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R-90-1507 - 9/13/1990'ITEM NO. DESCRIPTION OF CHANGES ADDED DAYS CALENDAR WORKING AMOUNT ( See Sheet Two) I , I TOTAL DEPT.: PUBLIC WORKS DATE' April 5, 1991 PROJECT': South Creek Drive and Tower Drive 2 CHANGE ORDER NO • JUSTIFICATION. Final OuantitY ORIGINAL CONTRACT PRICE $ • 100,583.05 Adjustment. Contract time extended PREVIOUS CHANGE ORDERS $• 2,928.49 at Public Works' request in order Street Improvements THIS CHANGE ORDER S. (1,100.00) CHANGE ORDERS TO DATE $. 1,828.49 Pc)ol & R7gorc Paving Cn Tnr BY: TI TL APPROVED• CONTRACTOR CITY OF ROUND RO CITY OF ROUND ROCK Page 1 of 2 CONTRUCTION CHANGE ORDER CHANGE DATA weather conditions. PREPARED BY •�\�^ '�`� -_-_ . ¢ /18/4/ . ENGINEER DATE PERCENT OF ORIGINAL CONTRACT PRICE THIS CHANGE ORDER: $(1,100.00) 7 /PREVIOUS CHANGE ORDERS• $2,928.49 TOTAL % CHANGE• 1.82 ORIGINAL CONTRACT PRICE 102,411.54 PLUS CHANGE ORDERS $ a:col �s ITEM NO. DESCRIPTION OF CHANGES ADDED•DAYS CALENDAR WORKING AMOUNT 1. Delete 56.01 Ton H.M.A.C. @ $30.97 /Ton $ (1,734 3. Delete 1 ea raise M.H. @ $435.00/ Ea ( 435.00) 5. Delete 33 L.F. Curb & Gutter @ $11.80/ L.F. ' ( 389.40) 12. Add 29 L.F. White stop bar @ $ 0.65 /L.F. 18.85 13. Add 6 ea traffic buttons @ $6.00 /Ea 36.00 16. Add 30 S.Y. type D H.M.A.C. @ $2.85/S.Y. 85.50 17. Add 22.5 L.F. curb & gutter @ $8.05 /L.F. 181.13 I 18. Add 333 S.F. concrete driveway @ $3.35/S.F. 1,115.55 20. Delete 16 L.F. remove /replace curb & gutter @ $11.75 /L.F. (188.00) 22. Add 24 L.F. pavement repair @ $8.75 /L.F. 210.00 ' I i I TOTAL $' (1,100.00) DEPT.: PUBLIC WORKS PROJECT: South Creek Drive and Tower Drive Street Improvements CITY OF ROUND ROCK. CONSTRUCTION CHANGE ORDER CHANGE DATA Page 2 of a:co2 CHANGE ORDER NO- 2 2 DATE- April 5, 1991 CITY OF' ROUND ROCK PUBLIC WORKS • PROJ ECT SOUTH CREEK DRIVE a TOWER DRIVE STREET IMPROVEMENTS SPECIFICATIONS AND CONTRACT DOCUMENTS /507 tbofc /5 SOUTH CREEK DRIVE AND TOWER DRIVE STREET IMPROVEMENTS Table of Contents Section Description Page LO Notice to Bidders NB -1 2.0 Bid Documents BD-1 3.0 Post Bid Documents PBD-1 4.0 General Conditions GC -1 5.0 Special Conditions SC -1 6.0 Technical Specifications TS-1 7.0 Special Provisions SP -1 _� + ¢`qO il.. FyRRn DAtd1Ep ° ° °' „ P=o 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �1 �1 1.0 NOTICE TO BIDDERS Sealed proposals addressed to the City Secretary, City of Round Rock, 221 East Main Street, Round Rock, Texas 78664, for furnishing all labor, materials and equipment and performing all work required for the project titled , SOUTH:7.7._CEEK�DRIVEMAND=ITO .W.ER3DRIVE'STREET.3 IMPROVEMENTS (Project will consist of, approximately ,800_llnear_feet_of2A curb = and = gutter - replacement -and _7, 500 - squares =yarrls_of_HMACZ.level =up ,and = overlay of.a porlson of South - Creek — Drive, reconstzuction 4 approximately_200_linear- feet aE Tow_er�Drive ;rand- approximately 8;800 ` ,,, amp yards= of -gal- coat- application_on_both str ets) will be received until SEPTEMBER 4;_1990= at-2:00 P M: then puhlirily opened and read aloud in the City Council Chambers at the same address. Bid envelopes should state date and time of bid and "SOUTH CREEK DRIVE AND TOWER DRIVE STREET IMPROVEMENTS ". Any biros received after scheduled bid opening time will be returned unopened. Bids must be submitted on City of Round Rock proposal forms and must be accompanied by an acceptable bid ascurity as outlined in the Instructions to Bidders, payable to the City of Round Rock, Texas, equal to five percent (5 %) of the total bid amount. Plans, Proposal Forms, Specifications, and Instructions to Bidders may be obtained from the Department of Pi,hlir Works, 300 South Rlair, in Round Rock, Texas, beginning August 20, 1990 for a nonrefundable charge of $25.00 per set. In case of ambiguity, duplication or obscurity in the bids, the City of Round Rock reserves the right to construe the meaning thereof. The City of Round Rock further reserves the right to 1.eject any or all hires and waive any informalities and irregularities in the hires received. The successful bidder will be expected to execute the standard contract prepared by the City of Round Rock, and to furnish performance and payment bonds as described in the bid documents. Pub. Dates: Austin American Statesman August 19, 1990 August 26, 1990 September 2, 1990 nbl/5 Round Rock Leader August 20, 1990 August 27, 1990 September 3, 1990 NOTICE TO BIDDERS NB -1 JOANNE LAND City Secretary City of Round Rock 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2.0 BID DOCUMENTS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6. All= propoea ls=shallr- be= accompanied_bys a certified= cashies!s:. upon a National or State bank in an amount not7.1ees_than_five_percent (53d-of- the - total - maximum - bid:price, payable= without- recourse -to- the -City ,of— Round- Rock;. or =a_bid z bond_in= the_ same - amount= from_a_reliahlP= surety comps y as a guarnatee that the bidder will enter into a contract and execute performance and payment bonds, as stipulated by item 11 below, within ten (10) days after notice of award of contract to him. Proposal guarantees must be submitted in the same sealed envelope with the proposaL Proposals submitted without check or bid bonds will not be considered. INSTRUCTIONS TO BIDDERS L Prior to submitting any proposal, binders are required to read the plans, specifications, proposal, contract and bond forms carefully; to inform themselves by their independent research, test and investigation of the difficulties to be encountered and judge for themselves of the acce‘ hility of the work and all attending circumstances affecting the cost of doing the work and the time required for its completion and obtain all information required to make an intelligent proposal. 2. Should the bidder find discrepancies in, or omissions from, the plans, specifications, or other documents, or should he be in doubt as to their meaning, he should notify at once the Engineer and obtain clarification or addendum prior to submitting any bid. 3. it shall be the responsibility of the bidder to see that his bid is received at the place and time named in the Notice to Bidders. Bids received after closing time will be returned unopened. 4. Bids shall be submitted in sealed envelopes plainly marked e tBid " and - showing the_name_of_the_project, the job_numtier_if-appliddlie, ttand_the:opening- date - and -time 5. siri shall be submitted on proposal forms furnished by the City of l Round Rock. 7. All bid securities will be returned to the respective bidders within twenty -five (25) days after hinds are opened, except those which the owner elects to held until the successful bidder has executed the contract. Thereafter, all remaining securities, including security of the successful bidder, will be returned within sixty (60) days. 8. Until the award of the contract, the City of Round Rock reserves the right to reject any and all proposals and to waive technicalities; to advertise for new proposals; or to do the work otherwise when the best interest of the City of Round Rock will be thereby promoted. instruct/2 BD-1 9. In case of ambiguity or lack of clarity in the statement of prices in the bids, the City of Round Rock reserves the right to consider the most favorable analysis thereof, or to reject the bid. Unreasonable (or unbalanced) prices submitted in a bid may result in rejection of such bid or other bias. 10 Award _ of = the - contract, if awarded, wall-be-made d�ays� after oopening- of- the and no bidder may withdraw his proposal within said sixty (60) day period of time unless a prior award is made. 11. Within ten (10) days after written notification of award of the contract, the successful- bidder - must furnish :bonl and ,payment- bondfin= the = amount _ aE =one hundred -percent= (T00= 8.)= of =the=t k) contract- price. Provided however, if the contract price is less than $50,000.00, the bidder shall have the option of prowling a letter of credit in lieu of a performance bond, said letter of credit in a form acceptable to the City of Round Rock. Said performance bond, or letter of credit, if applicahla, and payment bond shall be from an approved surety company holding a permit from the State of Texas to act as surety (and acceptable according to the latest list of companies holding certificates of authority from the Security of the Tresury of the United States) or other surety or sureties acceptable to the Owner, with approval prior to bid opening. 12. If the total contract price is less than $25,000.00 the performance and payment bond requirement will be waived by the City of Round Rock. Payment will be made following completion of the work. 13. Failure to execute the construction contract within ten (10) days of written notification of award or failure to furnish the performance bond, or letter of credit if applicable, and payment bond as required by item ll above, shall be just cause for the annulment of the award. In case of the annulment of the award, the proposal guarantee shall become the property of the City of Round Rock, not as a penalty, but as a liquidated damage. 14. No contract shall be binding upon the City of Round Rock until it has been signed by its Mayor after having been duly authorized to do so by the City council. 15. The Contractor shall not commence work under this contract until he has furnished certification of all insurance required and such has been approved by the City of Round Rock, nor shall the contractor allow any subcontractor to commence work on his subcontract until proof of all similar insurance that is required of the subcontractor has been furnished and approved. instruct/2 BD-2 16. Any quantities given in any portion of the contract documents, including the plans, are estimates only, and the actual amount of work required may differ somewhat from the estimates. The basis for the payment shall be the actual amount of work done and/or material furnished. • j 17. icNo -Texas sales= tax = shall be - included in- the - prices -bid - for —work nder :this contract: This contract is issued by an organ. tion which is Vilified for exemption pursuant to the provisions of Article 10.04 (h) of the Texas Limited Sales, Excise and Use Tax Act. The contractor performing this contract may purchase, rent or lease all materials, supplies, equipment used or consumed in the performance of this contract by issuing to his supplier an exemption certificate complying with State Comptroller's ruling #95 -0.07. Any such exemption certificate issued by the contractor in lieu of the tax shall be subject to the provisions of the State Comptroller's ruling #95 -0.09 as amended to be effective July 1, 1979. 18. No conditional bids will be accepted. .instruct/2 BD-3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 and firmly bound unto the BID BOND KNOW ALL MEN BY THESE PRESENTS, THAT WE , as PRINCIPAL ,and , as SURETY, and held , hereinafter referred to as the "OWNER ", in the penal sum of five percent (5%) of the total amount of the bid of the PRINCIPAL submitted to the OWNER, for the work described below; for the payment of which sum in lawful money of the United States of America, well and truly to be made, we bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. In no case shall the liability of the SURETY hereunder exceed the sum of $ The CONDITIONS OF THIS OBLIGATION ARE SUCH, THAT whereas, said PRINCIPAL has submitted the above mentioned bid to the OWNER, for construction for the work under the "SPECIFICATIONS FOR CONSTRUCTION OF , for which bias are to be opened at the office of the OWNER on ,1989. NOW THEREFORE, if the PRINCIPAL is awarded the contract, and within the time and manner required under the heading "instructions to Bidders ", after the prescribed forms are presented to him for signature, enters into a written agreement, substantiany in the form contained in the Specifications, in accordance with the bid and files the town bonds with the OWNER, one to guarantee faithful performance and the other to guarantee payment for labor and materials, then this obligation shall be null and void, otherwise, it shall be and remain in full force and effect. In the event suit is brought upon this bond by the OWNER and judgement is recovered, said SURETY shall pay all costs incurred by the OWNER in such suit, including a reasonable attorney's tee to be fixed by the Court. In WITNESS W HEREOF, we have hereunto set our hands and gPa1s this day of 1989. Principal Surety By: (Seal) By: (Seal) bidbond/1 BD-4 PROPOSAL BIDDING SHEET JOB NAME: South Creek Drive and Tower Drive Street Improvements JOB LOCATION: Round Rock, Williamson County, Texas OWNER: City of Round Rock, Texas DATES: September, 1990 - Gentlemen: Pursuant to the foregoing Notice to Bidders and Instructions to Bidders, the undersigned bidder hereby proposes to do all the work, to furnish all necessary superintendence, labor, machinery, equipment, tools, materials, insurance and miscellaneous items, to complete all the work on which he bids as provided by the attached supplemental specifications, and as shown on the plans for the construction of South Creek Drive and Tower Drive Street Improvements and binds himself on acceptance of this proposal to execute a contract and bond for completing said project within the time stated, for the following prices, to wit: BASE BID Bid Item Description Unit Item Quantity Unit and Written Unit Price Price Amount 1. SOUTH CREEK DRIVE 1225 Ton Type D Hot Mix Asphalt Concrete Level -up and Overlay, Complete in Place per Ton. for dollars ,,, cents. $30.97 $37 93d; 25 2. 1880 S.Y. Milling Asphaltic Concrete Pavement, Complete in Place per Square Yard. for y44.,n_' dollars and f _ - cents. / $ . Z/ $ 7 9i5,,,F0 / 3. 6 Ea. Adjust Manhole to Finished Grade, Complete in Place, per Each. f or , , - &_dollars and cents. 00 $ t35 $z 6 /o. 00 bidatl BD -5 Bid Item 4. Item Description Quantity Unit and Written Unit Price 7150 S.Y. Seal Coat, Complete in Place, per Square Yard. for >t.o dollars andy,, cents. 5. 782 L.F. Remove and Replace Concrete Curb and Gutter, Complete in Place, per Linear Foot. for dollars and cents. 6. 753 S.F. Remove and Replace Concrete Valley Gutter, Complete in Place, per Square Foot. bidatl for and dollars cents. 7. 107 S.F. Remove and Replace Concrete Valley Gutter Wing, Complete in Place, per Square Foot. for ,i./ dollars and y_ cents. 8. 28 S.F. Concrete Sidewalk Ramp, Complete in Place, per Square Foot. for dollars and cents. BD -6 Unit Price Amount $ o. 9'7 $ 6�7zioo� $ // do $ 9227.6 $ $,9 1 4 3. erz) $6.9 $73dgo $ G. 90 $ /93 2o-/ Bid Item 9. 10. 180 S.F. Pavement spot repair, including excavation, subgrade preparation, 15" flexible base and 2" type D HMAC, Complete in place, per Square Foot. for dollars and cents. 11. Item Description Quantity Unit and Written Unit Price 300 S.Y. Restoration and revegetation, Complete in Place, per Square Yard. for 69ne• dollars ` and >}6, cents. / �/ $//5 $35 3390 L.F. 4" Double Yellow Pavement Stripe, Complete in Place, per Linear Foot. for )zv dollars and cents. 12. 202 L.F. 12" wide White Stop Bar„ Complete in Place, per Linear Foot. 13. 85 ' Ea. Two -way Reflectorized Traffic Buttons, Complete in Place, per Each. bidatl for ho dollars and cents. for and 720 SUBTOTAL SOUTH CREEK DRIVE (Items 1 thru 13) BD -7 dollars cents. Unit Price Amount $ a, 75 $ a.zo $ /J / $ /3/•30 $ ( 06 $ $ /O, a0 l 1 1 1 1 1 1 1 1 1 17. 1 1 1 1 1 1 1 bidt1 Item Description Bid Item Quantity Unit and Written Unit Price 14. 810 S.Y. Unclassified Street Excavation, including removal of existing driveways and subgrade preparation, Complete in Place, per Square Yard. for and 15. 570 S.Y. 15" Flexible Base, Complete in Place, per Square Yard. for JZocu- dollars and /,uru cents. 1 16. 570 S.Y. 2" Type D, MAC, I Complete in Place per Square Yard. for dollars and. cents. 282 L.F. Concrete Curb & Gutter, Complete in Place, per Linear Foot. for dollars and - cents. 18. 820 S.F. Concrete Driveway, Complete in Place, per Square Foot. for ,7)&2-e-- dollars and 4 , o cents. BD8 Unit Price Amount dollars cents. $ J,55 $692.35z $ 9 35 $.5 3.x.3 fb 7 $.ZJ'5 $Jo5 $ •7x90. /O� $&35 $_ 75/7 ao Bid Item Description Unit Item Quantity Unit and Written Unit Price Price Amount 19. 2 Ea. Standard 10' Curb Inlet, Complete in Place, per Each. c fo dollars and cents. $ /cF'.0,0 $.3 20. 100 -L.F. Remove & Replace Concrete Curb & Gutter, Complete in Place, per Linear Foot. for C.2,u.e. dollars and_Ayloto,cents., $ 75 $ %/75. 21. 91 L.F. 18" R.C.P., at all depths, Complete in Place, per Linear Foot. for ✓st�,r ` 7wi..a� dollars and >ua,o cents. $z9 90 22. 64 L.F. Pavement Repair, Complete in Place, per Linear Foot. • bidatl for and dollars cents. $75 23. 1650 S.Y. Seal Coat, Complete in Place, per Square Yard. for dollars and yw cents. $ ADO $ - 7020 90 $ .56 b. 00 $/650 oa 24. 200 S.Y. Restoration and Re- vegetation, Complete in Place, per Square yard. for v dollars and cents. $ /. /O $,2W.'' BD9 1 1 1 SUBTOTAL TOWER DRIVE (items 1 thru 24) 1 1 SOUTH CREEK DRIVE (total brought forward) 1 If this proposal is accepted, the undersigned agrees to execute the contract and provide necessary bonds and insurance certification as per the Instructions to Bidders and commence work within ten (10) days after written Notice to Proceed. The undersigned further agrees to complete the work in 1 full within sixty (60) calendar days after the date of the written Notice - to- Proceed. The undersigned certifies that the bid prices contained in the proposal have been carefully checked and are submitted as correct and final. The Owner reserves the right to reject any or all bids and may waive any informalities. Respectfully Submitted, 1 1 Tit a for: I :04 jc42s f. � 4 Name of Firm 1 1 1 1 1 1 Date: 9A1/490 TOTAL BASE BID Zl / OG 3 /et;GeS2s . %4/Na 61,2 1J >c ,ZO223 ._2.4 35 A gc/v Address (5 oZI'7 oZDS� Telephone Secretary, if ContracCor is a 'Corporation �= BD -10 Series 0 Bidding and Contract Requirements Statement of Bidder's Qualifications Section 00061 All questions must be answered and the data given must be clear and comprehensive. This statement must be notarized. If necessary. questions may be answered on separate attached sheets. The Bidder may submit any additional information he desires. 7,44:24=-A/6-- / TT 1. Name of Bidder. ! *9.0.4. *9.0.4. Si a ." C.o � , - .tif oee)aa -s z//- .3 5 �vo,Q TEx//� —r 2. Permanent main office a dress and telephone number. / i 7J 6.57.19 .2 3. When organized • /9 5 MBE Al" WBE 4/o 4. If a corporation, where incorporated'? /945 5. , How many years have you been engaged in the contracting business under your present firm or trade name ? - ^ Years �„ .Bogy 2..477 .¢ 6. Contracts on hand (Provide a schedule of these, showing name and address of Owner, amount of each contract and the approximate anticipated dates of completion.) 7. Classification of work performed by your company in which you request prequalification by the City as a Prime Contractor Yby your experience recorded in: • d'\ `, ; ; . =�_ Airport Buildings r 1 S k ` „Airport Construction — Bridges Building Remodeling — Buildings - e - Electric, Overhead — Electric, Underground Parks - Power Plants, New — Power Plants, Retrofit U Streets Subdivision Electric - Wastewater Storage and Pumping Water and Wastewater Distr. & Collection Multiple T.B.M: Turneling over 10,00012F." Swimming Pools — Wastewater Plants Water Plants Water Storage and Pumping j. I :t 9. Has your firm ever been awarded a bonus for early completion of work? — Yes - Other (Specify) 8. Have you completed all contracts awarded to you? Yes No If no, submit details' v//' No ye3, details ` 1 10. Have you ever defaulted on a contract ? / If so, where and why? 11 Is your firm presently engaged in litigation with any Cily' _ Yes No If yes, submit description and state case number, style of case and court in which pending or in which judgement was entered. / 12. Has your firm ever been assessed Liquidated Damages on any project? — Yes — No If yes, submit details. 13. Attach a list of the more important projects recently completed by your company (six most recent), stating the approximate cost for each and the month and year completed. Attach name, address and phone number of the person to contact from each project. 14. Attach a list of your major equipment available for this contract. 15. t ist experience in construction work similar in importance to this project. Attach name, address and phone number of the person to contact from each project. S ,47V4'42 Zs Page 1 04/17/86 00061 16. Explain relations with public on past City projects 00 17. Attach a copy of the OSHA Form 200, "Log and Summary of Occupational Injuries and Illness" covering all entries for the current year and the past 24 months, together with the yearly average work force data using the City Work Force Report, Section 00126. 18. Attach statements of background and experience of the principal members of your organization, including the officers, resident Superintendent /Engineer /Architect and names of other firms the principals are'seeking prequaldication or are prequatified with the City of Austin. 19. Is your firm bondable? +� Yes — No With whom? What limits ? r / 20. Bank Credit available' $ / ✓ /A 21. Submit a copy of your most recent detailed financial statement submitted to a bank for credit, and a current detailed finan- cial statement together with other pertinent information as r`equ'ired by the'City of Austin:.';; 22. The undersigned hereby authorizes and requests any person, firm, or corporation to fumish any information requested by the City of Austin in verification of the recitals comprising this Statement of Bidder's Qualifications. Dated at //:/fn /471/1 this & day of 19 90 Cal and R.�prs r�f.I;r7.� � .;Wnc. Contr -. , By _ 4 \ � 7 ya ::.i Stale of 1e X2s 1' County of 1,101.5 o 1 J� being gg duly sworn deposes and says That he is t �'e 1, ! XJ--flil of PrIC) 1. aft/4 K firr.rS Tr Y1Q /1 W . L • and That the answers to the foregoing questions and all statements therein contained are true and correct. Subs nbed and sworn to 1 before me this day of rte* J r ' 19 End My Commission Expires 00061 04/17/86 Page 2 Title • .,\ 3.0 POST BID DOCUMENTS THE STATE OF TEXAS ) COUNTY OF WII,LIAMSON ) AGREEMENT KNOW ALL MEN BY THESE PRESENTS That this Agreement made and entered into this dl3 day of A.D., 1990, by and between the CITY OF ROUND ROCK, TEXAS, it's Mayor, First Party, hereinafter termed the Owner and Pool ,e�ers Of City t?, a WITNESSETH: That for and in consideration of the payments and agreements hereinafter mentioned to be made and performed by said First Party (Owner), the said Second Party (Contractor) hereby agrees with the First Party to commence and complete the construction of certain improvements at the prices set forth in the Contractor's Proposal dated y /109 yp for certain improvements described as follows: SOUTH CREEK DRIVE AND TOWER DRIVE STREET IMPROVEMENTS The Contractor shall perform all work shown on the Plans and described in the Specifications and shall meet all requirements of this Agreement, the General and Special Conditions of the Contract; and such Orders and Agreements for Extra Work as may subsequently be entered by the above named parties to this Agreement. The Contractor hereby agrees to commence work under this contract within ten (10) consecutive calendar days after the date of the written Notice to Proceed and shall cause work to progress in a manner satisfactory to the Owner. Such work shall be completed in full within sixty (60) calendar days after the date of the written Notice to Proceed. Time is of the essence to this contract. The Owner agrees to pay the Contractor in current funds, and to make payments on account, for the performance of the work in accordance with the Contract, at the prices set forth in the Contractor's Proposal, subject to additions and deductions, all as provided in the General Conditions of the Agreement. The fallowing documents together with this Agreement, comprise the Contract, and they are fully a part thereof as if herein repeated in full: The Notice to Bidders The Instruction to Bidders The Proposal and Bidding Sheets The Performance & Payment Bond The Certificate of Insurance The General Conditions of Agreement The Basis of MeaQnrement & Payment PBD-1 The Special Conditions of Agreement The Technical Specifications The Special Provisions Addenda Change Orders The Plans (agreepbd4) 1 1 1 1 1 1 1 1 1' 1 1 1 1 1 1 1 1 1 AGREEMENT - continued In WITNESS WHEREOF the Parties to the presents have executed this Agreement in the year and day first above written ATTEST: B CITY OF ROUND ROCK, TEXAS, OWNER B gJ r cm M4 Agee" P ?AyOR.. Pieo Cry cRE17 y Contra By: agreepbd/4 PBD-2 ✓ice p resi rQe�(— THE STATE OF TEXAS ) COUNTY OF WILLIAMSON ) PERFORMANCE BOND THAT Pool & Rogers Paving Co., Inc. , of the City of Buda County of g , and State of Teams as principal, andContinential Casualty Insurance Co. authorized under the law of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto THE CITY OF ROUND ROCK, TEXAS, hereinafter called THE CITY, COUNTY OF WILLIAMSON, TEXAS, ( owner), in the penal sum of One Hundred Thousannd, Five Hundred, Eighty - Three & Five cents Dollars ($ 100,583.05 ) 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 , 19 to which the contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein consisting of: South Creek Drive & Trager T)rivP StrPPt Tmprrn,wnPnt Prnjw -t NOW, THEREFORE, THE CONDITIONS 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 convenants, conditions and agreements in and by said Contract, agreed and convenanted by the Principal to be observed and performed, including but not limited to, the repair of any and all defects in said work occasioned by and resulting from defects in materials furnished by or workmanship of, the Principal in performing the work covered by said Contract and occurring within a period of twelve (12) months from the date of the Contract Completion Certificate and all other covenants and conditions, 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 Article 5160 of the Revised Civil Statutes of Texas as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Article to the same extent as if it were copied at length herein. perfbc1/5 PBD-3 KNOW ALL MEN BY THESE PRESENTS PERFORMANCE BOND (CONTINUED) Surety, for value received, stipulates and agrees that no change, extension cif time, alteration or addition to the term 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. IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this 17th day of October ,19 90 Pool & Rogers Paving Co., Inc. Principal Address 20025 IH 35 The name and address of the Resident Agent of Surety is: Gary Mancuso, P.O. Box 9802 - 260, Austinn, Teams 78766 Buda„ Texas 78610 Address P.O. Box 9802 - 260 PBD-4 Austin, Texas 78766 PAYMENT BOND THE STATE OF TEXAS KNOW ALL MEN BY THESE PRESENTS COUNTY OF WILLIAMSON THAT, Pool & Rogers Paving Co., Inc. of the City of Buda County of Hays and State of Texas as principal, and Continential Casualty Insurance Company authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto THE CITY OF ROUND ROCK, hereinafter called THE CITY, COUNTY OF WILLIAMSON, TEXAS ( OWNER), in the penal sum of One Hundred Thousand, Five Hundred, Eighty -Three & Five Cents Dollars ($ 100,583.05 ) 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 , 19 , to 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 later and material to him or a subcontractor in the prosecution af the work provided for in said coutcact, 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 Article 5160 of the Revised Civil Statutes of Texas as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Article to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, aiteration or addition to the terms af the contract, or to the work performed thereunder, or the plans, specifications cr 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. IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this Instrument this 17th day of October , %8881. 1990 dhpaybd/6 Contin -•ti. � -lt S •• : CJs A • ev -in -Fact ' P.O. Box 9802 - 260 Austin, Texas 78766 The name and address of the Resident Agent of Surety is - Gary Mancuso P.O. Box 9802 -260 PBD-5 Austin, Texas 78766 Cdntinental Casualty Company CNA • For All I hr Cammitment.liw Maki. I POWER OF ATTORNEY APPOINTING INDIVIDUAL ATTORNEY - IN - FACT Know All Man by these Presents, That CONTINENTAL CASUALTY COMPANY. a corporation duly organized and existing under the laws of the State of Illinois, and having its principal office in the City of Chicago, and State of Illinois, does hereby make. constitute and appoint Gary Mancuso. Jessica Shahin. Sheila Morrow. Cathy Schlueter, Individually State of Illinois 1 ss County of Cook ( . Form 1.23142 -B AN ILLINOIS CORPORATION Austin, Texas Its true and lawful Attorney.in•fact with full power and authority hereby conferred to sign, seal and execute In Its behalf bonds, undertakings and other obligatory instruments of similar nature - In Unlimited Amounts - I and to bind CONTINENTAL CASUALTY COMPANY thereby as fully and to the same extent as if such instruments were signed by the duly authonzed officers of CONTINENTAL CASUALTY COMPANY and all the acts of said Attorney. pursuant to the authority hereby given are hereby ratified and confirmed. This Power of Attorney is made and executed pursuant to and by authority of the following By-Law duly adopted by the Board of Directors of the Company. • Section 3. Appointment of Attorney-in -fact. The President or a Vice President may, from time to time, appoint by wrlttencertlficates attorneys -in -fact to act in behalf of the Company in the excecution of policies of insurance, bonds, undertakings and other obligatory Instruments of like nature. Such attorneys•in -fact, subject to the limitations set forth in their respective certificates of authority, shall have full power to bind the Company by their signature and execution of any such instruments and to attach the seal of the Company thereto. The President or any Vice President or the Board of Directors may at any time revoke all power and authority previously given to any attorney -in -fact." This Power of Attorney is signed and sealed by facsimile under and by the authority of the following Resolution adopted by the Board of Directors of the Company at a meeting duly called and held on the 3rd day of April. 1957. - "Resolved, that the signature of the President or Vice President and the seal of the Company may be affixed by facsimile on any power of attorney granted pursuant to Section 3 of Article IX of the By-Laws, and the signature of the Secretary or an Assistant Secretary and the seal of the Company may be affixed by facsimile to any certificate of any such power, and any power or certificate bearing such facsimile signatures and seal shall be valid and binding on the Company. Any such power so executed and sealed and certified by certificate so executed and sealed shall, with respect to any bond or undertaking to which It is attached, continue to be valid and binding on the Company." • In Witness Whereof, CONTINENTAL CASUALTY COMPANY has caused these presents to be signed by its Vice President and its corporate seal to be hereto affixed on this 19th day of July 19$9__. CONTINENTAL CASUALTY COMPANY "Article IX Execution of Documents On this 19th day of Jul y 19 89 before me personally came J. E. Purtell, to me known, who. being by me duly sworn. did depose and say: that he resides in the Village of Glenview. State of Illinois: that he is a Vice•President of CONTINENTAL CASUALTY COMPANY, the corporation described in and which executed the above instrument; that he knows the seal of said Corporation; that the seal affixed to the said instrument is such corporate seal: that it was so affixed pursuant to the said instrument is such corporate seal; that it was so affixed pursuant to authority given by the Board of Directors of said corporation and that he signed his name thereto pursuant to like authority, and acknowledges same to be the act and deed of said corporation. J. .Purtell Vice President. 