 15:41:35 -06'00' PROSPER TOWN CENTER MONUMENT SIGN PROSPER, TEXAS oP 0"PE J. XONDE �........ 89364 .........., ll�llg11-ONAL E��~' THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY PHILIPPE J. LALONDE, P.E. 89364 ON JANUARY 30, 2008. DRAWN M.R. I CHECKED PL JOB NUMBER. 089903 JANUARY 30, 2008 SIGN SECTION S3