1 Linda C. Dempsey / otary Public. My Commission Expires November 12, 1990 CERTIFICATE ' I, George R. Hobaugh, Assistant Secretary of CONTINENTAL CASUALTY COMPANY, do hereby certify that the Power of Attorney herein above set forth is still In force, and further certify that Section 3 of Article IX of the By•Laws of the Company and the Resolution of the Board of Directors, set forth in said Power of Attorney are still In force. In testimony whereof I have hereunto subscribed my. name and affixed the seal of the said Company this _ i day of October - ^ - 19 90 = / -J• /! George R. Hobaugh 7,. . Assistant Secretary INV. NO. G•59200•B PRODUCER I The Capitol City Ins. Agency PO Box 9802 $260 i 8030 Balcones Dr i Austin TX 78766 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHT UPON THE CERTIFICATE HCLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW — — — - -- - -- — — — - -- COMPANIES AFFORDING COVERAGE (512) 943 -0280 COMPANY A CNA Insurance Cortpany LETTER COMPANY 8 LETTER INSURED Pool and Rogers Paving Co., Inc. 20025 IH 35 (Exit 221) COMPANY C LETTER Buda , TX 78610 COVERAGES THIS I5 TO CERTIFY INDICATED. NOTWITHSTANDING CERTIFICATE 91,4Y BE EXCLUSIONS, AND CONDITIONS THAT POLICIES co INSURANCE LISTED ANY REQUIREMENT, TERM OR ISSUED CR MAY PERTAIN THE INSURANCE OF SUCH POLICIES. LIMITS SHOWN - --- -- - - - -- —_� - -- COMPANY 0 LETTER COMPANY E LETTER BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, MAY HAVE BEEN REDUCED BY PAID CLAIMS CO LTR I TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE POLICY EXPIRATION DATE ALL LIMITS IN THOUSANDS A GENERAL LIABILITY [X] COMMERCIAL GENERAL LIABILITY [X] [ ] CLAIMS MADE [X) OCCURRENCE [X] OWNER'S & CONTRACTORS PROTECTIVE 101 Independent Contractors [ ] 1 TPP500532688 10/31/89 10/31/90 GENERAL AGGREGATE $ 1000 PRODUCTS -CDPP /BPS AGGREGATE $ 1000 PERSONAL & ADVERTISING INJURY $ 500 EACH OCCURRENCE $ 500 FIRE DAMAGE (ANY ONE FIRE) $ 50 MEDICAL EXPENSE(ANY ONE PERSON $ 5 A AUTOMOBILE LIABILITY [X] ANY AUTO [X] ALL OWNED AUTOS [X] SCHEDULED AUTOS [X] HIRED AUTOS 1 IX] NON -OWNED AUTOS [ ] GARAGE LIABILITY [X] Contractual Liability BUA000532686 10/31/89 10/31/90 CSL $ 500 BODILY INJURY (PER PERSON) -- - - - - -- BODILY INJURY (PER ACCIDENT) --- - - - - -- PROPERTY DAMAGE $ -- - - - - -- $ - - --- - -- $ A EXCESS LIABILITY [X] UMBRELLA FORM [ ] OTHER THAN UMBRELLA UMB 700532687 10/31/89 10/31/90 EACH OCCURRENCE AGGREGATE $ 2000 $ 2000 A WORKERS' COMPENSATION AND EMPLOYERS' LIABILITY OTHER WC000532685 10/31/89 10/31/90 STATUTORY --- --- - -- - - ---- - --- ---- - - $ 500 EACH ACCIDENT) 1 $ 500 ( DI S E AS E - POLIMIT) $ 500 DI EMP L LOYEE) DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES Referencing: South City of CERTIFICATE HOLDER City of Round Rock 221 East Main Street Round Rock, Texas 78664 /SPECIAL ITEMS Creek Drive & Tower Drive Street Round Rock Irtprovements CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFCRE THE EX- PIRATION DATE THEREOF, THE ISSUING COMPANY WILL xxxxxxxxxxx MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT. xxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxx, xxx xxxxxxxxxxxxx xxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxx AU �' ZED PR j/�f C ERT I F I CAT E OF I N S URAN C E DATE: 09/21/90 1 MAINTENANCE BOND BOND NUMBER 7548602 AMOUNT $100,583.05 v KNOW ALL MEN BY THESE PRESENTS, hat we, Pool & Rogers Paving Co., Inc. (hereinafter w the "Principal ") as Principal, and the Continential Casualty Insurance Company a Corporation duly organized under the laws of the State of Tp s ,1 and duly licensed to transact business in the State of gpVA SS (hereinafter called the "Surety"), as Surety, are held and firmly bound unto THE CITY OF ROUND ROCK, TEXAS (hereinafter called the "Obligee "),in the sum of One Hundred Thousand, Five Hundred, Eighty -Three 1 & Five Cents dollars ($ 100,583.05 ) for the payment of which sum well and truly to be made, we, the said Principal and the said' Surety, bind our our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. Sealed with our seals and dated this 17th day of October , A.D. nineteen hundred and Ninty , 1990. 1 1 WHEREAS, the said Principal has heretofore entered into a contract with Obligee dated , 19 , for construction of WHEREAS, the said Principal is required to guarantee the construction of all improvements installed under said contract, against defects in materialQ or workmanship, which may develop during the period of 2 year(s) from the date of acceptance of the project above described, by owner THE CITY OF ROUND ROCK, TEXAS NOW, THEREFORE, THE CONDITIONS OF THE OBLIGATION IS SUCH, that if said Principal shall faithfully carry out and perform the said guarantee, and shall, on due notice, repair and make good at its own expense any and all defects in materials or workmanship in the said work which may develop during the period of 2 year(s) from the date of acceptance of the project above described, by owner or shall pay over, make good and reimburse to the said Obligee all loss and damage which said Obligee may sustain by reason of failure or default of said Principal so to do, then this obligation shall be null and void; otherwise shall remain in full force and effect. 1 Pool & Rogers Paving Co., Inc. Cont' ti.•. Casual�. • Principal J.: R. Rogers, Pre4int by cuso, Attorney - - Fact (main.. 6) THE CITY OF ROUND ROCK, TEXAS PBD-8 ComPanY Cltinental Casualty Company CNA • ri.r All the Com ma mem. I"u NNW. AN ILLINOIS CORPORATION POWER OF ATTORNEY APPOINTING INDIVIDUAL ATTORNEY•IN•FACT Know All Men by these Presents. That CONTINENTAL CASUALTY COMPANY, a corporation duly organized and existing under the laws of the State of Illinois, and having its principal office in the City of Chicago. and State of Illinois, does hereby make. constitute and appoint Gary Mancuso. Jessica Shahin Sheila Morrow fatly Srhluator Individually of Austin, Texas Its true and lawful Attoree•in•fact with full power and authority hereby conferred to sign, seal and execute in its behalf bonds, undertakings and other obligatory Instruments of similar nature - In Unlimited Amounts - State of Illinois 1 County of Cock f ss- and to bind CONTINENTAL CASUALTY COMPANY thereby as fully and to the same extent as it such instruments were signed by the duly authorized officers of CONTINENTAL CASUALTY COMPANY and all the acts of said Attorney, pursuant to the authority hereby given are hereby ratified and confirmed. This Power of Attorney is made and executed pursuant to and by authority of the following By•Law duly adopted by the Board of Directors of the Company. "Article IX— Execution of Documents Section 3. Appointment of Attomey - - fact. The President or a Vice President may, from time to time, appoint by writtencertIflcates attorneys -In -fact to act in behalf of the Company in the excecutIon of policies of insurance, bonds, undertakings and other obligatory Instruments of like, nature. Such attorneys -in -fact, subject to the limitations set forth in their respective certificates of authority, shall have full power to bind the Company by their signature and execution of any such instruments and to attach the seal of the Company thereto. The President or any Vice President or the Board of Directors may at any time revoke all power and authority previously given to any attomsy -in •fact." This Power of Attorney Is signed and sealed by facsimile under and by the authority of the following Resolution adopted by the Board of Directors of the Company at a meeting duly called and held on the 3rd day of April. 1957. • "Resolved, that the signature of the President or Vice President and the seal of the Company may be affixed by facsimile on any power of attomey granted pursuant to Section 3 of Article IX of the By -Laws, and the signature of the Secretary or an Assistant Secretary and the seal of the Company may be affixed by facsimile to any certificate of any such power, and any power or certificate bearing such facsimile signatures and seal shall be valid and binding on the Company. Any such power so executed and sealed and certified by certificate so executed and sealed shall, with respect to any bond or undertaking to which it is attached, continue to be valid and bindino on the Company." • In Witness Whereof, CONTINENTAL CASUALTY COMPANY has caused these presents to be signed by its Vice President and its corporate seal to be hereto affixed on this 19th day of July CONTINENTAL CASUALTY COMPANY � ��Ttrl J. Purtell Vice President. On this 19th day of Jul Y 19 89 ' before me personally came J. E. Purtell, to me known, who. being by me duly sworn. did depose and say: that he resides in the Village of Glenview, State of Illinois: that he is a Vice - President of CONTINENTAL CASUALTY COMPANY, the corporation described in and which executed the above instrument: that he knows the seal of said Corporation: that the seal affixed to the said instrument is such corporate seal; that it was so affixed pursuant to the said instrument is such corporate seal; that it was so affixed pursuant to authority given by the Board of Directors of said corporation and that he signed his name thereto pursuant to like authority, and acknowledges same to be the act and deed of said corporation. Form 1-23142-3 Linda C. Dempsey Public. My Commission Expires Noveinb 12, 1990 CERTIFICATE I, George R. Hobaugh, Assistant Secretary of CONTINENTAL CASUALTY COMPANY, do hereby certify that the Power of Attorney herein above set forth is still in force, and further certify that Section 3 of Article IX of the By-Laws of the Company and the Resolution of the Board of Directors, set forth in said Power of Attorney are still in force. In testimony whereof I have hereunto subscribed my name and affixed the seal of the said Company this 17th day of October ^ ' , - ` lo90 George R. Hobaugh ' ' • Assistant Secretary INV. NO. 0. 59200.3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4.0 GENERAL CONDIT IONS 1 1 ' 3.01 3.02 3.03 3.04 ' 3.05 3.06 3.07 3.08 3.09 3.10 3.11 3.12 Contents 1. Definition of Terms 1.01 Owner, Contractor and Engineer 1.02 Contract Documents 1.03 Sub - Contractor 1.04 SubSubcontractor 1.05 Written Notice 1.06 Work I 1.07 Extra Work 1.08 Working Day 1.09 Calendar Day 1.10 Substantially Completed 2. Responsibilities of the Engineer and the Contractor 2.01 Owner - Engineer Relationship 2.02 Professional Inspection by Engineer 116 2.03 Payments for Work 2.04 Initial Determinations 2.05 Objections 2.06 Lines and Grades 2.07 Contractor's Duty and Superintendence 2.08 Contractor's Understanding 2.09 Character of Workmen 2.10 Contractor's Buildings 2.11 Sanitation 2.12 Shop Drawings 2.13 Preliminary Approval 2.14 Defects and Their Remedies 2.15 Changes and Alterations ■� 2.16 Inspectors 3. General Obligations and Responsibilities Keeping of Plans and Specifications Accessible Ownership of Drawings Adequacy of Design Right of Entry Collateral Contracts Discrepancies and Omissions Equipment, Materials and Construction Plant Damages Protection Against Accident to Employees and the Public Performance and Payment Bonds Losses from Natural Causes Protection of Adjoining. Property General Conditions of Agreement GC -1 • 3.13 Protection Against Claims of Sub - Contractors, etc. 3.14 Protection Against Royalties or Patented Invention 3.15 Laws and Ordinances 3.16 Assignment and Subletting 3.17 Indemnification 3.18 Insurance 3.19 Final Clean -Up 3.20 Guarantee Against Defective Work 4. Prosecution and Progress 4.01 Time and Order of Completion 4.02 Extension of Time 4.03 Hindrances and Delays 5. Measurement and Payment 5.01 Quantities and Measurements 5.02 Estimated Quantities 5.03 Price of Work 5.04 Partial Payments 5.05 Use of Completed Portions 5.06 Final Completion and Acceptance 5.07 Final Payment 5.08 Payments Withheld 5.09 Delayed Payments 6. Extra Work and Claims 6.01 Change Orders 6.02 Minor Changes 6.03 Extra Work 6.04 Time of Filing Claims 6.05 Arbitration 7. Abandonment of Contract 7.01 Abandonment by Contractor 7.02 Abandonment by Owner 8. Subcontractors 8.01 Award of Subcontracts for Portions of the Work 8.02 Subcontractual Relations 8.03 Payments to Subcontractors 9. Separate Contracts 9.01 Owner's Right to Award Separate Contracts 9.02 Mutual Responsibility of Contracts 9.03 Cutting and Patching Under Separate Contracts 10. Protection of Persons and Property 10.01 Safety Precautions and Programs 10.02 Safety of Persons and Property 10.03 Location and Protection of Utilities GC -2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 General Conditions of Agreement 1. Definition of Terms 1.01 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 mascu- line in gender. The term Engineer means the Engineer or his duly authorized representative. The Engi- neer shall be understood to be the Engineer of the Owner, and nothing contained in the Contract Docu- ments shall create any contractual or agency relationship between the Engineer and the Contractor. 1.02 Contract Documents The Contract Documents shall consist of the Notice to Contractors, Instructions to Bidders, Proposal, Signed Agreement, Performance and Payment Bonds (when required), Special Bonds (when required), General Conditions of the Agreement, Construction Specifications, Plans, and all modifications thereof incorporated in any of the documents before the execution of the agreement. The Contra ^t 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, Notice to Contractors, Technical Specifications, Plans, and General Conditions of Agreement. 1.03 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. 1.04 Sub - subcontractor • The term Sub-Subcontractor means one who has a direct or indirect contract with a subcontractor to perform any of the work at the site and 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. -I 1.05 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 mail to the last business address known to him who gives the notice. . 1.06 Work • The Contractor shall provide and pay for all materials, supplies, machinery, equipment, tools, superin- tendence, labor, services, insurance, 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 GC-3 materials. Materials or work described in words which so applied have a well known technical or trade meaning shall be held to refer to such recognized standards. 1.07 Extra Work The term "Extra Work" as used in this contract shall be understood to mean and include all work that may be required by the Engineer or Owner to be done by the Contractor to accomplish any change, alteration or addition to the work shown upon the plans, or reasonably implied by the specifications, and not covered by the Contractor's Proposal, except as provided under "Changes and Alterations," herein. 1.08 Working Day . A "Working Day" is defined as any day not including Saturdays, Sundays or any legal holidays, in which weather or other conditions, not under the control of the Contractor, will permit construction of the principal units of the work for a period of not less than seven (7) hours between 7:00 a.m. and 6:00 p.m. 1.09 Calendar Day "Calendar Day" is any day of the week or month, no days being excepted. ' 1.10 Substantially Completed By the term "substantially completed" is meant that the structure has been made suitable for use or oc- cupancy or the facility is in condition to sarve its intended purpose, but still may require minor miscel- laneous work and adjustment. 2. Responsibilities of the Engineer and the Contractor 2.01 Owner - Engineer Relationship The Engineer will 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 all of Owner's instruc- tions to the Contractor shall be issued through the Engineer. 2.02 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 Contrac- tor, 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. 2.03 Payments for Work The 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 of Engineer's professional GC-4 1 1 1 1 1 1 1 ! 1 1 t� 1 1 1 1 1 1 1 1 1 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 repre- sentation by Engineer that Engineer has made any examination to determine how or for what purpose Contractor has used the moneys paid on account of the Contract price. 2.04 Initial Determinations The Engineer initially 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 and the Engineer's decision shall be rendered in writing within a reasonable time, which shall not be construed to be less than ten days, appeal to arbitration may be taken as if his deci- sion had been rendered against the party appealing. 2.05 Objections In the event the Engineer renders any decision which, in the opinion of either party hereto, is not in ac- cordance with the meaning and intent of this contract, either party may file with the Engineer within thirty days his written objection to the decision, and by such action may reserve the right to submit the question so raised to arbitration as hereinafter provided. 2.06 Lines and Grades Unless otherwise specified, all lines and grades shall be furnished by the Engineer or his representative. Whenever necessary, construction work shall be suspended to permit performance of this work, but such suspension will be as brief as practicable and the Contractor shall be allowed no extra compensation therefor. The Contractor shall give the Engineer ample notice of the time and place where lines and grades will be needed. All stakes, marks, etc., shall be carefully preserved by the Contractor, and in case of careless destruction or removal by him or his employees, such stakes, marks, etc., shall be replaced at the Contractor's expense. 2.07 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 English - speaking superintendent and any necessary assistants to supervise and direct the work. 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 thecompleted improvements, the Owner and Engineer being interested only in the result obtained and conformity of such completed improvements to the plans, specifications and contract. 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. Engineering construction drawings and specifications 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 instruc- tions being to define with specificity 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 Engineer or Owner, or any agent, employee, or representative of either of them, whether through personal observation on the project site or by means of approval of shop draw- • GC-5 ings 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 per- formed, 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 corn - pleted 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 not limited to 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 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. 2.08 Contractor's Understanding It is understood and agreed that the Contractor has, by careful examination, satisfied himself as to the nature and location of the work, the conformation of the ground, the character, quality and quantity of the materials to be encountered, the character of equipment and facilities needed preliminary to and during the prosecution of the work, the general and local conditions, 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 contract, shall affect or modify any of the terms or obligations herein contained. 2.09 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 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 Engineer's written consent. No illegal alien may be employed by any Contractor for work on this project, and a penalty of 5500.00 per day will be assessed for each day and for each illegal alien who works for the Contractor at this project. 2.10 Contractor's Buildings The building of structures for housing men, or the erection of tents or other farces of protection, will be permitted only at such places as the Engineer shall direct, and the sanitary conditions of the grounds in or about such structures shall at all times be maintained in a manner satisfactory to the Engineer. 2.11 Sanitation Necessary sanitary conveniences for the use of laborers on the work, properly secluded from public ob- servation, shall be constructed and maintained by the Contractor in such manner and at such points as shall be approved by the Engineer, and their use shall be strictly enforced. 2.12 Shop Drawings The Contractor shall submit to the Engineer, with such promptness as to cause no delay in his own work or in that of any other Contractor, four checked copies, unless otherwise specified, of all shop and /or set- ting drawings and schedules required for the work of the various trades, and the Engineer shall pass upon them with reasonable promptness, making desired corrections. The Contractor shall make any cor- rections required by the Engineer, file with him two corrected copies and furnish such other copies as may be needed. The Engineer's approval of such drawings or schedules shall not relieve the Contractor from responsibility for deviations from drawings or specifications, unless he has in writing called the Engineer's attention to such deviations at the time of submission, nor shall it relieve him from responsi- bility for errors of any sort in shop drawings or schedules. It shall be the Contractor's responsibility to fully and completely review all shop drawings to ascertain their effect on his ability to perform the required contract work in accordance with the plans and specifications and within the contract time. Such review by the Engineer shall be for the sole purpose of determining the sufficiency of said drawings GC-6 a... 7445 1 1 1 1 1 1 1 1 ■`: 1 1 1 1 or schedules to result in finished improvements in conformity with the plans and specifications, and shall not relieve the Contractor of his duty as an independent contractor as previously set forth, it being expressly understood and agreed that the Engineer does not assume any duty to pass upon the propriety or adequacy of such drawings or schedules, or any means or methods reflected thereby, in rela- tion to the safety of either person or property during Contractor's performance hereunder. 2.13 Preliminary Approval The 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, and in full accordance with the plans and specifications. No failure or omission of the 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 limitations, the obligation to 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 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 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 Engineer, prior to final acceptance, and if found not in accordance with the plans and /or specifications for said work, all expense of removing, re -examination and replacement shall be borne by the Contractor, otherwise the expense thus incurred shall be allowed as Extra Work, and shall be paid for by the Owner: provided that, where inspection or approval is specifically required by the specifications prior to performance of certain work, should the Contractor proceed with such work without requesting prior inspection or approval he shall bear all expense of taking up, removing, and replacing this work if so directed by the Engineer. 2.14 Defects and Their Remedies It is further agreed that if the work or any part thereof, or any material brought on the site of the work for use in the work or selected for the same, shall be deemed by the Engineer as unsuitable of not in conformity with the plans, specifications, or the intent thereof, the Contractor shall, after receipt of written notice thereof from the Engineer, forthwith remove such material and rebuild or otherwise remedy such work so that it shall be in full accordance with this contract. 2.15 Changes and Alterations The Contractor further agrees that the Owner may make such changes and alterations as the Owner may see fit, in the line, grade, form, dimensions, plans or materials for the work herein contemplated, or any part thereof, either before or after the beginning of the construction, without affecting the validity of this contract and the accompanying Performance and Payment Bonds. If such changes or alterations diminish the quantity of the work to be done, they shall not constitute the basis for a claim for damages. or anticipated profits on the work that may be dispensed with, except as provided for unit price items under Section 5 "Measurement and Payment." If the amount of work is increased, and the work can fairly be classified under the specifications, such increase shall be paid for according to the quantity actually done and at the unit price, if any, established for such work under this contract, except as provided for unit price items under Section 5 "Measurement and Payment "; otherwise, 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 prepara- tion for the work as originally planned. 2.16 Inspectors The Engineer may provide one (or more) field inspectors at the work site for the limited purpose of GC-7 observing the work in progress and reporting back to the Engineer on the extent, nature, manner and performance of the work so that the Engineer may more effectively perform his duties hereunder. Such inspectors may also communicate between Engineer and Contrator their respective reports, opinions, questions, answers and clarifications concerning the plans, specifications and work but shall be deemed the agent of the Contractor for all purposes in communicating such matters. Such inspector may confer with the Contractor or Contractor's superintendent concerning the prosecu- tion of the work and its conformity with the plans and specifications but shall never be, in whole or part, responsible for, charged with, nor shall he assume, any authority or responsibility for the means, methods or manner of completing the work or of the superintendence of the work or of the Contractor's employees. It is expressly understood and agreed that any such inspector is not authorized by the Engi- neer or Owner to independently act for either or answer on behalf of either, any inquiries of the Con- tractor concerning the plans, specifications or work. No inspector's opinion; advice; interpretation of the plans or specifications of this contract; apparent or express approval of the means, methods or manner of Contractor's performance of work in progress or completed; or discovery or failure to discover or object to defective work of materials shall release Contractor from his duty to complete all work in strict accordance with the plans and specifications or estop the Owner or Engineer from requiring that all work be fully and properly performed including, if necessary, removal of defective or otherwise unaccep- table work and the re-doing of such work. 3. General Obligations and Responsibilities 3.01 Keeping of Plans and Specifications Accessible The Engineer shall furnish the Contractor with an adequate and reasonable number of copies of all plans and specifications without expense to him, and the Contractor shall keep one copy of the same con- stantly accessible on the work, with the latest revisions noted thereon. 3.02 Ownership of Drawings All drawings, specifications and copies thereof furnished by the Engineer 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. 3.03 Adequacy of Design It is understood that the Owner believes it has employed competent engineers and designers. It is there- fore agreed that the Owner shall be responsible for the adequacy of the design, sufficiency of the Contract Documents, the safety of the structure and the practicability of the operations of the completed project; provided 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. • 3.04 Right of Entry 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. 3.05 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. The Owner will attempt to coordinate the collateral work of utility GCB 1 1 1 1 1- l. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 companies regulated by City franchises, but the City shall not be responsible for delays or other damages to the Contractor which may result from their acts or omissions. 3.06 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 Docu- ments" shall govern. In the event that there is still any doubt as to the meaning and intent of any por- tion of the contract, specifications or drawings, the Engineer shall define which is intended to apply to the work. 3.07 Equipment, Materials and Construction Plant The Contractor shall be responsible for the care, preservation, conservation, and protection of all mate- rials, supplies, machinery, equipment, tools, apparatus, accessories, facilities, all means of construction, and any and all parts of the work, whether the Contractor has been paid, partially paid, or not paid for such work, until the entire work is completed and accepted. 3.08 Damages In the event the Contractor is damaged in the course of completion of the work by the act, neglect, omis- sion, mistake or default of the Owner or Engineer, thereby causing loss to the Contractor, the Owner agrees that he will reimburse the Contractor for such loss. In the event the Owner is damaged in the course of the work by the act, negligence, omission, mistake or default of the Contractor, or should the Contractor unreasonably delay the progress of the work being done by others on the job so as to cause loss for which the Owner becomes liable, then the Contractor shall reimburse the Owner for such loss. 3.09 Protection against Accident 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. 3.10 Performance and Payment Bonds [Bless otherwise specified, it is ftather djuss3 by the Parties to the Contract that the Contractor will execute separate [performance and payment bars, each in the sun of ene hurc3red (100%) percent of the total contract price, in titarriar l Earns for this purpose, guaranteeing faithful perforrrence of the work and the fulfillment of any guarantee required, and father guaranteeing payre nt to all parrots a 1yin3 later and materials or furnishing him any ecuiprent in the execution of the Contract. If the crntzact price is less than $50,000.00, a letter of credit may to furnished in lieu of a perfornence bond. It is agreed that the Ontract dial l not be in effect until sxh performance bad (s) or letter (s) of credit, and paynant bad (s) are furnished and approved by the canner. Unless otherwi re specifies, the, cost of the premium for the performance bond or letters of credit, and pay rent bads shall be included in the price bid by the Cautractor far the , .ork under this contract, and no extra payment for such bonds ar letters of credit will to mere by the - Rarer. [Mess otherwise approved in writing by the Rarer, the surety mupsny underwriting the bads ar letter of credit dell be ameptable a000rdirg to the latest list of companies holding certificates of authority fray. the Secretary of the Treasury of the Uhited Status and stall be licenses GC-9 to write such bads ar letters of credit in the State of Texas. 3.12 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. 3.11 Protection of Adjoining Property The said 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 construc- tion; 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 regardless of whether or not it is caused in part by a party indemnified hereunder, but any such indemnity shall not apply to any claim of any kind arising solely out of the existence or character of the work. 3.13 Protection against Claims of Sub- contractors, Laborers, Materialmen and Furnishers of Machinery, Equipment and Supplies The Contractor agrees that he will indemnify and save the Owner and Engineer harmless from all claims growing out of the lawful demands of sub - contractors, laborers, workmen, mechanics, materialmen and furnishers of machinery and parts thereof, equipment, power tools, and all supplies, including commis- sary, incurred in the furtherance of the performance of this contract. When so desired by the Owner, the Contractor shall furnish satisfactory evidence that all obligations of the nature hereinabove designated have been paid, discharged or waived. If the Contractor fails to do so, then the Owner may at the option of the Contractor either pay directly any unpaid bills, of which the Owner has written notice, or withhold from the Contractor's unpaid compensation a sum of money deemed reasonably sufficient to liquidate any and all such lawful claims until satisfactory evidence is furnished that all liabilities have been fully discharged, whereupon payments to the Contractor shall be resumed in full. in accordance with the terms of this contract, 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. 3.14 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 letter 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 copy- right 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 Onwer; provided, however, if choice of 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. 3.15 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, ordi- nances, 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 Engineer in writing, and any neces- sary changes shall be adjusted as provided in the contract for changes in the work. If the Contractor GC -10 1 1 1 1 1 1 1 1 1 1 1 1 1 performs any work knowing it to be contrary to such laws, ordinances, rules and regulations, and with- out such notice to the 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. 3.16 Assignment and Subletting • The Contractor further agrees that he will retain personal control and will give his personal attention to the fulfillment of this contract and that he will not assign by Power of Attorney, or otherwise, or sublet said contract without the written consent of the Engineer, and that no part or feature of the work will be subset 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 con- tract, shall not relieve the Contractor from his full obligations to the Owner, as provided by this Agree- ment. 3.17 Indemnification The Contractor shall defend, indemnify and hold harmless the Owner and the Engineer and their respec- tive officers, agents and employees, from and against all damages, claims, losses, demands, suits, judg- ments and costs, including reasonable attorneys' fees and expenses, arising out of or resulting from the performance of the work, provided that any such damages, claim, loss, demand, suit, judgment, cost or expense: (1) Is attributable to bodily injury, sickness, disease or death to any person including Contractor's employees and any Subcontractor's employees and any SubSubcontractor's employees or to injury to or destruction of tangible property including Contractor's property (other than the work itself) and the property of any Subcontractor or Sub•Subcontractor including the loss of use resulting therefrom; and, (2) Is caused in whole or in part by any intentional or negligent act or omission of the Contractor, any Sub-Subcontractor, 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 approval of maps, drawings, reports, surveys,-Chahge 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 sole cause of the injury or damage. In any and all claims against the Owner or the Engineer or any of their agents or employees by any employee of the Contractor, any Subcontractor, any Sub - Subcontractor, anyone directly or indirectly employed by any of them or anyone for whose acts any of them may be liable, the indemnification obli- gation under Paragraph 3.17 shall not be limited in any way by any limitation on the amount or type of damages, compensation or benefits payable by or for the Contractor or any Sub. Contractor or Sub - Subcontractor under workmen's compensation acts, disability benefit acts or other employee benefit acts. 3.18 Insurance The Contractor shall carry inurance as follows for the duration of this contract. A. Statutory Workmen's Compensation B. Comprehensive General Liability Insurance with minimum Bodily Injury limits of $300,000 for each occurrence including like coverage for acts and omissions of Subcontractors and contractual liability coverage. ` GC -11 C. Property Damage Insurance with minimum limits of $50,000 for each occurrence including Like coverage for acts and omissions of Subcontractors and contractual liability coverage. D. Automobile Liability Insurance for all owned, non - owned, and hired vehicles with minimum limits for Bodily Injury of $100,000 for each person and $300,000 for each occurrence and Property Damage minimum limits of $50,000 for each occurrence. Contractor shall require sub- contractors to provide Automobile Liability Insurance with same minimum limits. The Contractor shall not commence work at the site under this contract until he has obtained all re- quired insurance and until such insurance has been approved by the Owner and Engineer. The Contrac- tor shall not allow any Subcontractors to commence work until all insurance required has been obtained and approved. Approval of the insurance by the Owner and Engineer shall not relieve or decrease the liability of the Contractor hereunder. The required insurance must be written by a company licensed to do business in Texas at the time the policy is issued. In addition, the company must be acceptable to the Owner and all insurance (other than workmen's compensation) shall be endorsed to include the Owner as an additional insured thereunder. The Contractor shall not cause any insurance to be cancelled nor permit any insurance to lapse. All in- surance certificates shall include a clause to the effect that the policy shall not be cancelled or reduced, restricted or limited until ten (10) days after the Owner has received written notice as evidenced by return receipt of registered or certified letter. Certificates of Insurance shall contain transcripts from the proper office of the insurer, evidencing in particular those insured, the extent of the insurance, the loca- tion and the operations to which the insurance applies, the expiration date, and the above mentioned notice of cancellation clause. 3.19 Final Clean -up Upon the 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, surplus and discarded materials, temporary structures and debris of every kind. He shall leave the site of the work in a neat and orderly condition at least 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 Engineer. In the event Contractor fails or refuses to clean and remove surplus materials and debris as above provided, the Owner or Engineer may do so, or cause same to be done, at the Contractor's expense and the reasonable cost thereof shall be deducted from the final payment. 3.20 Guarantee Against Defective Work The contractor warrants the materials and workmanship and that the work is in conformance with the plans and specifications included in this contract for a period of one year from the date of acceptance of the project. Said warranty binds the contractor to correct any work that does not conform with such plans and specifications or any defects in workmanship or materials furnished under this contract which may be dis- covered within the said one year period. The Contractor shall at his own expense correct such defect within thirty days after receiving written notice of such defect from the Owner or Engineer by repairing same to the condition called for in the contract documents and plans and specifications. Should the Contractor fail or refuse to repair such defect within the said thirty day period or to provide acceptable assurances that such repair work will be completed within a reasonable time thereafter, the Owner may repair or cause to be repaired any such defect at the Contractor's expense. 3.21 Testing of Materials Unless otherwise specified, testing of all materials to be incorporated into the project will be as directed by the Engineer at the expense of the Owner. All retesting for work rejected on the basis of test results will be at the expense of the Contractor and the extent of the retesting shall be determined by the Engineer. The Engineer may require additional testing for failing tests and may require two passing retests before ac- ceptance will be made by the Owner. The testing laboratory will be designated by the Owner. All materials to be incorporated into the project must meet the requirements of these specifications. For manufactured materials such as reinforcing steel, expansion joint materials, concrete pipe, cement, mis- cellaneous steel, cast iron materials, etc., the Contractor will be required to furnish a manufacturer's cer- tificate stating that the material meets the requirements specified for this project. . GC -12 Roc 7445 1 : 1 1 • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4. Prosecution and Progress 4.01 Time and Order of Completion It is the meaning and intent of this contract, finless otherwise herein specifically provided, that the Con- tractor 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 com- pletion designated in the Proposal; provided, also, that when the Owner is having other work done, either by contract or by his own force, the Engineer may direct the time and manner of constructing the work done under this contract, so that conflict will be avoided and the construction of the various works being done for the Owner shall be harmonized. The Contractor shall submit, at such times as may reasonably be requested by the Engineer, schedules which shall show the order in which the Contractor proposes to carry on the work, with dates at which the Contractor will start the several parts of the work, and estimated dates of completion of the several parts. 4.02 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 unavoid- able cause or causes beyond the Contractor's control, or by any cause which the Engineer shall decide justifies the delay, then an extension of time shall be allowed for completing the work, sufficient to com- pensate for the delay, the amount of the extension to be determined by the Engineer, provided, however, that the Contractor shall give the Engineer prompt notice in writing of the cause of such delay. PLver= e weather arditicns will not be justificaticn= for extensicn of tine a "Calendar Days" ocntracts. 4.03 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 and for the convenience 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. - r 5. Measurement and Payment 5.01 Quantities and Measurements No extra or customary measurements of any kind will be allowed, but the actual measured and /or corn - puted length, area, solid contents, number and weight only shall be considered, unless otherwise spe- cifically provided. 5.02 Estimated Quantities This agreement, including the specifications, plans and estimate, is intended to show clearly all work to be done and material to be furnished hereunder. Where the estimated quantities are shown for the various classes of work to be done and material to be furnished under this contract, they are approxi- mate 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, and that where the basis for payment under this contract is the unit price method, payment shall be for the actual amount of such work done and the material furnished. GC -13 Where payment is based on the unit price method, the Contractor agrees that he will make no claim for damages, anticipated profits or otherwise on account of any differences which may be found between the quantities of work actually done, the material actually furnished under this contract and the estimated quantities contemplated and contained in the proposal; provided, however, that in case the actual quan- tity of any major item should become as much as 20% more than, or 20% less than the estimated or con- templated quantity for such items, then either party to this Agreement, upon demand. shall be entitled to a revised consideration upon the portion of the work above or below 20% of the estimated quantity. A "Major Item" shall be construed to be any individual bid item incurred in the proposal that has a total cost equal to or greater than five (5) per cent of the total contract cost, computed on the basis of the proposal quantities and the contract unit prices. Any revised consideration is to be determined by agreement between the parties, otherwise by the terms of this Agreement, as provided under "Extra Work." 5.03 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 on the delivery of all material em- braced 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 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. 5.04 Partial Payments On or before the 1st day of each month, the Contractor shall submit to the Engineer a statement showing the total value of the work performed up to and including the 25th day of the preceding month. The state- ment shall also include the value of all sound materials delivered on the job site and to be included in the work all partially completed work whether bid as a lump sum or a unit item which in the opinion of the Engineer is acceptable. The Engineer shall examine and approve or modify and approve such statement. The Owner shall then pay the Contractor on or before the 20th day of the current month the total amount of the approved statement, less 10 per cent of the amount thereof, which 10 per cent 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 retained percentage to the Contractor: or the Contractor at the Owner's option, may be relieved of the obligation to fully complete the work and, thereupon, the Contractor shall receive payment of the balance due him under the contract subject only to the condi- tions stated under "Final Payment." 5.05 Use of Completed Portions The Owner shall have the right to take possession of and use any completed or partially completed por- tions of the work, notwithstanding the time for completing the entire work or such portions may not have expired but such taking possession and use shall not be deemed an acceptance of any work not completed in accordance with the Contract Documents. If such prior use increases the cost of or delays the work, the Contractor shall be entitled to such extra compensation, or extension of time, or both, as the Engineer may determine. The Contractor shall notify the Engineer when, in the Contractor's opinion, the contract is "substan- tially completed" and when so notifying the Engineer, the Contractor shall furnish to the Engineer in writing a detailed list of unfinished work. The Engineer will review the Contractor's list of unfinished work and will add thereto such items as the Contractor has failed to include. The "substantial comple- tion" of the structure or facility shall not excuse the Contractor from performing all of the work under- taken, whether of a minor or major nature, and thereby completing the structure or facility in accor- dance with the Contract Documents. 4 . GC -14 w. r4•rs 1 1 1 1- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 . 1 1 IJ 1 1 1 1 1 1 5.06 Final Completion and Acceptance Within ten (10) days after the Contractor has given the Engineer written notice that the work has been completed, or substantially completed, the Engineer and the Owner shall inspect the work and within said time, if the work be found to be completed in accordance with the Contract Documents, the Engi- neer shall issue to the Owner and the Contrac "tor his Certificate of Completion, and thereupon it shall be the duty of the Owner - to issue a Certificate of Acceptance of the work to the Con- tractor or to advise the Contractor in writing of the reason for non - acceptance. 5.07 Final Payment Upon the issuance of the Certificate of Completion, the Engineer shall proceed to make final measure- ments arid prepare final statement for the value of all work performed and materials furnished under the terms of the Agreement and shall certify same to the Owner, who shall pay to the Contractor on or before the 30th day, and before the 35th day, after the date of the Certificate of Completion, the balance due the Contractor under the terms of this contract; and said payment shall become due in any event upon said performance by the Contractor. Neither the Certificate of Acceptance nor the final payment, nor any provision in the Contract Documents, shall relieve the Contractor of the obligation for fulfill- ment of any warranty which may be required. 5.08 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 or other obligations hereunder not done. (b) 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 of the contract amount. (f) Reasonable indication that the work will not be completed within the contract time. 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. 5.09 Delayed Payments Should the Owner fail to make payment to the Contractor of the sum named in any partial or final state- ment, when payment is due, then the Owner shall pay to the Contractor, in addition to the sum shown as due by such statement, interest thereon at the rate of 6% 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. It is expressly agreed that delay by the Owner in making payment to the Contractor of the sum named in any partial or final statement shall not constitute a breach of this contract on the part of the Owner nor an abandonment thereof nor shall it to any extent or for any time relieve the Contractor of his obligations to fully and completely perform here- under. 6. Extra Work and Claims 6.01 Change Orders Without invalidating this Agreement, the Owner may, at any time or from time to time, order additions, deletions or revisions to the work; such changes will be authorized by Change Order to be prepared by the Engineer for execution by the Owner and the Contractor. The Change Order shall set forth the basis for any change in contract price, as hereinafter set forth for Extra Work, and any change in contract time which may result from the change. N... 7445 - GC -15 In the event the Contractor shall refuse to execute a Change Order which has been prepared by the Engineer and executed by the Owner, the Engineer 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 therein, as hereinafter provided. 6.02 Minor Changes The Engineer may authorize minor changes in the work not inconsistent with the overall intent of the Contract Documents and not involving an increase in Contract Price. If the Contractor believes that any minor change or alteration authorized by the Engineer involves Extra Work and entitles him to an in- crease in the Contract Price, the Contractor shall make written request to the Engineer for a written Field Order. In such case, the Contractor by copy of his communication to the Engineer or otherwise in writing shall advise the Owner of his request to the Engineer for a written Field Order and that work involved may result in an increase in the Contract Price. Any request by the Contractor for a change in Contract Price shall be made prior to beginning the work covered by the proposed change. 6.03 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 the unit prices upon which this contract was bid to the extent such work can be fairly classified within the various work item descriptions and for work items that cannot be so classified 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, trucks, rentals on machinery and equipment, for the time actually employed or used on such Extra Work. plus actual equipment, for the time actually employed or used on such Extra Work, plus actual transporta- tion 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 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 avail. able to the Engineer. The Engineer or Owner may also specify in writing, before the work commences, the method of doing the work and the type and kind of machinery and equipment to be used; otherwise these matters shall be determined by the Contractor. Unless otherwise agreed upon, the prices for the use of machinery and equipment shall be determined by using 100 per cent, 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 incor- porated in the Written Extra Work Order. The fifteen (15%) per cent 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 pri- GC -16 1 1 1' 1 1 1 1 1 1 1 1 1 1. 1 1 1 " 1 1 1 1� 1 1 1 1 1 1 1 marily on account of such Extra Work; then the cost to maintain and operate the same shall be included in the "actual field cost." • No claim for Extra Work of any kind will be allowed unless ordered in writing by the Engineer. In case any orders or instructions, either oral or written, appear to the Contractor to involve Extra Work for which he should receive compensation or an adjustment in the construction time, he shall make written request to the Engineer for written order authorizing such Extra Work. Should a difference of opinion arise as to what does or does not constitute Extra Work, or as to the payment therefor, and the Engineer insists upon its performance, the Contractor shall proceed with the work after making written request for written order and shall keep an accurate account of the "actual field cost" thereof, as pro- vided under Method (C). The Contractor will thereby preserve the right to submit the matter of payment to arbitration, as hereinbelow provided. 6.04 Time of Filing Claims It is further agreed by both parties hereto that all questions of dispute or adjustment presented by the Contractor shall be in writing and filed with the Engineer within thirty (30) days after the Engineer has given any directions, order or instruction to which the Contractor desires to take exception. The Engineer shall reply within thirty (30) days to such written exceptions by the Contractor and render his final decision in writing. In case the Contractor should appeal from the Engineer's decision, any demand for arbitration shall be filed with the Engineer and the Owner in writing within ten (10) days after the date of delivery to Contractor of the Engineer's final decision. It is further agreed that final acceptance of the work by the Owner and the acceptance by the Contractor of the final payment shall be a bar to any claims by either party, except claims by Owner for defective work or enforcement of warranties and except as noted otherwise in the contract documents. 6.05 Arbitration All questions of dispute under this Agreement shall be submitted to arbitration at the request of either party to the dispute. The parties may agree upon one arbiter, otherwise, there shall be three, one named in writing by each party, and the third chosen by the two arbiters so selected; or if the arbiters fail to select a third within ten (10) days, he shall be chosen by a District Judge serving the County in which the major portion of the project is located, unless otherwise specified. Should the party demanding arbitration fail to name an arbiter within ten (10) days of the demand, his right to arbitrate shall lapse, and the decision of the Engineer shall be final and binding on him. Should the other party fail to choose an arbiter within ten (10) days, the Engineer shall appoint such arbiter. Should either party refuse or neglect to supply the arbiters with any papers or information demanded in writing, the arbiters are empowered by both parties to take ex parte proceedings. The arbiters shall act with promptness. The decision of any two shall be binding on both parties to the contract. The decision of the arbiters upon any questions submitted to arbitration under this contract shall be a condition precedent to any right of legal action. The decision of the arbiter or arbiters may be filed in court to carry it into effect. The arbiters, if they deem the case demands it, are authorized to award the party whose contention is sustained, such sums as they deem proper for the time, expense and trouble incident to the appeal, and if the appeal was taken without reasonable cause, they may award damages for any delay occasioned thereby. The arbiters shall fix their own compensation unless otherwise provided by agreement, and shall assess the cost and charges of the arbitration upon either or both parties. The award of the arbiters must be made in writing. 7. Abandonment of Contract 7.01 Abandonment by Contractor In case the Contractor should abandon and fail or refuse to resume work within ten (10) days after writ- ten notification from the Owner, or the Engineer, or if the Contractor fails to comply with the orders of GC -17 the Engineer, when such orders are consistent with the Contract Documents, then, and in that case, where performance and payment bonds exist, the Sureties on these bonds shall be notified in writing and directed to complete the work, and a copy of said notice shall be delivered to the Contractor. After receiving said notice of abandonment the Contractor shall not remove from the work any machin- ery, 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 therefor (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. Where there is no performance bond provided or 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: (1) The Owner may thereupon 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 Con- tractor, 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 (2) The Owner under competitive bids, taken after notice published as required by law, may let the contract for the completion of the work under substantially the same terms and conditions which are provided in this contract. In case there is 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 there- for. However, should the cost to complete any such contract prove to be less than would have been the cost to complete under this contract. the Contractor and /or his Surety shall be credited therewith. When the work shall have been substantially completed the Contractor and his Surety shall be so noti- fied 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 Engineer as being correct, shall then be prepared and delivered to the Contractor and his Surety, whereupon the Con- tractor 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. 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 to the Contractor and /or his Surety. Should the cost to complete the work exceed the contract price, and the Contractor and /or his Surety fail to pay the amount due the Owner within the time designated 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 GC -18 1 1 1 1 1 1 1 1 1 1 1 1' 1 1 1 ' 1 1 1 1) 1 1 1 1 1 1 1 1 Owner may elect. The Owner shall release any machinery, equipment, tools, materials, or supplies, which remain on the work, and belong to persons other than the Contractor or his Surety, to their proper owners. The books on all operations provided herein shall be opened to the Contractor and his Surety. 7.02 Abandonment by Owner In case the Owner shall fail to comply with the terms of this contract, and should fail to comply with said terms within ten (10) days after written notification by the Contractor, then the Contractor may suspend or wholly abandon the work, and may remove therefrom all machinery, tools and equipment, and all materials on the site of work that have not been included in payments to the Contractor and have not been wrought into the work. And thereupon the Engineer shall make an estimate of the total amount earned by the Contractor, which estimate shall include the value of all work actually completed by said Contractor (at the prices stated in the attached proposal where unit prices are used), the value of all partially completed work at a fair and equitable price, and the amount of all Extra Work performed at the prices agreed upon, or provided for by the terms of this contract, and a reasonable sum to cover the cost of any provisions made by the Contractor to carry the whole work to completion and which cannot be utilized. The Engineer shall then make a final statement of the balance due the Contractor by deducting from the above estimate all previous payments by the Owner and all other sums that may be retained by the Owner under the terms of this Agreement and shall certify same to the Owner who shall pay to the Contractor on or before thirty (30) days after the date of the notification by the Contractor the balance shown by said final statement as due the Contractor, under the terms of this Agreement. 8. Subcontractors 8.01 Award of Subcontracts for Portions of the Work Unless otherwise specified in the Contract Documents or in the Instructions to Bidders, the Contractor, as soon as practicable after the award of the Contract, shall furnish to the Engineer in writing for accep- tance by the Owner and the Engineer a list of the names of the Subcontractors proposed for the principal portions of the work. The Engineer shall promptly notify the Contractor in writing if either the Owner or the Engineer, after due investigation, has reasonable objection to any Subcontractor on such list and does not accept him. Failure of the Owner or Engineer to make objection promptly to any Sub- contractor on the list shall constitute acceptance of such Subcontractor. - The Contractor shall not contract with any Subcontractor or any person or organization (including those who are to furnish materials or equipment fabricated to a special design) proposed for portions of the work designated in the Contract Documents or in the Instructions to Bidders or, if none is so desig- nated, with any Subcontractor proposed for the principal portions of the work who has been rejected by the Owner and the Engineer. The Contractor will not be required to contract with any Subcontractor or person or organization against whom he has a reasonable objection. If the Owner or Engineer refuses to accept any Subcontractor or person or organization on a list sub- mitted by the Contractor in response to the requirements of the Contract Documents or the Instructions to Bidders, the Contractor shall submit an acceptable substitute and the Contract amount shall be increased or decreased by the difference in cost occasioned by such substitution and an appropriate change order shall be issued; however, no increase in the Contract amount shall be allowed for any such substitution unless the Contractor has acted promptly and responsively in submitting for acceptance any list or lists of names as required by the Contract Documents or the Instructions to Bidders. . If the Owner or the Engineer requires a change of any proposed Subcontractor or person or organization previously accepted by them, the Contract amount shall be increased or decreased by the difference in cost occasioned by such change and an appropriate Change Order shall be issued. The Contractor shall not make any substitution for any Subcontractor or person or organization who has been accepted by the Owner and the Engineer, unless the substitution is acceptable to the Owner and the Engineer. 'GC -19 8.02 Subcontractual Relations All work performed for the Contractor by a Subcontractor shall be pursuant to an appropriate' written agreement between the Contractor and the Subcontractor (and where appropriate between Subcontrac- tors and Sub - subcontractors) which shall contain provisions that: (1) preserve and protect the rights of the Owner and Engineer under the Contract with respect to the work to be performed under the subcontract so that the subcontracting thereof will not prejudice such rights; (2) require that such work be performed in accordance with the requirements of the Contract Docu- ments; (3) require submission to the Contractor of the applications for payment under each subcontract to which the Contractor is a party, in reasonable time to enable the Contractor to apply for payment in accordance with this contract; (4) require that all claims for additional costs, extensions of time, damages for delays or otherwise with respect to subcontracted portions of the work shall be submitted to the Contractor (via any Subcontractor or Sub - subcontractor where appropriate) in sufficient time so that the Contractor may comply in the manner provided in the Contract Documents for like claims by the Contractor upon the Owner; (5) obligate each subcontractor specifically to consent to the provisions of this section. A copy of all such Subcontract Agreements shall be filed by the Contractor with the Engineer before the Subcontractor shall be allowed to commence work. 8.03 Payments to Subcontractors The Contractor shall pay each Subcontractor, upon receipt of payment from the Owner, an amount directly based upon the value of the work performed and allowed to the Contractor on account of such Subcontractor's work, less the percentage retained from payments to the Contractor. The Contractor shall also require each Subcontractor to make similar payments to his subcontractors. If the Engineer fails to approve a payment for any cause which is the fault of the Contractor and not the fault of a particular Subcontractor, the Contractor shall pay the Subcontractor on demand, made at any time after the Certificate for Payment should otherwise have been issued, for his work to the extent com- pleted, less the retained percentage. The Engineer may, on request and at his discretion, furnish to any Subcontractor, if practicable, information regarding percentages of completion certified to the Contractor on account of work done by such Subcontractors. Neither the Owner nor the Engineer shall have any obligation to pay or to see to the payment of any moneys to such Subcontractor except as may otherwise be required. 9. Separate Contracts 9.01 Owner's Right to Award Separate Contracts The Owner reserves the right to award other contracts in connection with other portions of the project under these or similar conditions of the Contract. When separate contracts are awarded for different portions of the Project, "The Contractor" in the contract documents in each case shall be the contractor who signs each separate contract. 9.02 Mutual Responsibility of Contractors The Contractor shall afford other contractors reasonable opportunity' for the introduction and storage of their materials and equipment and the execution of their work, and shall properly connect and coor- dinate his work with theirs. GC-20 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 If any part of the Contractor's work depends for proper execution or results upon the work of any other separate contractor, the Contractor shall inspect and promptly report to the Engineer any apparent discrepancies or defects in such work that render it unsuitable for such proper execution and results. Failure of the Contractor so to inspect and report shall constitute an acceptance of the other contractor's work as fit and proper to receive his Work, except as to defects which may develop in the other separate contractor's work after the execution of the Contractor's Work. Should the Contractor cause damage to the work or property of any separate contractor on the project, the Contractor shall, upon due notice, settle with such other contractor by agreement or arbitration, if he will so settle. If such separate contractor sues the Owner or initiates an arbitration proceeding on account of any damage alleged to have been so sustained, the Owner shall notify the Contractor who shall defend such proceedings at the Contractor's expense, and if any judgment or award against the Owner arises therefrom the Contractor shall pay or satisfy it and shall reimburse the Owner for all attorney's fees and court or arbitration costs which the Owner has incurred. 9.03 Cutting and Patching under Separate Contracts • The Contractor shall be responsible for any cutting, fitting and patching that may be required to com- plete his work except as otherwise specifically provided in the Contract Documents. The Contractor shall not endanger any work of any other contractors by cutting, excavating or otherwise altering any work and shall not cut or alter the work of any other contractor except with the written consent of the Engineer. Any costs caused by defective or ill-timed work shall be borne by the party responsible therefor. 10. Protection of Persons and Property 10.01 Safety Precautions and Programs The Contractor shall be responsible for initiating, maintaining and supervising all safety precautions and programs in connection with the work. • 10.02 Safety of Persons and Property The Contractor shall take all reasonable precautions for the safety of,- and shall provide all reasonable protection to prevent damage, injury, or loss to: (1) all employees on the work and all other persons who may be affected thereby; (2) all the work and all materials and equipment to be incorporated therein, whether in storage or or off the site, under the care, custody or control of the Contractor or any of his Subcontractors or Sub-Subcontractors; and (3) other property at the site or adjacent thereto, including trees, shrubs, lawns, walks, pave- - ments, fences, roadways, structures and utilities not designated for removal, relocation or replacement in the course of construction. The Contractor shall comply with all applicable laws, ordinances, rules, regulations and lawful orders of any public authority having jurisdiction for the safety of persons or property or to protect them from damage, injury or loss. He shall erect and maintain, as required by existing conditions and progress of the work, all reasonable safeguards for safety and protection, including posting danger signs and other warnings against hazards, promulgating safety regulations and notifying owners and users of adjacent utilities. When the use or storage of explosives or other hazardous materials or equipment is necessary for the execution of the work, the Contractor shall exercise the utmost care and shall carry on such activities under the supervision of properly qualified personnel. Rev. 7.1.75 GC•21 All Blasting, including methods of storing and handling explosives and highly inflammable materials, shall conform to Federal, State, Local Laws and Ordinances. All City Ordinances shall be complied with even though some or all of the blasting is done outside the City Limits unless the applicable Ordinance is in conflict with the law of the jurisdiction where the action is being taken. The following is a list of requirementsin addition to Federal, State, and Local Laws and Ordinances. 1. The Contractor shall furnish the City of Austin with a Certificate of Blasting Insurance in the amount of 6300,000.00 for each contract, at least twenty -four hours prior to using explosives. A blasting permit must be obtained from the City at least five (5) days prior to use of explo- sives. If Blasting is covered under the Contractor's General Insurance Certificate for each contract, a separate blasting certificate will not be required. 2. The following public utility companies and City Department will be notified by the Contractor, on every occasion, at (east twenty -four (24) hours prior to the use of explosives: Water and Wastewater, Electric, Gas, Telephone and the City Engineering Department. 3. Explosive materials to be used shall be limited to blasting agents and dynamite, unless prior ap- proval of other materials is obtained in writing from the Engineering Department. 4. During blasting, all reasonable precautions shall be taken to protect pedestrians, passing vehicles, and public or private property. Blasting mats or protective cover shall be used when required by the City Inspector, the permit, or by safe blasting practices. 5. All explosives shall be stored in accordance with Chapter 38, Article 11, Section 38. 11.201, of the City Code. 6. The Director of Engineering or his representative shall have the right to limit the use of explosives and /or blasting methods which in his opinion are dangerous to the public or nearby property of any kind. 7. The Contractor, at his expense, shall promptly repair or replace all items known to be damaged as a result of blasting. All claims of damage shall be investigated by the City or by Consulting Firms approved by the City. 8. The Contractor shall maintain accurate records throughout the Blasting operations showing the type explosive used, number of holes, pounds per hole, depth of hole, total pounds per shot, delays used, date and time of blast and initials of the Inspector. The Contractor is fully re- sponsible for all claims resulting from his blasting operation. All damage or loss to any property referred to in this article caused in whole or in part by the Contrac- tor, any Subcontractor, any Sub - subcontractor, or anyone directly or indirectly employed by any of them, or by anyone for whose acts any of them may be liable, shall be remedied by the Contractor, except damage or loss attributable solely to faulty Drawings or Specifications or solely to the acts or omissions of the Owner or Engineer or anyone employed by either of them, and not attributable in any degree to the fault or negligence of the Contractor. The contractor shall designate a responsible member of his organization at the site whose duty shall be the prevention of accidents. This person shall be the Contractor's superintendent unless otherwise desig- nated in writing by the Contractor to the Owner and the Engineer. 10.03 Location and Protection of Utilities Notwithstanding any other provision of this contract, the Contractor shall be solely responsible for the location and protection of any and all public utility lines and utility customer service lines in the work area. The Contractor shall exercise due care to locate and to mark, uncover or otherwise protect all such lines in the construction zone and any of the Contractor's work or storage areas. Upon request, the Owner shall provide such information as it has about the location and grade of water, sewer, gas, and telephone and electric lines and other utilities in the work area but such information shall not relieve or be deemed to be in satisfaction of the Contractor's obligation hereunder, which shall be primary and nondelegable. Any such lines damaged by the Contractor's operations shall be immediately repaired by the Contractor or he shall cause such damage to be repaired at his expense. GC-22 Rho. 7.1.79 1 1 1 1 1- 1 1 1 1 1 1 1 f'. 1 1 1� 1 5.0 SPECIAL CONDITIONS SECTION 01- INFORMATION 01 -01 ENGINEER The word "Engineer" in these Specifications shall be understood as referring to the City of Round Rock, 221 East Main Street, Round Rock, Texas 78664, Engineer of the Owner, or the Engineer's authorized representative to act in any particular position for the Owner. 01 -02 COPIES OF PLANS AND SPECIFICATIONS FURNISHED The Agreement will be prepared in not less than five (5) counterpart (original signed) sets. Owner will furnish Contractor two (2) sets of conforming Contract Documents, Technical Specifications and Plans free of charge, and additional sets will be obtained from the Engineer at commercial reproduction rates plus 20% for handling. 01 -03 GOVERNING CODES All construction as provided for under these Plans and Specifications shall be governed by any existing Resolutions, Codes and Ordinances, and any subsequent amendments or revisions thereto as set forth by the Owner. 01 -04 LIQUIDATED DAMAGES FOR FAILURE TO COMPLETE ON TIME 01 -05 LOCATION specials /2 The Contractor agrees that time is of the essence for this Contract and that the definite value of damages which would result from delay would be incapable of ascertainment and uncertain, so that for each day of delay beyond the number of days herein agreed upon for the canpletion of the work herein specified and contracted for, after due allowance for such extension of time as is provided for under the provisions of Section 4.02 of the General Conditions, the Owner may withold permanently from the Contractor's total compensation, not as penalty but as liquidated damages, the sum of $100.00 per calendar day. The location of work shall be as mentioned in the Notice to Bidders and as indicated on Plans. SC -1 01 -06 USAGE OF WATER All water used during construction shall be provided by the City. The City shall specify the location fran which the Contractor is to procure water. The Contractor shall be responsible for providing all apparatus necessary for procuring, storing, transporting and using water during construction. The Contractor shall strive to use that amount of water which is reasonable to perform the work associated with this contract and shall endeavor to avoid excessive waste. The Contractor will be required to pay for all water used if it is found that unnecessary or excesive waste is occurring during construction. 01 -07 PAY ESTIMATES If pay estimates from the Contractor are not received by the Engineer on or before the time specified in Section 5.04 of the General Conditions, then the pay estimate will not be processed and will be returned to Contractor. SECTION 02- SPECIAL CONSIDERATIONS 02 -01 CROSSING UTILITIES Prior to camiencing the work associated with this contract,it shall be the Contractor's responsibility to make arrangements with the Owners of such utility companies to uncover their particular utility lines or otherwise confirm their location. Certain utility companies perform such services at their an expense, however, where such is not the case, the Contractor will cause such work to be done at his own expense. 02 - UTILITY SERVICES FOR CONSTRUCTION The Contractor will be responsible for providing his own utility services while performing the work associated with this contract. No additional payment will be made for this item. 02 -03 GUARANTEES The Contractor warrants the materials and workmanship and that the work is in conformance with the plans and specifications included in this contract for the period that the Maintenance Bond, as outlined in Section 04 of the Special Conditions, is in effect. Upon notice from Owner, the Contractor shall repair defects in all construction or materials which develop during specified period and at no cost to Owner. Neither final acceptance, Certificate of Completion, final payment ( continued next page) specialc /2 SC -2 specialc /2 nor any provision in Contract Documents relieves Contractor of above guarantee. Notice of observed defects will be given with reasonable promptness. Failure to repair or replace defect upon notice entitles Owner to repair or replace same and recover reasonable cost thereof from Contractor. 02 -04 NIINIMJM WAGE SCALE Minimum wage scale as specified and regulated by the State of Texas and the Federal Government. 02 - LIMIT OF FINANCIAL RESOURCES The Owner has a limited amount of financial resources committed to this Project; therefore, it shall be understood by all bidders that the Owner may be required to change and /or delete any items which he may feel is necessary to accomplish all or part of the scope of work within its limit of financial resources. Contractor shall be entitled to no claim for damages for anticipated profits on any portion of work that may be emitted. At any time during the duration of this contract, the Owner reserves the right to snit any work from this contract. Unit prices for all items previously approved in this contract shall be used to delete or add work per change order. 02 -06 CONSTRUCTION REVIEW The Owner shall provide a project representative to review the quality of materials and workmanship. 02 -07 LIMITS OF WORK AND PAYMENT It shall be the obligation of the Contractor to canplete all work included in this contract, so authorized by the Owner, as described in the contract documents and technical specifications. All items of work not specifically paid for in the bid proposal shall be'included in the unit price bids. Any question arising as to the limits of work shall be left up to the interpretation of the Engineer. 02 -08 PAYMENT FOR MATERIALS ON HAND Owner will not pay for materials on hand. Payment will be made for work canpleted in accordance with monthly estimate procedure stipulated in the General Conditions of the Agreement. SC -3 02 -09 "AS- BUILTS" DRAWINGS The Contractor shall mark all changers and revisions on all of his copies of the working drawings during the course of the Project as they occur. Upon completion of the Project and prior to final acceptance and payment, the Contractor shall submit to the Engineer one set of his working drawings, dated and signed by himself and his project superintendent and ]ahled as "AB- Bni1 *s ", that shows all changes and revisions outlined above and that shows field locations of all above ground appurtenances including but not limited to valves, fire hydrants and manholes. These as -built drawings shall become the property of the Owner. Each appurtenance shall be located by at 1Psst two (2) horizontal distances measured from existing, easily identif; immovah1P appurtenances such as fire hydrants or valves. Property pins can be used for as-builts tie -ins provided no existing utilities as previously described are available. Costs for delivering as -built drawings shall be subsidiary to other bid items. 02 -10 LAND FOR WORK Owner provides, as indicated on Drawings, land upon which work is to be done, right-of-way for access to same and such other lands which are designated for use of Contractor. Contractor provides, at his expense and without liahility of Owner, any additional land and access thereto that may be required for his construction operations, temporary construction facilities, or for storage of materials. 02 -11 DEVIATIONS OCCASIONED BY UTILITY STRUCTURES Whenever existing utilitues, not indicated on Plans, present obstructions to grade and alignment of proposed improvements immediately notify engineer, who without delay, will determine if existing utilities are to be relocated, or grade and alignment of proposed improvements changed. Where necessary to move existing services, poles, guy wires, pipelines, etc., as determined by the Engineer, the Contractor will make arrangements with the owner of the utility to be moved and have it moved. The costs of any utility relocations will be at the Contractor's sole expense. Owner will not be liable for relocations casts or damages on account of delays due to changes made by owners of privately owned utilities which hinder progress of the work. twonine/4 SC -4 02 -12 CONSTRUCTION STAKING All construction staking required to complete the work associated with this contract shall be provided by the Contractor. The Contractor shall be responsible for determining the layout and extent of staking necessary to construct the improvements to the lines and grades shown in the Plans. This item shall not be paid for separately and shall be considered subsidiary to other bid items. SECTION 03- TRAFFIC CONTROL Access shall be provided for residents and emergency vehicles at all times. When it becomes necessary to restrict access, the Contractor shall notify all applicable agencies tie. Fire Department, E.M.S., Public- Works, etc.). At the end of each day two lanes of traffic shall be opened to the public. The Contractor shall be responsible for all maintenance, signing and safety precautions necessary for traffic controL This item shall be considered sabsidiary to other bid items and no additional compensation shall be given for complying with this Special Condition. SECTION 04- MAINTENANCE BOND Per city of Round Rock Ordinance, a two (2) year Maintenance Bond naming the City of Round Rock as obligee will be required for public streets constructed without lime stabilization of subgrade material when the Plasticity Index of the subgrade is above 24. Maintenance Bond shall remain in effect for two (2) years from date of City of Round Rock acceptance of improvements. A one (1) year Mainteance Bond in the amount of one hundred (100%) percent of the contract price will be required for all other improvements and shall be submitted prior to final payment. Such bonds shall be from an approved surety company holding a permit from the State of Texas to act as surety (and acceptable according to the latest list of companies holding certificates of authority from the Security of the Treasury of the United States) or other surety or sureties acceptable to the Owner prior to final payment. constk/4 SC-5 1 1 1 1, 1 1 1 I 1 1 1 . 1 1 1� 1 1 1 1 1 1 SECTION 5 INSURANCE Section 3.18 of the General Conditions of the Agreement is hereby amended to include the following: 3.18 Insurance 1 Contractor shall carry insurance in the following types and amounts for the duration of this Contract, which shall include items owned by Owner in care, custody and control of Contractor prior and during construction and warranty period, and furnish Certificates of Insurance along with copies of policy declaration pages and all policy endorsements as evidence thereof: a. Statutory Workers' Compensation and minimum $100,000 Employers Liability Insurance. b. Commercial General Liability Insurance with minimum limits of $500,000 per occurrence and $1,000,000 Aggregate or $500,000 for this designated project and $100,000 Fire Damage. c. Automobile Liability Insurance for all owned, nonowned and hired vehicles with minimum limits for Bodily Injury of $250,000 for each person and $500,000 for each occurrence and Property Damage limits of $100,000 or a Combined'Single Limit of $600,000. d. On all new or remodeling building projects; All Risk Builders Risk Insurance for insurable building projects shall be insured in the amount bf the contract price for such improvements. Owner and Contractor waive all rights against each other for damages caused by fire or other perils to the extent covered by Builders Risk Insurance required under this section, except as to such rights as they may have in the proceeds of such insurance. Contractor shall require similar waivers by Subcontractors and Sub - subcontractors. e. Owner and Contractor's Protective Policy. The Contractor shall provide and maintain during the life of this contract and until all work under said contract has been completed and accepted by the Owner, an Owner's and Contractor's Protective Policy which co- insures the Owner and the Owner's agents and employees with the same Commercial General Liability coverage as described above, entitled "Commercial General Liability Insurance." When offsite storage is permitted, policy will be endorsed for transit and off site storage in amounts sufficient to protect property being transported or stored. 9✓7 This insurance shall include, as insured, City of Round Rock, Contractor, Subcontractors and Sub - subcontractors in the work, as their respective interest may appear. If insurance policies are not written for amount specified in b. and c. above, Contractor is required to carry an Excess Liability Insurance Policy for any difference in amounts specified. Contractor shall be responsible for deductibles and self insured retentions, if any, stated in policies. Any self.insured retention shall not exceed ten percent of minimum required limits. All destibles or self insured retentions shall be disclosed on Certificate of Insurance required above. Contractor shall not commence work at site under this Contract until he has obtained required insurance and until such insurance has been reviewed by Owner's Contract Administration Office. Contractor shall not allow any Subcontractors to commence work until insurance required has been obtained and approved. Approval of insurance by Owner shall not relieve or decrease liability of Contractor hereunder. Insurance to be written by a company licensed to do business in the State of Texas at the time policy is issued and acceptable to Owner. Contractor shall produce an endorsement to each effected policy: 1. Naming City of Round Rock, 221 East Main Street, Round Rock, Texas 78664 as additional insured (except Workers' Compensation and Builders Risk). 2. That obligates the insurance company to notify Joanne Land, City Secretary, City of Round Rock, 221 East Main Street, Round Rock, Texas 78664 of any and all changes to policy 30 days prior to change. . 3. That the "other" insurance clause shall not apply to Owner where City of Round Rock is an additional insured shown on policy. It is intended that policies required in this agreement, covering both Owner and Contractor, shall be considered primary coverage as applicable. Contractor shall not cause any insurance to be canceled nor permit any insurance to lapse during term of this contract or as required in the Contract. If Contractor is underwritten on a claim -made basis, the retroactive date shall be prior to, or coincident with, the date of this Contract and the Certificate of Insurance shall state that coverage is claims made and also the retroactive date. Contractor shall maintain coverage for duration of this Contract and for two years following completion of this Contract. Contractor shall provide the City annually a Certificate pf Insurance as evidence of such insurance. It is further agreed that Contractor shall provide Owner a 30 day notice of aggregate erosion, an advance of the retroactive date, cancellation and /or renewal. It is also agreed that Contractor will invoke the tail option at request of Owner and the Extended Reporting Period,(ERP) premium shall be paid by Contractor. Owner reserves the right to review insurance requirements of this section during effective period of the contract 'and to make reasonable adjustments to insurance coverages and their limits when deemed necessary and prudent by Owner based upon changes in statutory law, court decisions or the claims history of the industry as well as Contractor. Owner shall be entitled, upon request, and without expense, to receive copies of policies and all endorsements thereto and may make any reasonable requests for deletion or revision or modification of particular policy terms, conditions, limitations or exclusions, except where policy provisions are established by law or regulation binding upon either of the parties hereto or the underwriter on any of such policies. Actual losses not covered by insurance as required by this section shall be paid by Contractor. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6.0 TECHNICAL SPECIFICATIONS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ITEM 1 GENERAL DESCRIPTION 1.01 SCOPE OF WORK The work covered by these Specifications consists of furnishing all labor, equipment, appliances, materials and performing all operations in connection with the installation of street improvements complete in accordance with the Plans, and subject to the terms and conditions of the Contract Documents. 1.02 GOVERNING TECHNICAL SPECIFICATIONS NOTE: The item number designation shown in parentheses adjacent to captions is a reference to City of Austin Standard Specifications. STREET, WATER, SEWER AND DRAINAGE IMPROVEMENTS The current City of Austin Standard Specifications as adopted and amended by the City of Round Rock and the current City of Austin Erosion and Sedimentation Control Manual, are incorporated into this project and they shall be applied to this project except as modified in these Specification and on the Plans. Wherever the term "City of Austin" is used in the' Austin Specifications, it shall be construed to mean City of Round Rock. Wherever the term "Engineer" is used in the Austin Specifications, it shall be construed to mean the City of Round Rock, Texas. ITEM 2 CONTROL OF WORK 2.01 CLEAN-UP 2.01.1 CONSTRUCTION SITE During construction the Contractor shall keep the site free and clean from all rubbish and debris and shall clean -up the site promptly when notified to do so by the Engineer. The Contractor shall, at his own expense, maintain the streets and roads free from dust, mud, excess earth or debris which constitutes a nuisance or danger to the public using the thoroughfare, or the occupants of adjacent properties. Care shall be taken to prevent spillage on streets and roads over which hauling is done, and any such spillage or debris deposited on streets, due to the Contractor's operations, shall be immediately removed. TS -1 (techspec /13 2.01.2 HACKWORK The Contractor shall coordinate his operations in such a manner as to prevent the amount of clean-up and canpletion of back works from becoming excessive. Should such a condition exist, the Engineer may order all or portions of the work to cease and refuse to allow any work to commence until the back work is done to the Engineer's satisfaction. 2.02 GRADING The Contractor shall do such grading in and adjacent to the construction area associated with this contract as may be necessary to leave such areas in a neat and satisfactory condition approved by the Engineer. ITEM 3 EXAMINATION AND REVIEW 3.01 EXAMINATION OF WORK The work covered under this Contract shall be examined and reviewed by the Engineer, representatives of all governmental entities which have jurisdiction, and the Owner's authorized representative. The quality of material and the quality of installation of the improvements shall be to the satisfaction of the Engineer. It shall be the Contractor's responsibility for the construction methods and safety precautions in the undertaking of this Contract. 3.02 NOTIFICATION The Engineer and Owner must be notified a minimum of 24 -hours in advance of beginning construction, testing, or requiring presence of the Engineer, project representative, or Owner's representative. ITEM 4 PROTECTION AND PRECAUTION 4.01 WORK IN FREEZING WEATHER Portions of the work may continue as directed by the Engineer. 4.02 PROTECTION OF TREES, PLANTS AND SHRUBS The Contractor shall take necessary precautions to preserve all existing trees, plants and shrubs but where it is justifiable and necessary the Contractor may remove trees and plants for construction right -of -way but only with approval of the Engineer. techspec TS -2 4.03 BARRICADES ITEM 5 MATERIALS Barricades shall be installed, in locations deemed necessary by the Engineer, for the protection of life and property. Under no circumstances will any existing road be permitted to remain closed over a weekend. No separate pay will be made for this item. 4.04 PROPERTY LINES AND MONUMENTS The Contractor shall be responsible for the protection, reference and resetting of property corner monuments if disturbed. 4.05 DISPOSAL OF SURPLUS MATERIAL The Contractor shall at his own expense, make arrangement for the disposal of surplus material, such as rock, trees, brush and other unwanted backfill materials. 4.06 CONTRACTOR'S USE OF PREMISES The Contractor shall, at his own expense, provide additional space as necessary for his operations and storage of materials. 5.01 TRADE NAMES Except as specified otherwise, wherever in the specifications an article or class of material is designated by a trade name or by the name or catalog number of any maker, patentee, manufacturer, or dealer, such designations shall be taken as intending to mean and specify the articles described or another equal thereto in quality, finish, and serviceability for the purpose intended, as may be determined and judged by the Engineer in his sole discretion. 5.02 MATERIALS AND WORKMANSHIP No material which has been used by the Contractor for any temporary purpose whatever is to be incorporated in the permanent structure without the 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 of another manufacturer, techspec TS-3 1 1 1 1 . 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 ITEM 6 RESTORATION, REVDGETATION, AND EROSION CONTROL MEASURES (Series 600) techspec but rather to set a definite standard of quality for 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 item referred to shall be "proper ", the "equivalent" of, or "equal to" some other item, in the opinion or judgement of the Engineer. 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 may be used in the specifications in connection with a material, manufactured article or process, the material, article or process specifically designated shall be used, unless a substitute is approved in writing by the Engineer, and the Engineer will have the right to require the use 'of such specifically designated material, article or process. This item shall govern the furnishing, placing, maintaing and removal of all erosion control measures, site work, restoration work, grading, shaping and seeding for all disturbed areas and in accordance with the Plans. All temporary erosion control measures including hay bales, rock berms, fabric fence and brush piles shall be erected at the locations as required, maintained until final acceptance, and removed by the Contractor after final acceptance ' of the project. The restoration of disturbed areas and spoil sites shall include spreading of top soil, shaping, hydramulching of seeding. Maintenance of temporary erosion control measures shall be the Contractors responsibility until final acceptance. Existing temporary erosion control measures installed by others, but disturbed by the Contractor, will be repaired or replaced at the Contractor's sole expense. This item will not be measured and paid for separately. Costs for this item shall be considered subsidiary to other unit prices. TS -4 Item No. 104 Removing Concrete 104.1 Description This item shall consist of breaking up, removing and satisfactorily disposing of existing concrete, as classified, at locations indi- cated or as directed by the Engineer. 104.2 Classification . Existing concrete, when removed under this section, will be classified as follows: 1. Concrete Curb will include curb, curb and gutter and combinations thereof. 2. Concrete Slabs will include, but not be limited lo, patio slabs, porch slabs, concrete riprap and concrete pavement. 3. Sidewalks and Driveways will include concrete sidewalks and driveways. 4. Concrete Walls will include all walls regardless of height and wall footings. 5. Concrete Steps will include all steps and combinations of walls and steps. 6. Abandoned Foundations will include abandoned Electric Department foundations. 7. Miscellaneous Concrete shall include but not be limited to manholes, inlets, junction boxes and headwalls. 104.3 Materials (1) Mortar Mortar shall conform to mortar in Item No. 510, "Pipe". 104.4 Construction Methods Prior to commencing this work, all erosion control and tree protection measures required shall be in place and all utilities located and protected as set forth in Section 00140, "General Conditions of Agreement ". The existing concrete shall be broken up, removed to conform to Item No. 101, "Preparing Right of Way" and disposed of by the Contractor and deposited at a permitted disposal site. Where only a portion of the existing concrete is to be removed and that remaining will continue to serve in its purpose, care shall be exercised to avoid damage to that portion to remain in place. The existing concrete shall be cut to the neat lines when indi- cated or as established by the Engineer, by sawing with an appropriate type circular concrete saw to a minimum depth of Yz inch. Any reinforcing steel encountered shall be cut off 1 inch inside of concrete sawed line. Any existing concrete which is damaged or destroyed beyond the neat lines so established shall be replaced at the Contractor's expense. Remaining concrete shall be mortared to protect the reinforcing steel and provide a neat clean appearance. Where reinforcement is encountered in the removed portions of structures to be modified, a minimum of 1 foot of steel length shall be cleaned of all old concrete and left in place to tie into the new construction where applicable. All unsuitable material shall be removed and replaced with approved material. All foundations, walls or other objectionable material shall be removed to a minimum depth of 18 inches below all structures and 12 inches below areas to be vegetated. 104.5 Measurement Concrete curb and concrete wall removed as prescribed above will be measured by the linear foot in its original position re- gardless of the dimensions or size. Concrete slabs and concrete sidewalks and driveways removed as prescribed above will be measured by the square loot in original position, regardless of the thickness and reinforcing. Concrete steps removed will be measured per linear foot of each individual step tread including the bottom step. Concrete foundations removed will be measured per each. Miscellaneous concrete removed will be measured per each. 104.6 Payment This item will be paid for at the contract unit price bid for "Remove Concrete Curb ", "Remove Concrete Slab ", "Remove Concrete Sidewalks and Driveways ", "Remove Concrete Walls", "Remove Concrete Steps ", "Remove Concrete Foundations" and "Remove Miscellaneous Concrete" which price shall be full compensation for all work herein specified, including the disposal of all material not required in the work, the furnishing of all materials, equipment, tools, labor and incidentals necessary to complete the work. Payment will be made under one of the following: • Page 1 04(17/86 104 End Pay Item No. 104 -A: Remove Concrete Curb — Per Linear Foot. Pay Item No. 104 -B: Remove Concrete Slab — Per Square Foot. Pay Item No. 104 -C: Remove Concrete Sidewalks and Driveways — Per Square Foot. Pay Item No. 104-0: Remove Concrete Wall — Per Linear Foot. Pay Item No. 104 -E: Remove Concrete Steps — Per Linear Foot. Pay Item No. 104 -F: Remove Concrete Foundations — Per Each. Pay Item No. 104 -G: Remove Miscellaneous Concrete — Per Lump Sum. 104 04/17/86 Page 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 110.1 Description This item shall consist of excavating and properly utilizing or otherwise satisfactorily disposing of all excavated material, of what- ever character, within the right of way or other limits of the work indicated and the constructing, compacting, shaping and fin- ishing of all earthwork on the entire project in accordance with the specification requirements herein outlined and in conformity with the required lines, grades and typical cross sections indicated or as directed by the Engineer. When not otherwise included in the Contract Documents, this item shall include the work described in Item No. 101, "Preparing Right of Way ", Item No. 102, "Clearing and Grubbing ", Item No. 104, "Removing Concrete ", Item No. 132, "Embankment" and Item No. 201, "Subgrade Preparation ". 110.2 Classification All excavation shall be unclassified and shall include all materials encountered regardless of their nature or the manner in which they are removed. 110.3 Construction Methods Prior to commencing this work, all erosion control and tree protection measures required shall be in place and all utilities located and protected as set forth in Section 00140. "General Conditions of Agreement ". Construction equipment shall not be operated within the drip line of trees, unless Indicated. Construction materials shall not be stockpiled under the canopies of trees. No excavation or embankment shall be placed within the drip line of trees until Tree wells are constructed conforming to Item No. 610, "Tree and Shrub Trimming and Preservation ". All street excavation shall be performed as specified herein and shall conform to the established alignment, grades and cross sections. The Contractor will be required to set blue -tops for the subgrade on centerlines at quarter points and curb lines or edge of pavement at intervals not exceeding 50 feet. Suitable excavated materials shall be utilized, insofar as practicable, in construct- ing required embankments. The construction of all embankments shall conform to Item No. 132, "Embankment ". Materials with a Plasticity Index (PI) greater than the surrounding materials or with a moisture content greater than 2 percent in excess of optimum shall be classified as unsuitable and must be manipulated to meet the above criteria before use or be removed. Unsuitable excavated materials or excavation in excess of that needed for construction shall be known as "Waste" and shall become the property of the Contractor. It shall become his sole responsibility to dispose of this material off the limits of the right of way in an environmentally sound manner at a permitted disposal site. All blasting shall conform to the General Notes and to Section 00140, "General Conditions of Agreement ". In cases where blast- ing is permitted, a Blasting Permit must be obtained in advance from the Department of Public Works. 110.4 Measurement All accepted street excavation will be measured by Method A, B or C as follows: Item No. 110 Street Excavation (1) Method A Measurement of the volume of excavation in cubic yards by the average end areas. Cross sectional areas shall be computed from the existing ground section to the established line of the subgrade as indicated for the limits of the right of way or other work limits shown, including parkway slopes and sidewalk areas. (2) Method B Measurement of the area in square yards of surface area excavated as indicated. (3) Method C Measurement of the volume of excavation in cubic yards, based upon the average end areas taken from pre - construction cross sections and planned grades. The planned quantities for street excavation will be used as the measurement for payment of this item. 110.5 Payment This item will be paid for at the contract unit price bid for "Street Excavation ", as provided under measurement Method A, B or C as included in the bid, which price shall be full compensation for all work herein specified, including subgrade preparation, unless specified otherwise and the furnishing of all materials, equipment, tools, labor and incidentals necessary to complete the work. Page 1 04/17/86 X1•0 Payment will be made under one of the following: Pay Item No. 110 -A: Street Excavation — Per Cubic Yard. Pay Item No. 110 -B• Inch Street Excavation — Per Square Yard. Pay Item No. 110-0: Street Excavation — Per Cubic Yard, Plan Quantity. End 110 04/17/86 Page 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 201.1 Description This item shall consist of scarifying, blading and rolling the subgrade to obtain a uniform texture and provide as nearly as prac- ticable a uniform density for the top 6 inches of the subgrade. 201.2 Construction Methods All preparing of the right of way and/or clearing and grubbing shall be completed before starting the subgrade preparation. The subgrade shall be scarified and shaped in conformity with the typical sections and the lines and grades indicated or as estab- lished by the Engineer by the removal of existing material or addition of approved material. All unsuitable matenal shall be re- moved and replaced with approved material. All foundations, walls or other objectionable material shall be removed to a mini- mum depth of 18 inches under all structures and 12 inches under areas to be vegetated. All holes, ruts and depressions shall be filled with approved material. The surface of the subgrade shall be finished to the lines and grades as established and be in conformity with the typical sections indicated. Any deviation in excess of 1 .6 inch cross section and in a length of 10 feet measured longitudinally shall be corrected by loosening, adding or removing material, reshaping and compacting by sprinkling and rolling. Sufficient subgrade shall be prepared in advance to insure satisfactory prosecution of the work. The Contractor will be required to set blue tops for the subgrade on centerline, at quarter points and curb lines or edge of pavement at intervals not exceeding 50 feet. All suitable material removed may be utilized in the subgrade with the approval of the Engineer. All other material required for completion of the subgrade shall also be subject to approval by the Engineer. Subgrade materials on which structures shall be placed shall be compacted by approved mechanical tamping equipment to a dry density of the total material of not less than 95 percent nor more than 100 percent of the maximum dry density as determined in accordance with SDHPT Test Method Tex - 114 -E. Subgrade materials on which planting or turf will be established shall be compacted to a minimum of 85 percent of the maximum dry density as determined in accordance with SDHPT Test Method Tex - 114 -E. Tests for density will be made as soon as possible after compacting operations are completed. If the material fails to meet the density specified, it shall be reworked as necessary to obtain the density required. Just prior to placing any base materi- als, density and moisture content of the top 6 inches of compacted subgrade shall be checked and if tests show the density to be more than 2 percent below the specified minimum or the moisture content to be more than 3 percent above or below the op- timum, the subgrade shall be reworked as necessary to obtain the specified compaction and moisture content. 201.3 Measurement Item No. 201 Subgrade Preparation All acceptable subgrade preparation will be measured by the square yard. The measured area includes the entire width of the roadway for the entire length as indicated. 201.4 Payment This item will be considered subsidiary to Item No. 110, "Street Excavation" or Item No. 111, "Excavation" unless included as a separate pay item in the contract. When included for payment, it shall be measured as specified above and paid for at the con- tract unit price bid for "Subgrade Preparation" which price shall be full compensation for all work herein specified, including the furnishing of all materials, equipment, tools and labor and incidentals necessary to complete the work. Payment, when included as a contract pay item, will be made under: Pay Item No. 201: Subgrade Preparation — Per Square Yard. End Page 1 04 !17 86 201 Item No. 206 Asphalt Stabilized Base (Plant Mix) 206.1 Description This item shall consist of base courses, to be composed of a compacted mixture of mineral aggregates and asphaltic materials mixed hot in a mixing plant. The base course shall be furnished and installed on a previously completed and approved subgrade, base or surface as herein specified and in accordance with the details indicated. 206.2 Materials (1) General ' The Contractor shall furnish materials to the project meeting the following requirements and such that the final mix- ture, prior to being placed, shall be as specified herein. The Contractor shall be solely responsible for the control of his product. - The City will perform random tests to determine if the materials and the construction procedures produce a product which meets the specifications. (2) Asphaltic Material (a) Asphalt Asphalt for the mixture shall meet the requirements for AC -10, AC -20 or AC -40 asphalt conforming to Item No. 301, "Asphalt, Oils and Emulsions ". The grade of asphalt to be used will be reviewed by the Engineer after design tests have been made using the mineral aggregate proposed for use in the construction of this item. If a prime coat is indicated it shall be applied conforming to Item No. 306, "Prime Coat" except a dispersal agent mixed in water shall be applied to the surface immediately ahead of placing the Asphalt Stabilized Base. L (c) Tack.Coatm If a tack coat is indicated, it shall be applied conforming to Item No. 307, "Tack Coat". (d) Mineral Aggregate The material shall be crushed coarse aggregate and screened as necesary to meet the requirements herein specified and shall consist of durable aggregate particles mixed with approved binding materials. Recycled materials containing both coarse and fine aggregate and residual asphalt may be used. The mineral aggregate shall be well graded and shall conform to the master grading ranges shown below: Percent Retained on Sq. Sieve 13 inches 0% 1'h Inches 0 -10 % No. 4 45 -75% No. 40 , 60 -85% • The mineral aggregate shall meet the following physical requirements: Wet Ball Mix 50 Maximum P. I. 10 Maximum L. L. 35 Maximum Sand equivalent value shall be not less than 40. Maximum increase in passing No. 40 from Wet Ball Mill Test 20 percent Testing of mineral aggregate shall be in accordance with the following SDHPT standard laboratory test procedures: • 1. Preparation for Soil Constants and Sieve Analysis Tex -101 -E 2. Liquid Limit - - Tex -104 -E Page 1 04/17/86 206 (1 ) (9) (3) Tolerances 206 04/17/86 Page 2 3. Plastic Limit 4. Plasticity Index 5. Sieve Analysis 6. Wet Ball Mill 7. Los Angeles Abrasion 8. Sand Equivalent Tex -105 -E Tex -106 -E Tex -110 -E Tex -116 -E Tex -410 -A Tex -203 -F Mineral aggregate material which meet the gradation and physical requirements will be stockpiled after crush- ing, tested by the testing agency designated by the City and approved by the City prior to mixing with asphaltic cement. Where more than one material is used. tests will be performed on the combined materials. Minimum compressive strength when subjected to the triaxial test: 35 psi at 0 psi lateral pressure and 175 psi at 15 psi lateral pressure. (e) Additives Additives to facilitate mixing and /or improve the quality of the asphaltic mixture may be used upon written permission by the Engineer. Material Sources All materials shall be obtained from sources which meet the specifications. Managing Aggregates Prior to stockpiling of aggregates, the area shall be cleaned of trash, weeds and grass and be relatively smooth. Stockpiles should be constructed to between 20,000 and 40,000 cubic yards in size. The size should be limited to the ability of the available equipment to construct, mix and test the pile. The stockpile shall be constructed utilizing equipment such as a scraper, a bottom dump or other acceptable equipment that allows spreading when dumped without rehandling. The stockpile shall be constructed to allow dump spreading in one direction only. Height of stockpile shall not exceed the capabilities of available machinery to make a lull cut (bottom to top) on any of the 4 sides. Use full height cuts and mix the material during loading operations. (3) Test Sampling The Contractor may choose the method of sample gathering for testing as follows: (a) The Contractor shall make a full height cut from each side of the stockpile. The 4 samples are then combined and mixed into a single "test" specimen from which the City's Testing Consultant can draw its samples. (b) As the stockpile is constructed, a perpendicular cut is to be made across the spreading direction at every 2 feet to 4 feet of height and the sample used to start a "mini" stockpile. Repeat the process, in 2 feet to 4 feet increments of heights, until the stockpile and the "mini" stockpile are completed. The Contractor shall provide access to samples from the "mini" stockpile for the City's Testing Consultant to draw its samples. (4) Temporary Pavement Markings Temporary pavement markings shall conform to Item No. 864, "Abbreviated Pavement Markings ". 206.3 Asphalt Stabilized Mixture (1) Mix Design The Job Mix Formula shall be designed by the Contractor in accordance with SDHPT Bulletin C -14 and conform with the requirements herein. The Contractor shall fumish the Job Mix Formula for each source of supply and type of mixture specified in accordance with the applicable portions of Section 00344, "Testing Laboratory Services ". The mixture shall consist of a uniform mixture of mineral aggregate and asphaltic material. The mineral aggregate will conform to the gradation requirements of the job mix formula. (2) Paving Mixture The mixture shall consist of a uniform mixture of mineral aggregate and asphaltic material. The mineral aggregate shall conform to the gradation requirements specified. The asphaltic material shall form from 5 to 8 percent of the mixture by weight. The design percent asphalt shall be determined in accordance with Test Method Tex - 204 -F, 207 -F, 208 -F, 227 -F and procedures outlined in the SDHPT Bulletin C -14. The percent asphalt in the mix shall be determined by Extraction, Test Method Tex - 210 -F. The aggregate and asphalt portions of the paving mixture produced shall not vary from the Job Mix Formula by more than the tolerances which follow, but in any case the allowed tolerance is also restricted to conform to the master 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 grading ranges. The method of test for determining the aggregate gradation and asphalt content in the mixture shall be Test Method Tex -210 -F and 227 -F. Retained on 1' inch Retained on No. 10 Retained on No. 4 Retained on No. 40 Asphalt Material Laboratory Density Percent Minimum Maximum Optimum 95 99 97 (2) Asphaltic Material Heating Equipment (3) Spreading and Finishing Machine plus or minus 3.0 plus or minus 5.0 plus or minus 5.0 plus or minus 5.0 plus or minus 0.5 (4) Sampling and Testing The primary sampling point, by the City will be at the project site at the paving machine ahead of all rollers. Other testing may be at the job site, plant or in the trucks as determined by the Engineer. The Engineer will determine the sampling schedules for random testing in accordance with SDHPT Test Method Tex - 225 -F. Gradation and stability samples will be taken at the plant or on the project site, as determined by the Engineer. A minimum of 3 samples will be obtained for each project. Either two 6 inch cores or sections of asphaltic pavement shall be taken at locations selected by the Engineer of completed asphaltic pavement lifts for approxi- mately every 2,000 square yards or part thereof, of asphaltic concrete pavement placed to determine the field den- sity. Acceptability will be based on the mean of the initial job test values. The initial sampling and testing of in place asphalt concrete will be at no cost to the Contractor, except for the cost of material and restoration of damage by testing. The expense of additional testing to isolate work which does not meet the specification expense will conform to Section 00344, "Testing Laboratory Services ". (5) Stability and Density The mixture shall be designed to produce an acceptable mixture at optimum density. The mixture molded in the laboratory in accordance with SDHPT Test Method Tex -206 -F and the bulk specific gravity of the laboratory com- pacted mixture determined in accordance with SDHPT Test Method Tex -207 -F should have the following percent of maximum theoretical density as measured by SDHPT Test Method Tex -227 -F and stability conforming to SDHPT Test Method Tex -208 -F and Bulletin C -14: Stability, Percent Not less than 30 or more than 60 206.4 Equipment (1) All equipment for the handling of all materials and mixing and placing of the mixture shall be maintained in good repair and operating condition. Mixing plants may be the weigh -batch type, the continuous mixing type or the drum mix type. All types of plants shall be equipped with satisfactory conveyors, power units, aggregate handling equip- ment, bins, dust collectors and temperature controls. Mixing plants that will not continuously produce a uniform mixture meeting all of the requirements of this specification will not be used. Asphaltic material heating equipment shall be adequate to heat the amount of asphaltic material required to the desired temperature without damage to the asphalt. Direct fire heating of asphaltic materials will be permitted, pro- vided the heater used is manufactured by a reputable concern and there is positive circulation of the asphalt through- out the heater. The heating apparatus shall be equipped with a recording thermometer with a 24 hour chart that will record the temperature of the asphaltic material at the highest temperature. _ The spreading and finishing machine shall be of a type that shall be capable of producing a high quality, smooth surface that will meet the requirements of the typical cross section, the surface test and not produce segregation. (4) Rollers The Contractor shall select rollers which can satisfactorily compact the asphaltic mixture conforming to the lines, grades and typical sections such that the asphaltic mixture will not stick to the rollers and the rollers shall not leave rolling marks, cracks or tears in the final surface. Page 3 04/17/86 206 206.5 Mixing (1) General (a) Asphaltic Mixture The asphaltic mixture from each type of mixer shall be a temperature between 240 F and 350 F when dis- charged from the mixer and shall be adjusted to provide the best compaction temperature for the weather conditions. The Contractor will determine the temperature, within the above limitations and the mixture when discharged from the mixer shall not vary from this selected temperature more than 25 F. The Contractor shall notify the inspector daily as to the selected temperature or as often as required to produce satisfactory com- paction of the mixture. (2) Batch Type Mixer In the charging of the weigh box and in the charging of the mixer from the weigh box, such methods or devices shall be used as are necessary to discharge the mixer in a manner which will prevent segregation. Dryer -Drum Mixer The amount of aggregate and asphaltic materials entenng the dryer -drum mixer and the rate of travel through the mixing unit shall be so coordinated that a uniform mixture of the specified grading and asphalt content will be produced without segregation. (3) 206.6 Storing Mixture Temporary storing or holding of the asphaltic mixture in insulated surge or storage systems may be used, provided the mixture is not stored overnight or for more than 15 hours and the mixture does not segregate in or upon discharge from the system. The mixture when discharged from the plant surge storage bin shall have a moisture content not greater than 1 percent by weight and must be of equal quality to that coming out of the mixer. The moisture content shall be determined in accordance with SDHPT Test Method Tex-212 -F, Part II. 206.7 Construction Methods It shall be the responsibility of the Contractor to produce, transport, place and compact the specified paving mixture in accor- dance with these specifications and provide a safe environment to enable inspection forces to take samples and check the plant. Prior to placing ASB, the base shall be proof rolled and any soft spots repaired and the area proof rolled again. The asphaltic mixture, when placed with a motor grader for leveling, shall not be placed when air temperature is below 50 F and falling. The air temperature shall be taken in the shade away from artificial heat. All asphaltic mixture. except that described above for leveling, shall be placed with a spreading and finishing machine. ff, after being discharged from the mixer and prior to placing, the temperature of the asphaltic mixture is 50 F or more below the tempera- ture established, the load shall not be placed. Any material placed which is too cool to compact properly shall be removed and replaced with material which meets the specifications. The compacted thickness of the asphaltic concrete courses shall be as indicated. Where the thickness of the ASB is specified to be more than 4 inches, the work shall be accomplished in 4 inch maximum lifts, unless otherwise indicated. When the surface is to be constructed in stages and traffic is permitted on the initial layer, each layer shall be not less than 4 inches. The final lift of ASB shall not be placed adjacent to an existing cured rounded edge asphalt surface until the existing surface has been properly prepared. (1) Prime Coat If a prime coat is indicated, it shall be applied conforming to Item No. 306, "Prime Coat ". except the application temperature shall be as provided above. The asphalt stabilized base shall not be applied on a previously primed flexible base until the primed base has cured to the satisfaction of the Engineer. (2) Tack Coat If a tack coat is indicated, it shall be applied conforming to Item No. 307. "Tack Coat ". Before the asphaltic mixture is placed. the surface upon which the tack coat is to be placed shall be cleaned thoroughly to the satisfaction of the Engineer. The surface shall be given a uniform application of tack coat using asphaltic materials of this specification. This tack coat shall be applied, as directed by the Engineer. Where the mixture will adhere to the surface of which it is to be placed without the use of a tack coat, the tack coat may be eliminated by the Engineer. All contact surfaces of curbs and structures and all joints shall be painted with a thin uniform coat of the asphaltic material meeting the 206 04/17/86 Page 4 requirements for tack coat. The tack coat shall be rolled with a light pneumatic tire roller when directed by the Engineer. (3) Compacting The mix shall be compressed thoroughly and uniformly compacted immediately after placing, to the required density. All compaction rolling shall be completed before the mat cools below 175 F. Minor polishing rolling may be under- taken on the mat below the above temperature. All rollers must be in good mechanical condition. Necessary precautions shall be taken to prevent the dropping of gasoline, oil, grease or other foreign matter on the pavement, either when the rollers are in operation or when standing. It is the intent of this specification that the material be placed and compacted to a minimum of 92.5 percent of the maximum theoretical density as determined by SDHPT Tex - 227 -F. The Engineer will secure two 6 inch core samples or sections of completed asphaltic pavement lifts for approximately every 2,000 square yards of part thereof, of asphaltic concrete pavement placed. The in place density at the sampled locations shall be determined by the follow- ing equation: G i Percent in place Density — x 100 Where G„ = Bulk specific gravity of core when tested in accordance with Tex -207 -F , G, = Maximum theoretical specific gravity of combined cores when tested in accordance with Tex -227 -F The Contractor shall patch the surface where specimens are taken with no extra payment being made for this work. The Engineer will remove the asphaltic concrete pavement specimen on the day following placement or as soon as practicable thereafter. Other methods of determining in place density which correlate satisfactorily with those results obtained by cores or sections may be used. The initial sampling and testing of in place asphalt concrete will be at no cost to the Contractor, except for the cost of matenal and restoration of damage by testing. Retesting expense will conform to Section 00344, "Testing Laboratory Services ". (4) Surface Tests The surface of the pavement, after compaction, shall be smooth and true to the established line, grade and cross section and when tested with a 10 foot straightedge placed parallel to the centerline of the roadway or tested by other equivalent and acceptable means, except as provided herein, the maximum deviation shall not exceed 'h inch in 10 feet and any point in the surface not meeting this requirement shall be corrected before the completed surface is placed. - Opening to Traffic The pavement shall be opened to traffic as soon as possible after temporary pavement markings are in place as indicated and the Engineer concurs to the opening. The Contractor's attention is directed to the fact that all construc- tion traffic allowed on pavement open to the public will be subject to the City Ordinances and State Laws governing traffic on streets and highways. Surface raveling, cracking, segregation and other defects shall be corrected at the Contractor's expense as directed by the Engineer. Traffic control expense for undertaking the repairs will be at the Contractor's expense. 206.8 Acceptance Plan (1) General The surface testing shall be completed prior to the use of pay adjustment factors for acceptance of gradation, asphalt content, stability, in place density and pavement thickness. The pay adjustments will be based upon the results of tests performed on samples taken in a random manner. Pay adjustments for private development work shall conform to Item No. 1804, "General Obligations and Responsibility of the Owner ". (5) (a) Sampling - The Engineer will determine the sampling schedules for random testing in accordance with SDHPT Test Method Tex - 225 -F. Samples will be taken at the plant or on the project site, as determined by the Engineer. The Engineer may require that either cores or sections of asphaltic pavement be taken at locations selected by the Engineer. Page 5 04/17/86 206 (b) Testing Determination of acceptability will be based on tests performed by the City or its laboratory. However, truck loads of the asphaltic mixture that are visually inspected by the Engineer and can reasonably be expected not to meet specification requirements, such as a mixture containing segregated material, low mixture tempera- ture, a deficiency or excess of asphalt or otherwise unsuitable for placing on the roadway shall not be used. Any mixtures containing segregated areas, deficiency or excess of asphalt or otherwise unsuitable that is placed on the roadway shall be removed and replaced with satisfactory material at the Contractor's expense. Acceptability will be based on the mean of the initial job values from the City tests of the project materials. (2) Gradation and Asphalt Content The acceptability of mixture gradation and asphalt content will be based on the mean of a minimum of three tests comprised of two 6 inch cores taken by the City's laboratory. If the mean value of acceptance tests of the project, for a particular sieve or sieves or for asphalt deviates from the project design by more than the tolerances shown and the Engineer determines that the material need not be removed and replaced, the project may be accepted at a reduced Contract Unit Pnce as follows: (3) Stability Specified Sieve Size Retained on 11/2 inch Retained on No. 10 Retained on No. 4 Retained on No. 40 Percent of Deviation from Intended Asphalt Content 0.0 -0.5 0.51 -0.7 0.71 -0.9 1.0 —2.0 over 2.1 Mean Stability Value 30to60 25 to 29.9 GRADATION ACCEPTANCE SCHEDULE Deviation of the Percent Contract Unit Mean from the Design Price Reduction 0 -3.0 0 3.1 + 5 0 -5.0 + 0 5.1 + 0 -5.0 5.1 + 0 -5.0 5.1 + ASPHALT CONTENT ACCEPTANCE SCHEDULE Percent of Contract Unit Price Reduction 0 10 20 50 100 and the Engineer may require removal and replacement at Contractor's expense. HVEEM STABILITY ACCEPTANCE SCHEDULE Percent Contract Unit Price Reduction 0 20 4 0 4 0 5 The Contractor shall produce a consistent mixture. If the project is to receive a pay factor of 1.00, the mean value of the initial considered stabilities shall not be less than 30, when tested in accordance with Test Method Tex - 208 -F. If the mean value falls below 30, a price reduction will be made in accordance with the following table: An asphalt mixture in place that has a stability below 25 will not be paid for by the City and will be removed and replaced at the Contractor's expense. The project may be accepted at no cost to the City if such request is made by 206 04/17/86 Page 6 the Contractor and approved by the Engineer. The replacement of the project will be subject to the same acceptance plan as original material. • . (4) In Place Density The compaction of the mixture as determined by SDHPT Test Method Tex -207 -F will be measured and averaged as previously defined. If the mean of the initial values of the considered densities is greater or less than 95 and the Engineer determines that the material need not be removed and replaced, the project may be accepted at a reduced unit price as follows: 206.9 Measurement In Place Density Percent of Deviation Percent Contract Unit from 95 Price Reduction O to 3.0 0 3.1 to 3.9 10 More than 4.0 50 and the Engineer may require removal and replacement at Contractor's expense. (5) Segregation Materials placed in which segregation materials are present shall be removed and replaced. , (6) Straightedge and Template The Contractor shall produce a final pavement surface which meets the straightedge and template requirements. No additional compensation will be made for any corrective work required of the Contractor. (7) Thickness The Contractor shall produce a pavement with a minimum thickness indicated. Should the average of the core tests indicate a variance in thickness under the plan requirements, the Project shall be accepted at a reduced contract unit price as follows: Variance Inches 0 toV2 '/2 to 1 1to1V 1' to 2 over 2 Percent Contract Unit Price to be Paid 100 90 75 50 overlay 2" at no additional cost Asphaltic Stabilized Base will be measured by the composite weight in tons or by the square yard of the specified total thickness of the type actually used in the completed and accepted work as indicated. Multiple lifts will be considered as one for square yard measurement purposes. 206.10 Payment The work performed and materials furnished as prescribed by this item and measured as provided under "Measurement" will be paid for at the unit prices bid or the pay adjusted unit price for "Asphaltic Stabilized Base ", of the types and lifts specified, which prices shall be full compensation for furnishing all materials, freight involved, for all heating, mixing, hauling, cleaning the existing base course or pavement, saw cutting, placing asphaltic concrete mixture, rolling and finishing, for all manipulations, labor. tools, equipment, temporary pavement markings and incidentals necessary to complete the work. Correcting defective work and the subsequent retesting shall be considered subsidiary to this item. The prime coat, when required, will not be measured or paid for directly but shall be considered subsidiary to Item No. 206, "Asphalt Stabilized Base' unless included as a separate pay item in the contract Page 7 04/17/86 • 206 The tack coat, when required, will not be measured or paid for directly but shall be considered subsidiary to Item No. 340, "Hot Mix Asphaltic Concrete Pavement, unless included as a separate pay item in the contract. All templates, straightedges, scales and other weighing and measuring devices necessary for the proper construction, measur- ing and checking of the work shall be furnished, operated and maintained by the Contractor at his expense. All saw cutting shown on the plans or as directed by the Engineer will not be measured or paid for directly, but shall be considered subsidiary to Item No. 206, "Asphalt Stabilized Base ". Payment will be made under one of the following: Pay Item No. 206 -A: Asphalt Stabilized Base — Per Ton. Pay Item No. 206 -B: Inch Asphalt Stabilized Base — Per Square Yard. End 206 04/17/86 Page 8 210.2 Material Itenl No. 210 Flexible Base 210.1 Description This item shall consist of a crushed stone foundation course for surfacing, pavement or other base courses, furnished and in- stalled on a prepared surface. The "Flexible Base" shall be constructed as herein specified in one or more courses in conformity with the typical sections and to the lines and grades as indicated or as established by the Engineer. The material shall be crushed argillaceous limestone meeting the requirements hereinafter specified and shall consist of durable crushed stone and screened to the required particle size. The material shall be from approved sources. Testing of flexible base materials shall be in accordance with the following SDHPT standard laboratory test procedures: 1) Preparation for Soil Constants and Sieve Analysis Tex -101 -E 2) Liquid Limit Tex -104 -E 3) Plastic Limit Tex -105 -E 4) Plasticity Index Tex -106 -E 5) Sieve Analysis Tex -110 -E 6) Wet Ball Mill Tex -116 -E 7) Tdaxial Test Tex -117 -E (Part II) Base material will be stockpiled after crushing, tested by the testing agency designated by the City and approved by the City prior to being hauled to the project site. The material shall be well graded and when properly tested, shall meet the following requirements: Sieve Size Percent Retained 13/4 inch 0 '/s inch 10 -35 '/e inch 30 -50 No. 4 45 - 65 No. 40 70 -85 Maximum Liquid Limit 35 - Maximum Plasticity Index 10 Maximum Wet Ball Mill 50 Maximum increase in passing No. 40 from Wet Ball Mill Test 20 percent Minimum compressive strength when subjected to the iriaxial test: 35 psi at 0 psi lateral pressure and 175 psi at 15 psi lateral pressure, unless otherwise indicated. 210.3 Stockpiling, Storage and Management (1) Managing Aggregates Prior to stockpiling of aggregates, the area shall be cleaned of trash, weeds and grass and be relatively Stockpiles should be constructed to between 20,000 and 40,000 cubic yards in size. The size should be limited to the ability of the available equipment to construct, mix and test the pile. The stockpile shall be constructed utilizing equipment such as a scraper, a bottom dump or other acceptable equipment that allows spreading when dumped without rehandling. The stockpile shall be constructed to allow dump spreading in 1 direction only. Height of stockpile shall not exceed the capabilities of available machinery to make a full cut (bottom to top) on any of the 4 sides. The City will test a completed stockpile. The stockpile shall not be added to after it has been tested. • The Contractor shall assure that only material from a City approved stockpile receives a weight ticket indicating an approved stockpile number. The liability for accuracy of the weight ticket, as to items such as stockpile number or an approved source, is solely that of the Contractor. Use full height cuts and mix the material during loading operations. The Inspector shall be given a weigh ticket at the time of delivery indicating the source, stockpile approval number . and weight. (2) Test Sampling The Contractor may choose the method of sample gathering for testing by City Testing Consultants as follows: (a) The Contractor shall make a full height cut from each side of the stockpile. The 4 samples are then Page 1 04/17/86 210 210.4 Construction Methods (3) 210 04/17/86 Page 2 combined and mixed into a single "test" specimen from which the City's Testing Consultant can draw its samples. (b) As the stockpile is constructed, a perpendicular cut is to be made across the spreading direction at every 2 feet to 4 feet of height and the sample used to start a "mini" stockpile. Repeat the process, in 2 feet to 4 feet increments of heights, until the stockpile and the "mini" stockpile are completed. The Contractor shall provide access to samples from the "mini" stockpile for the City's Testing Consultant to draw its samples. (1) Preparation of Subgrade - "Flexible Base" shall not be placed until the Contractor has verified, by proof rolling, that the subgrade has been prepared and compacted in conformity with Item No. 201, "Subgrade Preparation" to the typical sections, lines and grades indicated. Any deviation shall be corrected and proof rolled prior to placement of aggregate. Blue tops shall be set by the Contractor for subgrade on centerline, quarter points, curb lines or edge of pavement where curb is omitted, at intervals not exceeding 50 feet. Subgrade shall be tested by proof rolling in conformity with Item No. 236, "Rolling (Proof)" prior to placing first course of base material. (2) First Course Immediately before placing the base material, the subgrade shall be checked as to conformity with grade and sec- tion. The thickness of each base course shall not exceed 6 inches, loose measure and will be equal increments of the total depth. The material shall be delivered in approved vehicles and it shall be the responsibility of the Contractor that the re- quired amount of specified matenal shall be delivered. Matenal deposited upon the subgrade shall be spread and shaped the same day unless otherwise approved by the Engineer. In the event Inclement weather or other unfore- seen circumstances render impractical spreading of the material during the first 24 hour period, the material shall be spread as soon as conditions allow. The material shall be sprinkled, if required, and shall then be bladed, dragged and shaped to conform to typical sections as indicated. All areas and "nests" of segregated course or tine matenal shall be corrected or removed and replaced with well graded material. If additional binder is considered desirable or necessary after the material is spread and shaped, it shall be furnished and applied as required. Such binder mate- rial shall be carefully and evenly incorporated with the matenal in place by scarifying, harrowing, brooming or by other approved methods. The course shall be spnnkfed as required to bring it to optimum moisture content and compacted to the extent nec- essary to provide not less than the percent density as hereinafter specified under "Density ". In no case shall the base be worked at more than 2 percent above or below optimum moisture. In addition to the requirements specified for density, the full depth of flexible base indicated shall be compacted to the extent necessary to remain firm and stable under construction equipment. After each section of flexible base is completed. tests as necessary will be made 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 base course shall be maintained by blading and the surface, upon completion, shall be smooth and in conformity with the typical section indicated and to the established lines and grades. In that area on which pavement is to be placed. any deviation in excess of '/. inch in cross section and in length of 16 feet measured longitudinally shall be corrected by loosening, adding or removing material, reshaping and recompacting by sprinkling and rolling. All irregularities, depressions or weak spots which develop shall be corrected immediately by scarifying the areas affected. adding suitable material as required, re- shaping and recompacting by sprinkling and rolling. Should the base course, due to any reason or cause, lose the required stability, density and finish before the surfacing is complete, it shall be recompacted and refinished at the sole expense of the Contractor. Succeeding Courses Construction methods shall be the same as prescribed for the first course. Blue tops shall be set by the Contractor for finished grade on the last course of base under curb and gutter, at a maximum of 50 foot intervals. Blue tops shall also be set by the Contractor for finished base grade on centerline, intermediate points not exceeding 11 feet be- tween points and at pavement edge if curb and gutter are not included in the work, at 50 foot intervals. (4) Density Each course of flexible base shall be compacted to not less than 100 percent density when tested in accordance with SDHPT Test Method Tex - 113 -E. Field density determination shall be made in accordance with approved methods. The completed Flexible Base shall be tested by proof rolling in conformity with item No. 236, "Rolling (Proof) ". 210.5 Measurement "Flexible Base" will be measured at depths specified for the area indicated, by the square yard or by the cubic yard, complete in place, as indicated in the bid. 210.6 Payment This item will be paid for at the contract unit price bid for "Flexible Base" which price shall be full compensation for all work herein specified, including the furnishing, hauling, placing and compacting of all materials, rolling, proof rolling, recompacting and re- finishing, for all water required and for all equipment, tools, labor and incidentals necessary to complete the work. Payment will be made under one of the following: Pay Bern No. 210 - A• Inch Flexible Base — Per Square Yard. Pay Bern No. 210 - 8: Flexible Base — Per Cubic Yard. End Page 3 04/17/86 210 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 220.1 Description This item shall consist of the application of water or asphalt emulsion on specified streets, detours, haul routes or construction sites for the purpose of maintaining these areas relatively free of dust. 220.2 Construction Methods Dust control shall be achieved by the application of water or asphalt emulsion sprinkled in amounts sufficient to control the dust 10 the satisfaction of the Engineer or by using equipment which is specially designed to trap dust in filters or bags. When asphalt emulsion is to be applied, all environmental safe guards shall be in place prior to placing the emulsion., The Contractor shall furnish and operate an approved sprinkler, equipped with valves to regulate the flow of the liquid to the sprinkler bar so that the liquid will be evenly distributed and at a controllable rate over the entire width sprinkled. It shall be the Contractor's continuous responsibility at all times, including nights, holidays and weekends until acceptance of the project by the City, to maintain the specified areas relatively free of dust in a manner which will cause the least inconvenience to the public. 220.3 Measurement Sprinkling for dust control will be considered subsidiary to other items of the contract unless included as a separate pay item in the contract. When included for payment in Ole contract as a separate contract pay item, it will be measured in units of 1,000 gallons actually placed as authorized by the Engineer. 220.4 Payment Item No. 220 Sprinkling for Dust Control This item, when provided for in the contract as a separate pay item, will be paid for in accordance with the contract unit price. The contract unit price shall be the total compensation for all labor, materials, tools, machinery, equipment and incidentals necessary to complete the work as indicated. Payment, when specified in the contract, will be made under one of the following: Pay Item No. 220 - A: Sprinkling for Dust Control (Water) — Per Unit. Pay Item No. 220 -B: Sprinkling for Dust Control (Asphalt Emulsion) — Per Unit. End Page 1 04/17/86 220 301.1 Description This item shall consist of the requirements for oil asphalts, cut -back asphalts, road oils, emulsified asphalts, asphalt cement and other miscellaneous asphaltic materials. 301.2 Materials When tested according to State Department of Highways and Public Transportation Test Methods, the various matetials shall meet the applicable requirements of this specification. (1) Asphalt Cement The material shall be homogeneous, free from water, shall not foam when heated to 350 F and shall meet the follow- ing requirements: Test AC -3 AC -5 AC -10 AC -20 AC-40 Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Viscosity 1 140 F 300 ±100 500 ±100 1000±200 2000±400 4000±800 Poises Viscosity 275 F stokes 1.1 — 1.4 — 1.9 — 2.5 — 3.5 — Penetration 77 F, 100g, 5 sec. 210 — 135 — 85 — 55 — 35 — Flash Point, C.O.C. F 425 — 425 — 450 — 450 — 450 — Solubility in Irichloroethylene, percent Tests on residues from thin film oven lest: Viscosity 140 F stokes VISCOSITY GRADE Item No. 301 Asphalts, Oils and Emulsions 99.0 — 99.0 — 99.0 — 99.0 — 99.0 — — 900 — 1500 — 3000 — 6000 — 12000 Ductility 77 F 5 cms per min, 100 — 100 — 70 — 50 — 30 cms Spot test Negative for all grades (2) Latex Additive The minimum of 2 percent by weight, latex additive (solids basis) shall be added to AC -5 Asphalt when indicated. The latex additive shall conform to the following: The latex is to be an anionic emulsion of butadiene- styrene low- temperature copolymer in water, stabilized with fatty -acid soap so as to have good storage stability, and possessing the following properties: Monomer ratio, B/S 70/30 Minimum solids content 67% Solids content per gal at 67% 5.3 lbs. Coagulum on 80 -mesh screen 0.1% maximum Type Anti - oxidant staining . Mooney Viscosity of Polymer (M/L 4 at 212 F)1 100 minimum pH of Latex 9.4 -10.5 Surface tension 28 -42 dynes /cm' Brookfield Viscosity of Latex 1200 ps maximum at 67% solids Page 1 04/17/86 301 The finished latex- asphalt blend shall meet the following requirements: Viscosity at 140 F stokes 1500 maximum Ductility at 39.2 F.1 cm. per min. cm 100 minimum Cutback Asphalt Culback Asphalt shall conform to the following table: CUTBACK ASPHALT RAPID CURING TYPE CUTBACK ASPHALT Type -Grade RC -250 RC -800 RC -3000 Properties Minimum Maximum Minimum Maximum Minimum Maximum Water, percent — 0.2 — 0.2 — 0.2 Flash Point, T.O.C., F 80 — 80 — 80 J- Kinematic vis. @ 140 F, cst 250 400 800 1600 3000 6000 Distillation Test: Distillate, percentage by volume of total distillate to 680 F to 437 F 40 75 35 70 20 55 to 500 F 65 90 55 85 45 75 to 600 F 85 — 80 — .70 — Residue from Distillation Volume Percent 70 — 75 — 82 — Tests of Distillation Residue Penetration, 100g 100 150 100 150 100 150 5 sec., 77 F Ductility, 5 cm /min. 100 100 — 100 — 77 F, cm Solubility in trichloroelhylene, % 99.0 — 99.0 — 990 — Spot Test ALL NEGATIVE MEDIUM CURING TYPE CUTBACK ASPHALT i Type -Grade MC -30 MC -70 MC -250 MC -800 MC -3000 Properties Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Water, % — 0.2 — 0.2 — 0.2 — 0.2 — 0.2 Flash Point, 100 — 100 — 150 — 150 — 150 — T.O.C., F Kinematic vis. @ 30 60 70 140 250 500 800 1600 3000 6000 140 F. csl. The Distillate, expressed as percent by volume to total distillate to 680 F, shall be as follows: (3) I Off at 437 F — 25 — 20 — 10 — — i — — Off at 500 F 40 70 20 60 15 55 — 35 — 15 Off at 600 F 75 93 65 90 60 87 45 80 15 75 Residue from 680 F Distillation, Volume Percent 50 — 55 67 — 75 — 80 — 301 04/17/86 Page 2 Tests on Distillation Residue: Penetration at 77 F 100g, 5 sec. Ductility at 77 F 5 cm/min, cms Solubility in trichloroethylene, % Spot Test I I 120 250 120 250 120 250 120. 250 120 250 100' — 100' — 100' — 100' — 100' — 99.0 — 99.0 — 99 0 — 99.0 — 99.0 — ALL NEGATIVE 'If penetration of residue is more Than 200 and ductility al 77 F is less than 100 cm, the material will be acceptable if its ductility at 60 F is more than 100. AE - P CUTBACK ASPHALT Type -Grade AE -P Properties Minimum Maximum Viscosity de 122 F, SF, sec. 15 150 Sieve Test, % 0.1 Demulsibility, 50mL 0.1 N CaCI„ % 70 Storage Stability, 24 hr., % 1.0 TEST ON RESIDUE FROM CUTBACK DISTILLATION TO 680 F USINT RESIDUE FROM 500 F DISTILLATION % 40 Total Oils' from Distillation, % 20 35 Float (9 122 F on Residue from Cutback Distillation 50 200 Solubility in Trichloroethylene, T 97.5 'Cumulative total from 500 F distillation of emulsion and distillation of residue by cutback distillation to 680 F. (4) Emulsions The material shall be homogenous. It shall show no separation of asphalt after thorough mixing and shall meet the viscosity requirements at any time within 30 days after delivery. ANIONIC EMULSIONS Rapid Setting Medium Setting Slow Setting Type - Grade RS - RS -2h MS -2 MS -2h MS -1 SS -1 Properties Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Furol Viscosity at 77 F, sec. — — — — — — — — 30 100 30 100 Furol Viscosity at 122 F, sec. 150 400 150 400 100 300 100 300 — Residue by Distillation, % 65 — 65 — 65 — .65 — 60 — 60 — Oil Portion of Distillate, % — 2 — 2 — 2 — 2 — 2 2 Sieve Test, % — 0.1 — 0.1 — 0.1 — 0.1 — 0.1 0.1 Miscibility (Standard Test) — — Passing Passing Coating — Passing — Cement Mixing, % — — — — — — — 2.0 Demulsibiltty 50 cc of N /10 CaCI„ % — — — — — — — 70 Demulsibility 35 cc of N /50 CaCI„ % 60 — 60 — — 30 — 30 — — Storage Stability 1 day, % — 1 — 1 — 1 — 1 — 1 — 1 Page 3 04/17;86 301 ANIONIC EMULSIONS Rapid Setting Storage stability test, 1 day % — 1 — 1 Demulsibility, ' 35 m10.8 % sodium dioctyl sulfosuccinate 40 — 40 - — 3 — 3 — 12 — 12 Medium Setting Slow Setting Type -Grade RS -2 RS-2h MS -2 MS -2h MS -1 SS -1 Properties Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Freezing Test, 3 Cycles • Passing Passing Passing Passing Tests of Residue: Penetration at 77 F, 100g, 5 sec. 120 160 80 110 120 160 80 110 120 160 120 160 Solubility in Trichloroethylene, % 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 97.5 Ductility at 77 F, 5 cm /min, cms 100 — 100 — 100 — 100 — 100 — 100 'Applies only when Engineer designates material for winter use. CATIONIC EMULSIONS Rapid Setting Medium Setting Slow Setting Type -Grade CRS -2 CRS -2h CMS-2 CMS-2h CSS-1 CSSI1h Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Viscosity, Saybolt Furol at 77 F sec. — — — — — — — — 20 '100 20 100 Viscosity, Saybolt Furol at 122 F sec. 150 400 150 400 100 100 300 100 100 300 - 1 1 — 1 — 1 Coating, ability & water resistance: Coating, dry aggregate good good — — Coating, after spraying fair fair — — Coating, wet aggregate fair fair — — Coating, after spraying — — — — fair fair — — Particle charge test Positive Positive Positive Positive Positive Positive Sieve test % — 0.10 — 0.10 — 0.10 — 0.10 — 0.10 — 0.10 Cement Mixing test, % — f 2.0 — 2.0 1 Distillation: Oil distillate, by volume of emulsion, 3 — - 3 Residue, % 65 — 65 — 65 — 65 — 60 — 60 Tests on Residue from Distillation Test: Penetration, 77 F, 100 g 5 sec. 120 160 80 110 120 200 80 110 120 160 80 110 Ductility, 77 F, 5 cm/min, cm 100 — 100 — 100 — 100 — 100 — 100 — Solubility in trichloroethylene, 1 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 'The demulsibility test shall be made within 30 days from date of shipment. 301 04/17/86 Page 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (5) Fluxing Material Fluxing material shall be free from foreign matter and shall conform to the following: Properties Minimum Maximum Water, % — 0.2 Kinematic Viscosity at 140 F, cst 60 120 Flash Point, C.O.C., F 250 — Loss on Heating, 50g, 5 hrs at 325 F, % — 5 Asphalt Content of 85 to 115 penetration by vacuum distillation weight, % 25 — Pour Point, F — 60 (6) Precoat Material ( (8) Precoat material may consist of any one of the various types of asphaltic materials listed in this specification, approved by the Engineer, including "Special Precoat Material'. Special Precoat Material Properties Minimum Maximum Water, % — Flash, C.O.C., F 200 Kinematic Viscosity at 140 F, cst. 300 Distillation to 680 F: Initial Boiling point, F 500 Residue by weight, % 70 Penetration residue, 77 F, 100g, 5 sec 200 High Float Emulsions 0.2 500 300 HIGH FLOAT EMULSIONS Rapid Setting Medium Setting Type -Grade HFRS -2 AES -300 i Properties Minimum Maximum Minimum Maximum Furol Viscosity at 77 F, sec. — — 75 400 Furol Viscosity at 122 F, sec 150 400 — — Residue by Distillation, % 65 — 65 — Oil Portion of Distillate, % — 2 — 7 Sieve Test, % — 0.1 — 0.1 Coating — — Passing Demulsibildy 35 cc of N /50 CaCI„ % 50 — — , — Storage Stability Test, 1 day, % — 1 — 1 Tests on Residue: Penetration at 77 F, 100 g, 5 sec. 100 140 300 — Solubility in Trichloroethylene, % 97.5 — 97.5 — Ductility at 77.5 cm /min, cms 100 — — — Float Test at 140 F, sec. 1200 — 1200 — Catalytically -Blown Asphalt Joint and Crack Sealer Catalytically -blown asphalt shall be uniformly blended with 10 percent diatomaceous earth filler which passes the No. 325 sieve. It shall form a suitable joint and crack sealer which may be melted to pouring consistency in the regular asphalt kettle at a temperature of approximately 450 F to 475 F. The material shall meet the following requirements: 68 -88 Pen 38 -45 Pen Type -Grade Minimum Maximum Minimum Maxi mum Penetration, 77 F, 100g, 5 sec 68 88 38 45 Penetration, 32 F, 200g, 60 sec 38 — — — Penelration, 115 F, 50g, 5 sec — 160 — — Softening Point, R & B, F 175 200 185 200 Flash, C.O.C., F 500 — 500 — Page 5 04/17/86 301 End Type -Grade Type -Grade 301 04/17/86 Page 6 Application and Mixing Recommended Range, F 68 -88 Pen 38 -45 Pen Minimum Maximum Minimum Maximum Ductility, 77 F, 5 cm /min, cms 5 — ' 3 — Flow, 140 F, cm — 0.5 — 0.5 Ash, Weight, % 8 — 8 — Settlement Ratio — 1.02 — 1.02 Brittleness Test, 32 F No Cracking No Cracking 301.3 Storage, Heating and Application Temperatures Asphaltic materials should be applied at the temperature which provides proper and uniform distribution and with practical limits avoiding higher temperatures than necessary. Satisfactory application usually should be obtained within the recommended ranges shown below. No material shall be heated above the following maximum temperatures: Allowable, F Heating and Storage Maximum, F AC- 5,10,20,40 275 375 350 AC -3 220 -300 350 350 AE -P 100 -140 140 140 RC -250 125 -180 200 200 RC -800 170 -230 260 260 RC -3000 215 -275 285 285 MC -30 70 -150 175 175 MC -70 125 -175 200 200 MC -250 125 -210 240 240 MC -800 175 -260 275 275 MC -3000 225 -275 290 ,290 Cat. Blown Asph 425 -475 500 500 Special Precoat Material 125 -250 275 275 SS -1, MS -1, CSS -1, CSS -1h 50 -130 140 140 RS -2, RS -2h, MS -2, MS -2h, CRS -2, CRS -2h, CMS -2, CMS -2h, HFRS -2, AES -300 110 -160 170 170 NOTE: Heating of asphaltic materials (except emulsions) constitutes a fire hazard to various degrees. Proper precautions should be used in all cases and especially with RC cutbacks. Warning to Contractors Attention is called to the tact that asphaltic materials are very flammable. The utmost care shall be taken to prevent open flames from coming in contact with the asphaltic material or the gases of same. The Contractor shall be respon- sible for any fires or accidents which may result from heating the asphaltic materials. 301.4 Measurement and Payment All asphaltic materials included in this specification will be measured and paid for conforming to the governing specifications for the items of construction in which these materials are used. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Item No. 302 Aggregates for Surface Treatments 302.1 Description This item shall consist of the requirements for aggregate and precoated aggregate to be used in the construction of surface treatments. 302.2 Materials (1) Aggregates Aggregates shall be composed of clean, tough and durable particles of gravel, crushed gravel, crushed stone, crushed slag or natural limestone rock asphalt. These materials shall not contain more than 5 percent by weight of soft particles and other deleterious materials as determined by SDHPT Test Method Tex - 217 -F, Part I. The natural limestone rock asphalt aggregate fumished shall have an average bitumen content from 4 to 8 percent by weight of naturally impregnated asphalt, as determined by SDHPT Test Method Tex -215 -F and shall contain not more than 2 percent by weight of any one of or combination of iron pyrites or other objectionable matter, as deter- mined by SDHPT Test Method Tex - 217 -F, Part I. No aggregate shall contain a total of more than 5 percent by weight of impurities or objectionable matter listed above. The percent of wear, as determined by SDHPT Test Method Tex - 410 -A, for each of the materials shall not exceed 20 percent. The percent of wear on natural limestone rock asphalt aggregate as determined by SDHPT Test Method Tex -410 -A shall be made on that portion of the material retained on the No. 4 sieve, having a naturally impregnated asphalt content of less than 1 percent. Crushed gravel shall have a minimum of 85 percent of the particles retained on the No. 4 sieve with at least 1 crushed face, as determined by SDHPT Test Method Tex - 413 -A. (2) Precoat Material and Flux 011 (a) The precoat material shall meet requirements for "Precoat Materials" as specified in Item No. 301, "Asphalts, Oils and Emulsions ". . -. (b) The flux oil shall meet the requirements for "Flux Oil' as specified in Item No. 301, "Asphalts, Oils and Emulsions ". (c) Potable water from City of Austin supplies is preferred, but the Contractor may submit test results of other water as sources for approval by the Engineer /Architect before use in structural concrete. 302.3 Types The various types of aggregates are identified as follows: Type A Type A aggregate shall consist of gravel, crushed slag, crushed stone or natural limestone rock asphalt. Type 8 Type B aggregate shall consist of crushed gravel, crushed slag, crushed stone or natural limestone rock ) asphalt. Type C Type C aggregate shall consist of gravel, crushed slag or crushed stone. Type 0 Type D aggregate shall consist of crushed gravel, crushed slag or crushed stone. Type E Type E aggregate shall consist of natural limestone rock asphalt. Page 1 04,17/86 302 Type F Type F aggregate shall consist of Trap Rock. The various types of precoated aggregates are identified as follows: Type PA Type PA shall be precoated aggregate consisting of gravel, crushed slag, crushed stone or natural limestone rock asphalt. Type PB Type P8 shall be precoated aggregate consisting of crushed gravel, crushed slag, crushed stone or natural lime- stone rock asphalt. Type PC Type PC shall be precoated aggregate consisting of gravel. crushed slag or crushed stone. Type PD Type PD shall be precoated aggregate consisting of crushed gravel, crushed slag or crushed stone. Type PE Type PE shall be precoated aggregate consisting of natural limestone rock asphalt. 302.4 Grades When tested by SDHPT Test Method Tex - 200 -F, Part I, the gradation requirements for the several grades of aggregate shall be as follows: Percent by Weight Grade 1 Retained on 1 inch sieve 0 Retained on '/e inch sieve 0 -2 Retained on % inch sieve 20 -35 Retained on % inch sieve 85 -100 Retained on % inch sieve 95 -100 Retained on No. 10 sieve 99 -100 Grade 2 Retained on % inch sieve 0 Retained on °/4 inch sieve 0 -2 Retained on 5 /e inch sieve 20 -35 Retained on '/ inch sieve 85 -100 Retained on 3 /8 inch sieve 95 -100 Retained on No. 10 sieve 99 -100 Grade 3 Retained on 3 4 inch sieve 0 Retained on % inch sieve 0 -2 Retained on Y inch sieve 20 -35 Retained on We inch sieve 85 -100 Retained on % inch sieve 95 -100 Retained on No. 10 sieve 99 -100: Grade 4 Retained on 5 /a inch sieve 0 Retained on' inch sieve 0 -2 Retained on % inch sieve 20 -35 Retained on No. 4 sieve 95 -100 Retained on No. 10 sieve 99 -100 302 04/17/86 Page 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Grade 5 Retained on '/z inch sieve 0 Retained on 3/4 inch sieve 0 -5 Retained on No. 4 sieve 40 -85 Retained on No. 10 sieve 98 -100 Retained on No. 20 sieve 99 -100 Grade 3T Percent by Weight Retained on 3 /4 inch sieve 0 Retained on 3 inch sieve 0 to 2 Retained on 'h Inch sieve 20 to 3d Retained on ./e inch sieve 85 to 100 Retained on Y4 inch sieve 95 to 100 Retained on No. 10 sieve 99 to 100 The percent of wear as determined by Test Method Tex -410 -A shall not exceed 15 percent (Los Angeles Abrasion). The aggregate when tested using Test Method Tex -411 -A (magnesium sulphate soundness method, 4 cycle) shall have no greater loss than 30 percent. The aggregate shall be dark in color. Aggregate shall be sufficiently washed as to produce a clean, dustfree surface. Grade 5T Retained on 9 inch sieve 0 Retained on 3 inch sieve 0 to 5 Retained on No. 4 sieve 40 to 85 Retained on No. 10 sieve 98 to 100 Retained on No. 20 sieve 99 to 100 The percent of wear as determined by Test Method Tex - 410 - shall not exceed 15 percent (Los Angeles Abrasion).• The aggregate when tested using Test Method Tex -411 -A (magnesium sulphate soundness method, 5 cycle) shall have no greater loss than 30 percent. The aggregate shall be dark in color. Aggregate shall be sufficiently washed as to produce a clean, dustfree surface. Lsted aggregate shall not contain more than 1.0 percent by weight of fine dust, clay -like particles and /or silt present when tested in accordance with Test Method Tex - 217 -F, Part II. 302.5 Equipment (1) Mixing Plants Mixing plants that will not continually meet all the requirements of this specification shall be rejected. Mixing plants may be either the weigh batching type, the continuous mixing type or the drum mix type. Each type of plant shall be equipped with satisfactory conveyors, power units, aggregate handling equipment, aggregate screens and bins and shall consist of the essential pieces of equipment listed below: It the Engineer approves the use of an emulsion as a precoat material, he may also waive the reduirement for a dryer or if it is demonstrated that a satisfactory coating can be obtained without drying or heating the aggregate. (a) Weigh Belching Type 1. Cold Aggregate Bin and Proportioning Device The cold aggregate bins or aggregate stockpiles shall be of sufficient number and size to supply the amount of aggregate required to keep the plant in continuous operation. The proportioning device shall be such as will provide a uniform and continuous flow of aggregate in the desired proportion to the plant. Page 3 04/17/86 302 302 04/17/86 Page 4 2. Dryer The dryer shall be of the type that continually agitates the aggregate during healing and in which the temperature can be so controlled that aggregate wit not be injured in the necessary drying and heating operations required to obtain a mixture of the specified temperature. 3. Burner The bumer or combination of burners and type of fuel used shall be such that in the process of heating the aggregate to the desired or specified temperatures, no residue from the fuel shall adhere So the heated aggregate. A recording thermometer shall be provided which will record the temperaturelof the aggregate when it leaves the dryer. The dryer shall be of sufficient size to keep fhe plant in continuous operation. The dryer will not be required for precoating natural limestone rock asphalt. 4. Screening and Proportioning The screen capacity and size of the bins shall be sufficient to screen and store the amount of aggregate required to properly operate the plant and keep the plant in continuous operation at full capacity. Proper provisions shall be made to enable inspection forces to have easy and safe access to the proper location on the mixing plant where accurate representative samples of aggregate may be taken from the bins for testing. 5. Weighing and Measuring Equipment The weighing and measuring equipment shall be of sufficient capacity and of adequate design for proper batching. The following equipment, conforming to the requirements of the SDHPT Standard Specifica- tion, Item No. 510 "Weighing and Measuring Equipment", shall be fumished: a. Aggregate weigh box and batching scales. b. Bucket and scales for precoat material for flux oil. A pressure type flow meter may be used to measure the precoat material or flux oil for each batch. 6. Mixer The mixer shall be of the pug mill type and shall have a capacity of not less than 3000 pounds in a single batch. The number of blades and the position of same shall be such as to give a uniform and complete circulation of the batch in the mixer. The mixer shall be equipped with an approved spray bar that will distribute the precoat material or flux oil quickly and uniformly throughout the mixer. Any mixer that has a tendency to segregate the mineral aggregate or fails to secure a thorough and uniform mixing with the precoat material or flux oil shall not be used. All mixers shall be provided with an automatic time lock that will lock the discharge doors of the mixer for the required mixing period. The dump door or doors and the shaft seals of the mixer shall be tight enough to prevent the spilling of aggregate or mixture from the pug mill. (b) Continuous Mixing Type 1. Cold Aggregate Bin and Proportioning Device Same as for weigh batching type of plant. 2. Dryer Same as for weigh batching type of plant. 3. Screening and Proportioning Same as for weigh batching type of plant. These requirements shall also apply to materials that are stockpiled and that are proposed for direct use by a continuous mixing plant without the use of plant bins. 4. Aggregate Proportioning Device The aggregate proportioning device shall be so designed that when properly operated, a uniform and , continuous flow of aggregate into the mixer will be maintained. 5. Spray Bar for Precoat Material and Flux Oil The spray bar for the precoat material or flux oil shall be so designed that the material will spray uni- formly and continuously into the mixer. 6. Meter for Precoat Material or Flux Oil An accurate recording meter for precoat material or flux oil shall be placed in the line leading to the spray bar so that the accumulative amount of precoat material or flux oil being used can be accurately deter- mined. Provisions of a permanent nature shall be made for checking the accuracy of the meter output. 7. Mixer The mixer shall be of the pug mill continuous type and shall have a capacity of not less than 40 tons of mixture per hour. Any mixer that has a tendency to segregate the aggregate or fails to secure a thorough and uniform mixing of the aggregate with the precoat material or flux oil shalt not be used. 8. Drum Mix Plant Unless otherwise indicated or if natural limestone rock asphalt is to be used, the Contractor may elect to use the drum- mixing process. The plant shall be adequately designed and constructed for the process of mixing aggregates and precoat material in the dryer -drum without preheating the aggregates. The plant shall be equipped with satisfactory conveyors, power units, aggregate - handling equipment and teed controls and shall consist of the following essential pieces of equipment. 9. Cold Aggregate Bin and Feed System The number of compartments in the cold aggregate bin shall be equal to or greater than the number of stockpiles of individual materials to be used. The bin shall be of sufficient size to store the amount of aggregate required to keep the plant in continu- ous operation and of proper design to prevent overflow of material from one compartment to another. The feed system shall provide a uniform and continuous flow of aggregate in the desired proportion to the dryer. The system shall provide positive weight measurement of the combined cold aggregate feed by use of belt scales or other approved devices. Provisions of a permanent nature shall be made for checking the accuracy of the measuring device. When a belt scale is used, mixture production shall be maintained so that the scale normally operates between 50 percent and 100 percent of its rated capacity. Belt scale operation below 50 percent of the rated capacity may be allowed by the Engineer if, at the sele4ted rate. it can be satisfactorily demonstrated to the Engineer that mixture uniformity and quality have been adversely affected. 10. Scalping Screen A scalping screen shall be required, unless otherwise indicated and shall be located ahead of any weighing device. 11. Precoat Material Measuring System An asphaltic material measuring device meeting the requirements of the SDHPT Item No. 510, "Weigh- ing and Measuring Equipment ", shall be placed in the line leading to the drum mixer so that the accumu- lative amount of precoat material used can be accurately determined. Provisions of a permanent nature shall be made for checking the accuracy of the measuring device output. The measuring device and line to the measuring device shall be protected with a jacket of hot oil or other approved means to maintain the temperature of the line and measuring device near the temperature specified for the precoat mate- rial. Unless otherwise indicated, the temperature of the precoat material entering the measuring device shall be maintained at ±10 F of the temperature at which the measuring set was calibrated and set. 12. Synchronization Equipment for Feed - Control Systems The precoat material feed - control shall be coupled with the total aggregate weight measuring device in such a manner as to automatically vary the precoat material feed rate as required to maintain the re- quired proportion. 13. Drum Mix System The drum mix system shall be of the type that continually agitates the aggregate and precoat mixture during heating and in which the temperature can be so controlled that aggregate and asphalt will not be dainaged in the necessary drying and heating operations required to obtain a mixture at the specified terperature. A continuously- recording thermometer shall be provided which will indicate the tempera- ture of the mixture as it leaves the drum mixer. Page 5 04/17/86 302 15. Healing Equipment for Precoat Material and Flux Oil Heating equipment for precoat material and flux oil shall be adequate to heat the amount of material required to the desired temperature. The material may be heated by steam coils which shall be abso- lutely tight. Direct fire heating will be permitted, provided the heater used is manufactured by a reputable concern and there is positive circulation of the liquid throughout the heater. Agitation with steam or air will not be permitted. The heating apparatus shall be equipped with a recording thermometer with a 24- hour chart that will record the temperature of the precoat material of flux oil where it is at the highest temperature. Water in an amount not to exceed 3 percent by weight of the mixture may be used in preparing the mixture. The water shall be added as directed by the Engineer during the mixing. In the event water is used in the mixing operation, adequate measuring devices shall be used and the water shall be admin- istered to the mix through an approved spray bar. (3) 14. Surge - Storage System l l A surge - storage system will be required. It shall be adequate to minimize the production interruptions during the normal day's operations and shall be constructed to minimize segregation. A device such as a gob hopper or other similar devices approved by the Engineer to prevent segregation in the surge -stor- age bin will be required. 302.6 Storage, Proportioning and Mixing (1) Aggregate Storage If the mineral aggregates are stored or stockpiled, they shall be handled in such a manner as to prevent segregation, the mixing of the various materials or sizes and the contamination with foreign materials. The grading of aggregates proposed for use and as supplied to the mixing plant shall be uniform. The use of limestone rock asphalt aggregate containing moisture in excess of the saturated surface -dry condition will not be permitted. Excess moisture will be evidenced by visual surface moisture on the aggregate or any unusual quantities of fines clinging to the aggregate. (2) Storage and Heating of Precoating Material or Fluxing Material The precoating or fluxing material storage shall be ample to meet the requirements of the plant. The materials shall not be heated to a temperature in excess of 250 F. All equipment used in the storage and handling of precoat mate- rial or flux oil shall be kept in a clean condition at all times and shall be operated in such manner that there will be no contamination with foreign matter. Feeding and Drying of Aggregate The feeding of various sizes of aggregate, other than natural limestone rock asphalt, to the dryer shall be done through the cold aggregate bin and proportioning device in such a manner that a uniform and constant flow of mate- rial in the required proportions will be maintained. The aggregate shall be heated to the temperature necessary to produce a mixture meeting the requirements of "Physical Properties of the Mixture". (4) Proportioning The proportioning of the various materials entering into the mixture shall be as directed by the Engineer and in accordance with these specifications. Aggregate shall be proportioned by weight using the weigh box and balching scales herein specified when the weigh -batch type of plant is used and by volume using the aggregate proportioning device when the continuous mixer type of plant is used. The precoat material or flux oil shall be proportioned by weight or by volume based on weight using the specified equipment. (5) Mixing (a) Batch Type Mixer 302 04/17/86 Page 6 In the charging of the weigh box and the charging of the mixer from the weigh box, such methods or devices shall be used as are necessary to secure a uniform mixture. In introducing the batch into the mixer, the mineral aggregate shall be introduced first; shall be mixed thoroughly, as directed, to uniformly distribute the various sizes throughout the batch before the precoat material or flux oil is added; the precoat material or flux oil shall then be added and the mixing continued until such time that the aggregate is properly coated. This mixing period may be varied, if in the opinion of the Engineer, the mixture is not uniform. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (b) Continuous Type Mixer The amount of aggregate and precoat material or flux oil entering the mixer and the rate of travel through the mixer shall be so coordinated that a uniform mixture of the specified grading and percent by weight of precoat material or flux oil will be produced. 302.7 Physical Properties of the Mixture The materials shall be mixed at a central mixing plant and shipped ready for use. Mixes that do not remain workable a sufficient period of time or maintain flow qualities such that the precoated aggregate may be satisfactorily spread by normal approved mechanical spreading devices will not be acceptable. Materials that are not uniformly and /or properly coated or fluxed, in the opinion of the Engineer, will not be accepted for use. Precoated aggregates shall be aggregates of the type specified, treated (coated or fluxed) with 0.5 to 2.0 percent by weight of precoat material or fluxing material meeting the requirements of this specification and the approval of the Engineer. The grade of aggregate specified shall meet all requirements of "Grades ", above. prior to the application of the precoat material for fluxing material. 302.8 Measurement and Payment Aggregates and precoated aggregates will be measured and paid for in accordance with the governing specifications for the items of construction in which these materials are used. End Page7 04117/86 302 1 1i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 306.1 Description This item shall consist of an application of asphaltic material on the completed base course and /or other approved areas in accordance with these specifications as directed by the Engineer. 306.2 Materials (1) Asphalt Materials The asphalt material for Prime Coal shall conform to the requirements of Cutback Asphalt, MC -30, Emulsion, MS -2, SS -1, Emulsion CSS -1 or AE -P, Item No. 301, "Asphalts, Oils and Emulsions ". (2) Water Water shall be furnished by the Contractor and shall be clean and free from industrial wastes and other objectionable matter. (3) Dispersal Agent Detergent shall be added to water and sprayed on surfaces to be primed in accordance with asphalt manufacturer's recommendations. 306.3 Construction Methods When, in the opinion of the Engineer, the base course or other surface is satisfactory to receive the prime coat, the surface shall be cleaned by sweeping or other approved methods as directed by the Engineer. The surface shall be lightly sprinkled with water just prior to application of the asphaltic material unless this requirement is waived by the Engineer. The Contractor shall submit a list of prime material(s) recommended to be applied on the work to the Engineer for approval. When emulsions are approved, a dispersal agent shall be added to the water before sprinkling. The asphaltic material shall be applied on the clean surface by an approved type of self - propelled pressure distributor operated so as to distribute the prime coat at a rate ranging from 0.1 to 0.3 gallons per square yard of surface area. The material shall be evenly and smoothly distributed. During the application of prime coat, care shall be taken to prevent splattering of adjacent pavement, curb and gutters or structures. The Contractor shall be responsible for cleaning splattered areas. Prime Coat shall not be applied when the air temperature is below 60 F and falling, but it may be applied when the air tempera- ture is above 50 F and rising; the air temperature being taken in the shade and away from artificial heat. Asphaltic material shall not be placed when general weather conditions, in the opinion of the Engineer, are not suitable. The distributor shall have been recently calibrated and the Engineer shall be furnished an accurate and satisfactory record of such calibration. After beginning the work, should the yield on the asphaltic material applied appear in error, the distributor shall be calibrated in a manner satisfactory to the Engineer before proceeding with the work. The Contractor shall be responsible for the maintenance of the surface until the work is accepted by the Engineer. No traffic, hauling or placement of any subsequent courses shall be permitted over the freshly applied prime coat. All storage tanks, piping, retorts, booster tanks and distributors used in storing or handling asphaltic material shall be kept clean and in good operating condition at all times and they shall be operated in such a manner that there will be no contamination of the asphaltic material with foreign material. It shall be the responsibility of the Contractor to provide and maintain in good working order a recording thermometer at the storage heating unit at all times. The Engineer will approve the temperature of application based on the temperature - viscosity relationship that will permit applica- tion of the asphalt within the limits recommended in Item No. 301, "Asphalts, Oils and Emulsions ". The recommended range for the viscosity of the asphalt is 100 to 125 cenlistokes. The Contractor shall apply the asphalt at a temperature within 15 F of the temperature specified in Item No. 301, "Asphalt, Oils and Emulsions ". 306.4 Measurement Item No. 306 Prime Coat Prime coat will be considered subsidiary to Item No. 340, "Hot Mix Asphaltic Concrete Pavement" unless included as a separate pay item in the contract. When included for payment, it shall be measured at point of delivery on the project in gallons at the applied temperature. The quantity to be paid for shall be the number of gallons used in the accepted prime coat. Page 1 04/17/86 306 306.5 Payment The work performed and materials furnished as prescnbed by this item, when included as a contract pay item, will be paid for al the unit price bid per gallon for "Prime Coat ", which price shall be full compensation for cleaning the base course or other sur- face, for furnishing, heating, hauling and distributing the prime coat specified; for all freight involved and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment, when included as a contract pay item, will be made under: Pay Item No. 306: Prime Coat — Per Gallon. End 306 04/17/86 Page 2 307.1 Description This item shall consist of an application of asphaltic material on the completed base course after the prime coat has sufficiently cured, existing pavement, bituminous surface, bridge deck, slab or on a prepared surface as indicated and as directed by the Engineer. 307.2 Materials (1) Asphalt Materiats The asphalt material for "Tack Coat" shall meet the requirements for Cutback Asphalt or Emulsified Asphalt, Item No. 301, "Asphalts, Oils and Emulsions" as listed below. Cutback asphalt shall be made by combining 50 to 70 percent by volume of the asphaltic material as specified for the type of paving mixture with 30 to 50 percent by volume of gasoline and/or kerosene. The type of material shall be selected from the following table: (2) Water Water shall be furnished by the Contractor and shall be clean and free from industrial wastes and other objectionable matter. (3) Sand Sand may be Grade 1 conforming to Item No. 403, "Concrete Structures' or washed sand, largely siliceous, with the following gradation: 307.3 Construction Methods Temperature of Surface, F. Sieve Size 40 -70 Over 70 RS - 2 MS - 2 RS - 2H MS - RC - 250 MC - 70 CRS -2 CMS -2 CRS -2H CMS -2H Percent Retained by Weight Natural Sand No. 8 0 No. 16 0 -40 No. 30 25 -65 No. 50 65 -85 No. 100 85 -98 No. 200 98 -100 Item No. 307 Tack Coat There shall not be more than 50 percent of the aggregate retained between any 2 sieves listed above and not more than 25 percent of the aggregate retained between No. 50 and No. 100 sieve. Tack coat shall not be applied when the air temperature is below 60 F and falling, but it may be applied when the air temperature is above 50 F and rising, the air temperature being taken in the shade and away from artificial heat. Asphaltic material shall not be placed when general weather conditions, in the opinion of the Engineer, are not suitable. Before the tack coat is applied, the surface shall be cleaned thoroughly to the satisfaction of the Engineer. The asphaltic material shall be applied on the clean surface by an approved type of self - propelled pressure distributor, so operated as to distribute the tack coat at a rale not to exceed 0.10 gallon per square yard of surface, evenly and smoothly under a pressure for proper distri- bution. Where the pavement mixture will adhere 10 the surface on which it is to be placed without the use oI a tack coat, the tack coat may be eliminated by the Engineer. All contact surfaces of curbs and structures and all joints shall be cleaned thoroughly and painted with a thin uniform coat of the asphaltic material used for tack coat. The tack coat shall be rolled with a pneumatic lire roller to distribute the asphaltic material uniformly over the tacked area. During the application of tack coat, care shall be taken to prevent splattering of adjacent pavement, curb and gutters or structures. The Contractor shall clean splattered areas. The distributor shall have been recently calibrated and the Engineer shall be furnished an accurate and satisfactory record of such calibration. After beginning of the work, should the yield on the asphaltic material applied appear in error, the distributor shall be calibrated in a manner satisfactory to the Engineer before proceeding with the work. Page 1 04/17/86 307 The Contractor shall be responsible for the maintenance of the surface until the HMAC is placed over the tack coat or the work is accepted by the Engineer. No traffic, hauling or placement of any subsequent courses shall be permitted over the freshly applied prime coat unless it is blotted by the application of sand as directed by the Engineer. All storage tanks, piping, retorts, booster tanks and distributors used in storing or handling asphaltic material shall be kept clean and in good operating condition at all times and they shall be operated in such a manner that there will be no contamination of the asphaltic material with foreign material. It shall be the responsibility of the Contractor to provide and maintain in good working order a recording thermometer at the storage heating unit at all times. The Engineer will select the temperature of application based on the temperature- viscosity relationship that will permit applica- tion of the asphalt within the limits recommended in Item No. 301, "Asphalts, Oils and Emulsions". The recommended range for the viscosity of the asphalt is 100 to 125 centistokes. The Contractor shall apply the asphalt at a temperature within 15 F of 160 F. 307.4 Measurement The asphaltic material for "Tack Coat" will be considered subsidiary to Item 340, "Hot Mix Asphaltic Concrete Pavement" unless included as a separate pay item in the contract. When included for payment, "Tack Coat" shall be measured at point of delivery on the project in gallons at the applied temperature. The quantity 10 be paid for shall be the number of gallons used. 307.5 Payment The work performed and materials furnished as prescribed by this item, when included as a contract pay item, will be paid for at the unit price bid per gallon for "Tack Coat ", which price shall be full compensation for cleaning the area to receive the "Tack Coat"; tor furnishing, healing, hauling and distributing the tack coat specified; for all freight involved and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment, when included as a contract pay item, will be made under: End Pay Item No. 307: Tack Coat — Per Gallon. 307 04/17/86 Page 2 1 1 1 1 1 1 1 1 1 1 1, 1 1 1 312.1 Description This item shall consist of a surface treatment composed of a single application of asphalt or latex - asphalt covered with aggregate for the sealing of existing pavements in accordance with these specifications. 312.2 Materials ( 1) Asphaltic Materials Asphaltic material shall conform to Item No. 301, "Asphalts, Oils and Emulsions" as follows: (a) Patching 1. HMAC Class D conforming to Item No. 340, "Hot Mix Asphaltic Concrete ". (b) Sealing 1. Cool Weather (65 -80 degrees) HFRS -2. 2. Warm Weather (over 81 degrees) RS -2. (2) Aggregate Aggregate material shall conform to Item No. 302, "Aggregate for Surface Treatments ", Grade 5T. (3) Aggregate (Stockpiled) (4) Latex Additive Item No. 312 Seal Coat Aggregate may be stockpiled only on permission of the Engineer in locations designated for stockpiling. The Con- tractor shall be responsible for all remedial pollution control measures during the clean up of the stockpiling. The latex is to be an anionic emulsion of butadiene - styrene low- temperature copolymer in water, stabilized with fatty - acid soap so as to have good storage stability and possessing the following properties: Monomer ratio, B/S 70/30 Minimum solids content 67% Solids content per gal @ 67% 5.3 lbs Coagulum on 80 -mesh screen 0.1% max Type Antioxidant staining Mooney Viscosity of Polymer (M /L 4 @ 212 F) 100 min pH of Latex 9.4 — 10.5 Surface tension 28 -42 dynes /cm' Brookfield Viscosity of Latex 1200 ps max @ 67% solids 312.3 Equipment Equipment to be used will consist of the following: asphalt storage and heaters, distributors, aggregate spreaders, blade equipped tractor and drag broom, pneumatic rollers, water truck with pump and rotary broom. . All storage tanks, piping, retorts, booster tanks and distributors used in storing or handling asphaltic material shall be kept clean and in good operating condition at all times and they shall be operated in such manner that there will be no contamination of the asphalt with foreign material. It shall be the responsibility of the Contractor to provide and maintain in good working order a thermometer at the sto i ge heating unit at all times. The distributor shall hale pneumatic tires of such width and number that the load produced on the street surface shall not exceed 650 pounds per inch o1lire width and shall be so designed, equipped, maintained and operated that asphaltic material at even heat may be applied uniformly on variable widths of surface at readily determined and controlled rates of from 0.05 to 0.2 gallons per square yard, with a pressure range of from 25 to 75 pounds per square inch and with an allowable variation from any speci- fied rate not to exceed ,5 percent. Distributor equipment shall include tachometer, pressure gauges, volume measuring devices and a thermometer for eading temperatures of tank contents. The aggregate spreadng equipment shall be adjusted and capable of spreading aggregate at controlled amounts per square yard in a continuous manner. The drag broom shall be light weight street type, mounted on a frame, designed to spread aggregate uniformly over the surface of a bituminous pavement and equipped with pull plates for towing. Towing equipment shall be pneumatic tired Page 1 04/17/86 312 Rollers shall conform to Item No. 232, "Rolling (Pneumatic Tire) ", Light Pneumatic Tire Roller. Rotary brooms shall be suitable for cleaning the surfaces of bituminous pavements. Vacuum sweepers shall be suitable for removing any loose aggregate without disturbing the compacted seal coat. 312.4 Construction Methods Prior to commencing this work, all erosion control, environmental protection measures and all traffic control devices shall be in place. Seal coals shall not be applied when air temperature is below 60 F and falling or when the surface on which the seal coat is to be placed is below 60 F. Seal Coats may be applied when air temperature is above 50 F and rising, the temperature being taken in the shade and away from artificial heat. Asphaltic material shall not be placed when general weather conditions are not suitable for a satisfactory seal coat or when the environment could be damaged. (1) Cracks and Holes Cracks and holes will be patched by the Contractor prior to seal coat operations. Material used to do this patch will be hot mix, hot lay asphaltic concrete or other asphaltic materials as approved by the Engineer. (2) Cleaning Existing Surfaces Prior to placing the seal coat, loose dirt and other objectionable material shall be removed from the existing surface. The surface will be cleaned with a rotary broom. Hand brooms will be used in areas not accessible to rotary brooms. The Engineer must approve all streets before application of any asphalt. (3) Mixing Asphalt When the air temperature is 80 F or higher, latex shall be added to the asphalt at the rate of 1 Y to 2 percent by weight (solid bases). The actual rate shall be approved by the Engineer. The asphalt shall be heated to 150 F before adding the latex. The mixture shall be thoroughly mixed before application. The finished latex- asphalt shall meet the following requirements: Viscosity at 140 F. stokes 1500 maximum Ductility at 39.2 F, 1 cm per min, cm 100 minimum (4) Application of Asphaltic Material Immediately following the preparation of the existing surface by cleaning, the asphaltic material shall be applied at the rate of 0.25 to 0.30 gallon per square yard as determined by the Engineer, so that uniform distribution is obtained at all points. Skip streaks on the pavement, due to defective distributor nozzles, will be reshot with a distributor at the expense of the Contractor. The Contractor shall calibrate the spray bar nozzles by spreading building paper as required on the surface for a sufficient distance back from the end of each application so that flow through sprays may be started and stopped on the paper and so that all sprays will operate properly over the entire length being treated. Building paper so used shall be immediately removed and loaded on a truck. Al the end of each day, the paper shall be disposed of at a permitted site approved by the Engineer. Application temperatures will be determined by weather conditions but shall be between 150 -160 F as determined by the Engineer. When a street to be sealed is continuous through several intersections, sealed area will include all spandrels and stub -outs, unless otherwise directed by the Engineer. Spandrels will be hand ;prayed. Contractor shall not apply excessive amounts of Asphaltic Materials when hand spraying. Excessive materials applied shall be removed by the Contractor before spreading the aggregate. The Contractor shall be required to seal all spandrels at the same time the adjacent streets are sealed, unless other- wise approved in writing by the Engineer. During all applications, the surface of adjacent structures shall be protected in such a manner as to prevent their being splattered or marred. Building paper shall be spread on all manholes, valve boxes, junction boxes, etc. to protect the surface from asphaltic materials. The asphaltic material shall not be applied until the Icover aggregate is available and ready to spread with assurance of continuous operation. No asphaltic material shall be placed which cannot be covered and rolled during daylight hours. 312 04/17/86 Page 2 1 1 1 1 1 1 1 1 11 i 1 1 1 1 1 1 1 1 1 1 (5) Spreading the Aggregate The covering material in the quantify specified shall be spread uniformly over the bituminous material as soon after application as possible. The aggregate shall be spread in the same width of application as for the asphaltic material and spread uniformly with the aggregate spreading equipment. Trucks spreading aggregate shall be operated backward so that bituminous material will be covered before truck wheels pass over it. The aggregate shall not be applied in such thickness to cause blanketing or stacking Any blan- keting or stacking shall be removed prior to rolling. Backspotting or sprinkling cover aggregate shall be done by hand spreading, which will be continued during the operations whenever necessary, as directed by the Engineer. The Contractor shall employ a mechanical aggregate spreader which applies the aggregate uniformly over the sur- face at the rate of 15 to 20 pounds per square yard. The actual rate shall be as directed by the Engineer. (6) Brooming and Rolling ( Rolling shall be started as soon as sufficient aggregate is spread to prevent pick -up and continued until no more aggregate can be worked into the surface. The surface shall be blanket rolled. The Contractor shall arrange his work so that all rolling of all cover aggregate applied that day is accomplished with a minimum of four complete coverages with pneumatic rollers prior to sundown. In lieu of the rolling equipment specified, the Contractor may, upon written permission from the Engineer, operate other compacting equipment that will produce equivalent relative compaction in the same period of time as the specified equipment. Rollers shall be maintained in good repair and operating condition and shall be approved by the Engineer. The pony blading or drag brooming should start as soon as possible after the rolling has started and the surface has set sufficiently to prevent excessive marking of the seal surface. Further pony blading or drag brooming should be done as often as necessary to keep cover aggregate uniformly distributed over the street surface. At no time shall there be less than 2 pneumatic tire rollers on the job. The use of the pony blade or drag broom in connection with the rolling will be left to the opinion of the Engineer as to which gives the desired results. The Contractor will be responsible for maintaining all streets for 48 hours alter each street has been seal coated. Maintenance will consist of brooming, rolling and adding more aggregate as directed by the Engineer. Asphaltic Material Contractor's Responsibility The Contractor shall furnish vendor's certified test report for asphaltic material shipped for the project. The report shall be delivered to the Engineer before permission is granted for use of the material. Any change of source shall be reported prior to delivery. 312.5 Traffic Control Facilities The Contractor shall arrange the seal coat operation in such a manner as to avoid excessive inconvenience to the public in the seal coat area. The Contractor shall notify all abutting property owners along the street prior to seal coat operation. The Contractor shall have on the project site sufficient barricades, flag- persons and traffic control devices to assure a minimum of Inconvenience to traffic around the construction area and to conform to the General Conditions. If such arrangements are not made by the Contractor to the satisfaction of the Engineer, the seal coat operation shall not be allowed to commence. After the seal has been applied, the Contractor shall post slow signs along these streets and maintain such signs for 24 hours. 312.6 Final Cleanup The Contractor shall vacuum sweep the completed seal coat to remove loose aggregate as required for the first week after the traffic is allowed on the street. 312.7 Measurement All accepted Seal Coal will be measured by one of the following methods: A. "Asphaltic material" will be measured in gallons at the applied temperature at the point of application on the street. B. "Aggregate" will be measured by the cubic yard in vehicles as applied on the street. Page 3 04!17/86 312 C. "Aggregate (Stockpiled)", if required to be furnished, will be measured by the cubic yard of material in vehicles al the point of stockpiling. D. "Seal Coat" will be measured by the square yard of surface treated. 312.8 Payment The work performed and materials furnished as prescribed by this item and measured as provided under "Measurement" will be paid for at the unit prices stipulated in the bid for "Seal Coat, Asphaltic Material ", "Seal Coat, Aggregate ", "Seal Coat, Aggregate (Stockpiled)" or "Seal Coat, Complete in Place" which price shall each be full compensation for furnishing, delivering and plac- ing all materials; for patching, for brooming, compacting and rolling; for cleaning the existing surface; for covering excess as- phaltic material; for removal of excess aggregate and cleaning gutters; for cleaning stockpiles sites; for a 48 hour maintenance and for all labor, equipment, tools and incidentals necessary to complete the work required as indicated. Payment will be made under one of the following: Pay Item No. 312 -A: Seal Coat, Asphaltic Material — Per Gallon. Pay Item No 312 -B: Seal Coat, Aggregate — Per Cubic Yard. Pay Item No. 312 -C: Seal Coat, Aggregate (Stockpiled) — Per Cubic Yard. Pay Item No. 312 -D: Seal Coat, Complete in Place — Per Square Yard. End 312 04/17/86 Page 4 315.1 Description Item No. 315 Milling Asphaltic Concrete Pavement This item shall consist of scarifying and /or planing the existing asphaltic concrete pavement to depths indicated, inclgding re- moving and disposing or stockpiling the scarified materials al the locations designated by the Engineer. 315.2 Equipment The equipment for removing the pavement surface shall be a power operated planing machine or grinder capable of removing in one pass, asphaltic concrete pavement of a thickness of 1 inch and any required thickness less than 1 inch, in a minimum 3 foot width. Machines capable of removing. in one pass, a depth greater than 1 inch will be permitted. The equipment shall be self propelled with sufficient power, traction and stability to maintain accurate depth of cut. The machine shall be equipped with an integral loading and reclaiming means to immediately remove material being cut from the surface of the roadway and discharge the cuttings into a truck, all in one operation. Adequate backup equipment (mechanical street sweepers, loaders, water truck, etc.) and personnel will also be provided to keep flying dust to a minimum and to insure that all cuttings are removed from the street surface daily. Stockpiling of planed material will not be permitted on the project site. The machine shall be equipped with means to control dust created by the cutting action and shall have a system providing for uniformly varying the depth of cut while the machine is in motion, thereby making it possible to cut flush to all inlets, manholes, valves or other obstructions within the area to be milled. Any machine that is incapable, in the opinion of the Engineer, of meeting these requirements will not be permitted to be used. Various machines may be permitted to make trial runs to demonstrate the capabilities of that machine and to determine the acceptability of that machine to the Engineer. 315.3 Construction Methods The pavement surface shall be removed to a depth of 1 inch below the lip gutter Iransltioning to the existing surface in 3 feet or as indicated for resurfacing operations. When milling is used for leveling without the addition of asphalt, the milled surface shall be free of ridges deeper than 3/1s inch. The loose material resulting from the operation shall be disposed of at the Townview Yard (630 Harold Court) or other areas designated by the Engineer in writing. Unless otherwise specified, the material shall remain the property of the City of Austin. Temporary pavement markings shall conform to Rem No. 864, "Abbreviated Pavement Markings ". 315.4 Measurement Work prescribed by this item will be measured by the square yard of surface area based on the neat dimensions indicated or by the linear feet of the specified width. Measurement will be made only one time regardless of the number of passes required to be made by the machine in order to secure the depth desired. 315.5 Payment The work performed as prescribed by this item, measured as provided under "Measurement" will be paid for at the unit price bid per square yard or per linear foot for "Milling Asphaltic Concrete Paving" which price shall be full compensation for minimizing the dust escaping to the atmosphere, removing all materials to the depth shown, loading, hauling, unloading and satisfactorily storing or disposing of the material and for all labor, tools, equipment, manipulation, temporary pavement markings and inciden- tals to complete the work. No payment will be made for work done by any machine on a trial run to demonstrate its ability to meet this specification unless the work performed is acceptable under this specification. Payment will be made under one of the following: Pay Item No. 315 -A: Milling Asphaltic Concrete Pavement — Per Square Yard Pay Item No. 315 -B• Inch Milling Asphaltic Concrete Pavement — Per Linear Foot. End Page 1 04/17/86 315 Item No. 340 Hot Mix Asphaltic Concrete Pavement 340.1 Description This item shall consist of a base course, a leveling -up course, a surface course or a combination of these courses as indicated, each to be composed of a compacted mixture of mineral aggregate and asphaltic material. The pavement shall be constructed on the previously completed and approved subgrade, base, existing pavement, bituminous surface or in the case of a bridge, on the prepared slab as herein specified and in accordance with the details indicated. 340.2 Materials (1) General The Contractor shall furnish materials to the project meeting the following requirements and such that the final mix- ture, prior to being placed, shall be as specified herein. The Contractor shall be solely responsible for the control of his materials. (2) Mineral Aggregate — The mineral aggregate shall be composed of course aggregate, fine aggregate and if required, mineral filler. Samples of all material shall be submitted for testing as directed by the Engineer and approval of both material and of the source of supply must be obtained from the Engineer prior to delivery. Combined mineral aggregate, prior to addition of asphalt and mineral filler, shall have a sand equivalent value of not less than 45, when tested in accordance with SDHPT Test Method Tex 203 - F. Mineral aggregate from each source will meet the quality tests specified herein. 1 (a) Coarse Aggregate Coarse aggregate shall be that part of the aggregate retained on the No. 10 sieve and shall consist of clean, tough, durable fragments of crushed stone or crushed gravel as hereinafter specified of uniform quality throughout. When the coarse aggregate is tested in accordance with SDHPT Test Method Tex -217 -F (Part I, Separation of Deleterious Material), the amount of organic matter, clay, loam or particles coated therewith or other undesir- able materials shall not exceed 2 percent and when the remaining part of the sample is further tested in accor- dance with SDHPT Test Method Tex -217 -F (Part II, Decantation), the amount of material removed shall not be more than 2 percent. The coarse aggregate (each coarse aggregate when a combination of materials is used) shall have an abra- sion of not more than 40 percent loss by weight when subjected to the Los Angeles Abrasion Test, SDHPT Test Method Tex - 410 -A. Slone or gravel shall be so crushed that 90 percent of the particles retained on the No. 4 sieve shall have more than 1 crushed face when tested in accordance with SDHPT Test Method Tex - 413 - (Particle Count). (b) Fine Aggregate The fine aggregate shall be that part of the aggregate passing the No. 10 sieve and shall consist of sand, screenings or combination thereof as hereinafter specified of uniform quality throughout. Fine aggregate shall consist of durable particles, free from injurious foreign matter. Screenings shall be of the same or similar material as specified for coarse aggregate. The plasticity index of that part of the fine ag- gregate passing the No. 40 sieve shall be not more than 6 when calculated in accordance with SDHPT Test Method Tex - 106 -E. Fine aggregate from each source shall meet plasticity requirements. When stone screenings are used, they shall meet the following grading requirements: Percent by Weight Passing the 2 51, inch sieve 100 Passing the No. 200 sieve 5 -25 Fine aggregate contained in coarse aggregate stockpiles shall also be shown to meet the above requirements when the stockpile contains more than 5.0 percent by weight of aggregate passing the No. 10 sieve. Page 1 04/17/86 340 (c) Mineral Filler Mineral filler shall consist of thoroughly dry stone dust, slate dust, Portland Cement, Ily ash, lime or other mineral dust approved by the Engineer. The mineral filler shall be free from foreign and other injurious matter. Fines collected by a baghouse or other air cleaning or dust collecting equipment may be permitted to fulfill a mineral filler addition requirement in amounts up to 2 percent. The addition of these fines may be permitted by the Engineer in any case in an amount that can be maintained throughout production and uniform mixtures result. When These fines are permitted in the asphaltic mixture, they shall be introduced in the same manner prescribed for other mineral fillers. When tested by SDHPT Test Method Tex -200 -F (Dry Sieve Analysis), it shall meet the following grading requirements: 340 04/17/86 Page 2 Type B (Fine Graded Base or Leveling -Up Course) Percent by Weight Passing a No. 30 Sieve 95 -100 Passing a No. 80 Sieve, not less than - 75 Passing a No. 200 Sieve, not less than 55 (3) Asphaltic Material (a) Paving Mixture Asphalt for the paving mixture shall conform to Item No. 301, "Asphalts, Oils and Emulsions ", AC -10. The Contractor shall employ a job mix formula which has previously been approved by the City for the materials peculiar to the plant selected. The source of the paving mix shall not be changed during the course of the project, without the approval of the Engineer. (b) Prime Coat or Tack Coat Either a prime coat or lack coat of asphaltic material will be as indicated. These materials shall conform to Item No. 301, "Asphalts, Oils and Emulsions ", MC -30, SS -1, CSS -1, CSS -1 h or AE -P. (4) Temporary Pavement Markings Temporary pavement markings shall conform to Item No. 864, "Abbreviated Pavement Markings ". 340.3 Paving Mixtures (1) Mix Design The Job Mix Formula shall be designed by the Contractor in accordance with SDHPT Bulletin C -14 and SDHPT Test Method Tex -204 -F and tested in accordance with SDHPT Test Methods Tex - 207 -F, Tex -208 -F and Tex -227 -F to sup- plement SDHPT Test Methods Tex -201 -F and Tex - 202 -F, with the exception that the laboratory density be deter- mined as a percentage of the mixture maximum theoretical density. The maximum theoretical specific gravity shall be determined in accordance with SDHPT Tex -227 -F on trial samples of the mixture near optimum asphalt content and conform with the requirements herein. The Contractor shall submit the Job Mix Formula for review by the City for each source of supply and type of mixtures specified. The bulk specific gravity will be determined for each aggregate to be used in the design mixture. The mixture shall be designed to produce a mixture within the density and stability requirements shown below. All work specified In this section shall be in accordance with the applicable portions of Section 00344 "Testing Laboratory Services" and shall conform to SDHPT procedures. (2) Types The paving mixtures shall consist of a uniform mixture of coarse aggregate, fine aggregate, asphaltic material and mineral filler, if required. When properly proportioned, the mineral aggregate shall produce a gradation which pvill conform to the limitations for master grading given below for the type specified. The gradation will be determined in accordance with SDHPT Test Method Tex -200 -F (Dry Sieve Analysis) and shall be based on, aggregate only. The amount of asphaltic material shall conform to the limitations shown for the paving type specified. Percent Aggregate by Weight Passing 1 inch sieve 100 Passing 7/8 inch sieve 95 to 100 Passing 7/8 inch sieve, retained on 3/8 inch sieve 20 to 50 Passing 3/8 inch sieve, retained on No. 4 sieve 10 to 40 Passing No. 4 sieve, retained on No. 10 sieve 5 to 25 1 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (3) Tolerances Type 13 (Fine Graded Base or Percent Aggregate Leveling -Up Course) by Weight Total retained on No. 10 sieve Passing No. 10 sieve, retained on No. 40 sieve Passing No. 40 sieve, retained on No. 80 sieve Passing No. 80 sieve, retained on No. 200 sieve Passing No. 200 sieve The asphaltic material shall form from 3.5 to 7 percent of the mixture by weight. Type C (Coarse Graded Surface Course) Percent Aggregate by Weight Passing 7/8 inch sieve Passing 5/8 inch sieve Passing 5/8 Inch sieve, retained on 3/8 inch sieve Passing 3/8 inch sieve, retained on No. 4 sieve Passing No. 4 sieve, retained on No. 10 sieve Total retained on No. 10 sieve Passing No. 10 sieve, retained on No. 40 sieve Passing No. 40 sieve, retained on No. 80 sieve Passing No. 80 sieve, retained on No. 200 sieve Passing No. 200 sieve Passing 1/2 inch sieve Passing 3/8 inch sieve Passing 3/8 inch sieve, retained on No. 4 sieve Passing No. 4 sieve, retained on No. 10 sieve Total retained on No. 10 sieve Passing No. 10 sieve, retained on No. 40 sieve Passing No. 40 sieve, retained on No. 80 sieve Passing No. 80 sieve, retained on No. 200 sieve Passing No. 200 sieve Passing % inch sieve, retained on % inch sieve Passing % inch sieve, retained on % inch sieve Passing We inch sieve, retained on No. 4 sieve Passing No. 4 sieve, retained on No 10 sieve Total retained on No. 10 sieve 55 to 70 5 to 25 5 to 25 5 to 20 2 to 8 100 95 to 100 15 to 40 10 to 35 10 t0 30 50 to 70 5 to 25 5 to 25 5 to 20 2 to 10 The asphaltic material shall form from 3.5 to 7 percent of the mixture by weight. Type D (Fine Graded Surface Course) Percent Aggregate by Weight 100 95 to 100 20 to 50 10 to 30 50 to 70 5 to 25 5 to 25 5 to 20 2 to 8 The asphaltic material shall form from 4.7 to 7 percent of the mixture by weight. Type F (Fine Graded Surface Course) Percent Aggregate by Weight Passing 3/8 inch sieve 100 Passing No. 4 sieve 95 to 100 Passing No. 4 sieve, retained on No. 10 sieve 58 to 73 Passing No. 10 sieve, retained on No. 40 sieve 6 to 26 Passing No. 40 sieve, retained on No. 80 sieve 3 to 13 Passing No. 80 sieve, retained on No. 200 sieve 2 to 11 Passing No. 200 sieve 2 to 8 The asphaltic material shall form from 4.7 to 7 percent of the mixture by weight. The aggregate and asphalt portions of the paving mixture produced shall not vary from the Job Mix Formula by more than the tolerances which follow, but in any case the allowed tolerance is also restricted to conform to the master grading ranges. The method of test for determining the aggregate gradation and asphalt content of the mixture shall be Test Method Tex -210 -F or other methods of proven accuracy. Percent by Weight Plus or minus 5 Plus or minus 5 Plus or minus 5 Plus or minus 5 Plus or minus 5 Page3 04/17/86 340 (5) 340 04/17/86 Page 4 Passing No. 10 sieve, retained on No. 40 sieve Passing No. 40 sieve, retained on No. 80 sieve Passing No. 80 sieve, retained on No. 200 sieve Passing No. 200 sieve Asphalt Material Percent by Weight Plus or minus 3 Plus or minus 3 Plus or minus 3 Plus or minus 3 Plus or minus 0.3 (4) Sampling and Testing The City will perform random tests to determine 11 the materials and the construction procedures produce a product which meets the specifications. The primary sampling point, by the City will be at the project site at the paving ma- chine ahead of all rollers. Other testing may be at the job site, plant or in the trucks as determined by the Engineer The Engineer will determine the sampling schedules for random testing in accordance with SDHPT Test Method Tex - 225 -F. Gradation and stability samples will be taken at the plant or on the project site, as determined by the Engineer. A minimum of 3 samples will be obtained for each project. Either 6 inch cores or sections of asphaltic pavement be taken at locations selected by the Engineer of completed asphaltic pavement lifts for approximately every 2,000 square yards or part thereof, of asphaltic concrete pavement placed to determine the field density. Ac- ceptability will be based on the mean of the job values. The initial sampling and testing of in place asphalt concrete will be at no cost to the Contractor, except for the cost of material and restoration of damage by testing. Resting expense will conform to Section 00344, "Testing Laboratory Services". Stability and Density The mixture shall be designed to produce an acceptable mixture at optimum .density. The mixture molded in the laboratory in accordance with SDHPT Test Method Tex -206 -F and the bulk specific gravity of the laboratory com- pacted mixture determined in accordance with SDHPT Test Method Tex -207 -F should have the following percent of maximum theoretical density as measured by SDHPT Test Method Tex -227 -F and stability conforming to SDHPT Test Method Tex - 208 -F: Density Percent Stability, Percent Minimum Maximum Optimum 95 99 97 (5) Equipment Maintenance All equipment shall be maintained in good repair and operating condition. Not less than 40 or more than 55 340.4 Equipment (1) Mixing Plants Mixing plants that will not continuously produce a uniform mixture meeting all of the requirements of this specifica- tion will not be used. (2) Asphaltic Material Heating Equipment Asphaltic material heating equipment shall be adequate to heat the amount of asphaltic material required tglthe desired temperature without damage to the asphalt. Direct fire heating of asphaltic materials will be permitted, 'pro- vided the heater used is manufactured by a reputable concern and there is positive circulation of the asphalt throughout the heater. Agitation with steam or air will not be permitted. The heating apparatus shall be equipped with a recording thermometer with a 24 hour chart that will record the temperature of the asphaltic material al the highest temperature. (3) Spreading and Finishing Machine The spreading and finishing machine shall be of a type that shall be capable of producing a high quality, smooth surface that will meet the requirements of the typical cross section, the surface test and not produce segregation. (4) Rollers The Contractor shall select rollers which can satisfactorily compact the asphaltic mixture conforming to the lines, grades and typical sections such that the asphaltic mixture will not stick to the rollers and the rollers shall not leave rolling marks, cracks or tears in the final surface. (6) Straightedges and Templates The Contractor shall provide two acceptable 10 foot straightedges for surface testing. Satisfactory templates shall be provided as required by the Engineer. 340.5 Stockpiling Aggregates Prior to stockpiling of aggregates, the area shall be cleaned of trash, weeds and grass and be relatively smooth. Aggregates shall . be stockpiled in such a manner as to prevent mixing of one aggregate with another. Coarse aggregates for Type B and Type C shall be separated into at least two stockpiles of different gradation, such as a large coarse aggregate and a small coarse aggre- gate stockpile and such that the grading requirements of the specified type will be met when the piles are combined in the asphaltic mixture. Suitable equipment of acceptable size shall be furnished by the Contractor to bad out the stockpiles such that segregation of the aggregates does not occur. 340.6 Mixing (1) General (a) Asphaltic Mixture The asphaltic mixture from each type of mixer shall be a temperature between 240 F and 350 F when dis- charged from the mixer and shall be adjusted to provide the best compaction temperature for the weather conditions. The Contractor will determine the temperature, within the above limitations and the mixture when discharged from the mixer shall not vary from this selected temperature more than 25 F. (2) Batch Type Mixer In the charging of the weigh box and in the charging of the mixer from the weigh box, such methods or devices shall be used as are necessary to discharge the mixer in a manner which will prevent segregation. Dryer -Drum Mixer The amount of aggregate and asphaltic materials entering the dryer -drum mixer and the rate of travel through the mixing unit shall be so coordinated that a uniform mixture of the specified grading and asphalt content will be produced without segregation. (3) 340.7 Storing Mixture Temporary storing or holding of the asphaltic mixture in insulated surge or storage systems may be used, provided the mixture is not stored overnight or for more than 15 hours and the mixture does not segregate in or upon discharge from the system. The mixture when discharged from the plant surge storage bin shall have a moisture content not greater than 1 percent by weight and must be of equal quality to that coming out of the mixer. The moisture content shall be determined in accordance with SDHPT Test Method Tex - 212 -F, Part 11. 340.8 Construction Methods It shall be the responsibility of the Contractor to produce, transport, place and compact the specified paving mixture in accor- dance with these specifications and provide a safe environment to enable inspection forces to take samples and check the plant. Prior to placing HMAC, the base shall be proof rolled and any soft spots repaired and the area proof rolled again. i The asphaltic mixture, when placed with a motor grader for leveling, shall not be placed when air temperature is below 50 F and falling. The air temperature shall be taken in the shade away from artificial heat. Mat thickness of 1' inches and less shall not be placed when the temperature of the surface on which the mat is to be placed is below 50 F. All asphaltic mixture, except that described above for leveling, shall be placed with a spreading and finishing machine. If, after being discharged from the mixer and prior to placing, the temperature of the asphaltic mixture is 50 F or more below the tempera- ture established, all or any part of the load may be rejected and payment will not be made for the rejected material. Any material placed which is too cool to compact properly shall be removed and replaced with material which meets the specifications. Adjacent to flush curbs, gutters, liners and structures, the surface shall be finished uniformly high so that when compacted it will be slightly above the edge of the curb and flush structure. The compacted thickness of the asphaltic concrete courses shall be as indicated. Where the thickness of the surface course is specified to be more than 2 inches, the work shall be accomplished in equal lifts, unless otherwise indicated. When the surface is to be constructed In stages and traffic is permitted on the initial layer, each layer shall be not less than 1 inch. The final lift of HMAC shall not be placed adjacent to an existing cured rounded edge asphalt surface until the existing Surface has been prepared. Page 5 04/17/86 340 (1) Prime Coat If a prime coat is indicated, it shall be applied conforming to Item No. 306, "Prime Coat ", except the application temperature shall be as provided above. The asphaltic concrete shall not be applied on a previously primed flexible base until the primed base has cured to the satisfaction of the Engineer. (2) Tack Coat If a tack coat is indicated, fl shall be applied conforming to Item No. 307, "Tack Coat ". Before the asphaltic mixture is placed, the surface upon which the tack coat is to be placed shall be cleaned thoroughly to the satisfaction of the Engineer. The surface shall be given a uniform application of tack coal using asphaltic materials of this specilicatiori. This tack coal shall be applied, as directed by the Engineer. Where the mixture will adhere to the surlace of which ft is to be placed without the use of a tack coat, the tack coat may be eliminated by the Engineer. All contact surfaces of curbs and structures and all joints shall be painted with a thin uniform coat of the asphaltic material meeting the requirements for tack coat. The tack coat shall be rolled with a light pneumatic lire roller when directed by the Engineer. (3) Compacting The mix shall be compressed thoroughly and uniformly compacted immediately after placing to the required density. All compaction rolling shall be complete before the mat cools below 175 F. Minor polishing rolling may be undertaken on the mat below the above temperature. All rollers must be in good mechanical condition. Necessary precautions shall be taken to prevent the dropping of gasoline, oil, grease or other foreign matter on the pavement, either when the rollers are in operation or yyhen standing. It is the intent of this specification that the material be placed and compacted to a minimum of 92.5 percent of the maximum theoretical density as determined by SDHPT Tex - 227 -F. The Engineer will secure 6 inch core samples or sections of completed asphaltic pavement lifts for approximately every 2,000 square yards or part thereof, of asphaltic concrete pavement placed. The in place density at the sampled locations shall be determined by the fol- lowing equation: Percent in place Density = GA x 100 T Where GA = Bulk specific gravity of core when tested in accordance with Tex -207 -F GT = Maximum theoretical specific gravity of combined cores when tested in accordance with Tex -227 -F The Contractor shall patch the surface where specimens are taken with no extra payment being made for this Work. The Engineer will remove the asphaltic concrete pavement specimen on the day following placement or as soon as practicable thereafter. Other methods of determining in place density which correlate satisfactorily with those results obtained by cores or sections may be used. The initial sampling and testing of in place asphalt concrete will be at no cost to the Contractor, except for the cost of material and restoration of damage by testing. Retesting expense will conform to Section 00344, "Testing Labora- tory Services ". (4) Surface Tests The surface of the pavement, after compaction, shall be smooth and true to the established line, grade and cross section, and when tested with a 10 foot straightedge placed parallel to the centerline of the roadway or tested by other equivalent and acceptable means. except as provided herein, the maximum deviation shall not exceed /e inch in 10 feet and any point in the surface not meeting this requirement shall be corrected. The completed surface shall meet the approval of the Engineer for riding surface, finish and appearance. Opening to Traffic The pavement shall be opened to traffic as soon as possible after temporary pavement markings or permanent pavement markings are in place as indicated and the Engineer concurs to the opening. The Contractor's attention is directed to the fact that all construction traffic allowed on pavement open to the public will be subject to the City Ordinances and State Laws governing traffic on streets and highways. Surface raveling, cracking, segregation and other defects shall be corrected at the Contractor's expense as directed by the Engineer. Traffic control expense for undertaking the repairs will be at the Contractor's expense. (5) 340 04/17/86 Page 6 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 340.9 Acceptance Plan (1) General The surface testing shall be completed prior to the use of pay adjustment factors for acceptance of gradation, as- phalt content, stability, in place density and pavement thickness. The pay adjustments will be based upon the results of tests performed on samples taken in a random manner. Pay adjustment for private development work shall con- form to Item No. 1804, "General Obligations and Responsibility of the Owner ". (a) Sampling The Engineer will determine the sampling schedules for random testing in accordance with SOHPT Test Method Tex - 225 -F. Samples will be taken at the plant or on the project site, as determined by the Engineer. The Engineer may require that either cores or sections of asphaltic pavement be taken at locations selected by the Engineer. (b) Testing Determination of acceptability will be based on tests performed by the City or its laboratory. However, truck loads of the asphaltic mixture that are visually inspected by the Engineer and can reasonably be expected not to meet specification requirements, such as a mixture containing segregated material, low mixture tempera- ture, a deficiency or excess of asphalt, or otherwise unsuitable for placing on the roadway shall not be used. Any mixtures containing segregated areas, deficiency or excess of asphalt or otherwise unsuitable that is placed on the roadway shall be removed and replaced with satisfactory material at the Contractor's expense. Acceptability will be based on the mean of the job values from the City tests of the project materials. (2) Gradation and Asphalt Content The acceptability of mixture gradation and asphalt content will be based on the mean of a minimum of 3 lests taken by the City's laboratory. If the mean value of acceptance tests of the project, for a particular sieve or sieves or for asphalt content deviates from the project design by more than the tolerances shown and the Engineer determines that the material need not be removed and replaced, the project may be accepted at a reduced Contract Unit Price as follows: PERCENT DEVIATION FROM INTENDED ASPHALT CONTENT GRADATION ACCEPTANCE SCHEDULE SPECIFIED DEVIATION OF THE PERCENT CONTRACT UNIT SEIVE SIZE MEAN FROM THE DESIGN PRICE REDUCTION Passing Y inch 0 — 5.0 0 5.1 + 5 Passing 3 /e inch, 3 /e inch 0 — 5.0 0 to #4, 5.1 —7.0 2 #4 to #10, Total retained on #10 7.1 + 4 #10 to #40, #40 to #80, 0 — 5.0 0 5.1 + 5 Passing #200 0 — 5.1 0 3.1 + 5 ASPHALT CONTENT ACCEPTANCE SCHEDULE PERCENT CONTRACT UNIT PRICE REDUCTION 0 -0.3 0 0.31 -0.4 10 0.41 -0.5 20 over 0.5 100 and the Engineer may require a seal coat or removal and replacement at Contractor's expense. Page7 04/17/86 I 340 (3) Stability A minimum of 3 tests will be taken for stability and acceptance determinations. The Contractor shall produce a consistent mixture. If the project is to receive a pay factor of 1.00, the mean value of the considered stabilities shall not be less than 40 nor greater than 55. when tested in accordance with Test Method Tex - 208 -F. If the mean value falls outside this range a reduction will be made in accordance with the following table: HVEEM STABILITY ACCEPTANCE SCHEDULE PERCENT CONTRACT UNIT STABILITY VALUE PRICE REDUCTION (4) In Place Density A minimum of 3 tests will be taken for in place density. The density of the mixture as determined in Accordance with SDHPT Test Method Tex -207 -F and SDHPT Test Method Tex -227 -F will be used to determine compliance and will be measured and averaged. If the mean value of the considered densities is greater or less than 95 and the ngi- neer determines that the material need not be removed and replaced, the project may be accepted at a reduc unit price as follows: (7) 37 -40 10 40 -55 0 55 -60 10 60 and above 60 An asphalt mixture in place that has a stability below 37 will not be paid for by the City and will be removed and replaced at the Contractor's expense. The project may be accepted at no cost to the City if such request is made by the Contractor and approved by the Engineer. The replacement of the project will be subject to the same acceptance plan as original material. Thickness 340 04/17/86 Page 8 PERCENT OF DEVIATION FROM 95 IN PLACE DENSITY ACCEPTANCE SCHEDULE PERCENT CONTRACT UNIT PRICE REDUCTION 0 -2.5 0 2.5 -3.0 5 More than 3.1 100 and the Engineer may require re- moval and replacement at Contrac- tor's expense. (5) Segregation Materials placed in which segregation is present shall be removed and replaced. (6) Straightedge and Template The Contractor shall produce a final pavement surface which meets the straightedge and template requirements. If techniques produce a pavement which doesn't meet the straightedge and template requirements, the surface will be overlaid with a 11/2 inch layer of HMAC unless the surface can be corrected by milling which will not reduce the thickness of the HMAC below the minimums indicated. No additional compensation wit be made for any corrective work required of the Contractor. The Contractor shall produce a pavement with the minimum thickness indicated. Should the mean of the core tests indicate a variance in thickness under the plan requirements, the Project shall be accepted at a reduced contract unit price as follows: VARIANCE INCHES PERCENT CONTRACT UNIT PRICE TO BE PAID 0 —+ /e 100 ' /s, —Y. 95 +, / —a/ 75 over 3 /8 overlay 11/2 inch If the thickness of the asphaltic concrete proves to be less than required, the Contractor may replace or overlay the deficient areas as agreed by the Engineer.`Overlays.willbe_a thickness not'less,ihan 1✓zlnches'Ov'erlaslll- require _cthe milling of- asphalt -to- concrete curb and gutters to maintain:the :transverse profile. 340.10 Measurement Method A Method B Asphaltic concrete pavement will be measured by the ton (2,000 pounds) of asphaltic concrete pavement of the type actu- ally used in the completed and accepted work in accordance with the plans and specifications for the project. When the dryer -drum process is used, measurement of the tonnage used shall be made on truck scales. Asphaltic concrete pavement will be measured by the square yard of the specified total thickness of the type actually used In the completed and accepted work in accordance with the plans and specifications. Multiple lifts will be considered as one for square yard measurement purposes. 340.10 Payment .- The work performed and materials furnished as prescribed by this item and measured as provided under "Measurement" will be paid for at the unit prices bid or the pay adjusted unit price for "Asphaltic Concrete Pavement", of the types and lifts specified, which prices shall be full compensation for furnishing all materials, freight involved; for all heating, mixing, hauling, cleaning the existing base course or pavement, saw cutting placing asphaltic concrete mixture, rolling and finishing, for all manipulations, labor, tools, equipment, temporary pavement markings and incidentals necessary to complete the work. Correcting defective work and the subsequent retesting shall be considered subsidiary to Item No. 340, "Hot Mix Asphaltic Concrete Pavement". The prime coat, when required, will not be measured or paid for directly but shall be considered subsidiary to Item No. 340, "Hot Mix Asphaltic Concrete Pavement", unless included as a separate pay item in the contract. The tack coat, when required, will not be measured or paid for directly but shall be considered subsidiary to Item No. 340, "Hot Mix Asphaltic Concrete Pavement ", unless included as a separate pay item in the contract. All templates, straightedges, scales and other weighing and measuring devices necessary for the proper construction, measur- ing and checking of the work shall be furnished, operated and maintained by the Contractor at his expense. All saw cutting as shown on the plans or as directed by the Engineer will not be measured or paid for directly, but shall be considered subsidiary to Item No. 340, "Hot Mix Asphaltic Concrete Pavement ". • Payment for work meeting the specifications will be made under one of the following: Pay Item No. 340 -A: Hot Mix Asphaltic Concrete Pavement, Type — Per Ton. Pay Item No. 340 -8: Inch Hot Mix Asphaltic Concrete Pavement, Type — Per Square Yard. End Page9 04/17/86 340 ( (c) Pea Gravel Item No. 401 Structural Excavation and Backlit! 401.1 Description This item shall consist of the excavation for the placing of structures, except pipe sewers, for the disposal of such excavated material and for the backfilling around completed structures to the level of the original ground or grade indicated. The work shall include all necessary pumping or bailing, sheathing, drainage and the construction and removal of any required cofferdams. Unless otherwise indicated, the work included hereunder shall provide for the removal of old structures or portions thereof (abut- ments, buildings, foundations, wingwalls, piers, etc.), trees and all other obstructions necessary to the proposed construction. Where excavation is not classified, it will be grouped under "Unclassified Structural Excavation ", which shall include the removal of all materials encountered regardless of their nature or the manner in which they are removed. Where excavation is classified, it shall be classed as "Common Structural Excavation" or "Rock Structural Excavation" in accor- dance with the following criteria: "Common Structural Excavation" shall include the removal of all materials other than rock. "Rock Structural Excavation" shall include the removal of firm and compact materials that cannot be excavated with power equipment, without First being loosened or broken by blasting, sledging or drilling. , 401.2 Materials (1) Sand (a) Fine aggregate sand shall be Grade 1 conforming to Item No. 302, "Aggregates for Surface Treatments ". (b) Native Sand shall be local material obtained from approved sources and subject to the approval of the Engineer. (2) Flexible Base Flexible base shall conform to Item No. 210, "Flexible Base ". (3) Lime Stabilized Base Lime stabilized base shall conform to Item No. 202, "Hydrated Lime and Lime Slurry" and Item No. 203, "Lime Treatment for Materials in Place ". (4) Concrete Base Concrete base shall conform to Class J Concrete, Item No. 403, "Concrete for Structures ". (5) Granular Material (a) Coarse aggregate shall conform to Item No. 403, "Concrete for Structures ". - (b) Foundation Rock Foundation rock shall be well graded, hard, durable coarse aggregate ranging in size from 2 to 6 inches. Pea gravel shall consist of hard, durable, opaque gravel, free of clay, loam, sand or other foreign substances, ranging in size from %. inch to ./8 inch conforming to ASTM C 33. - t (6) Cement Stabilized Rockfill Cement Stabilized base shall conform to Class J Concrete, Item No. 403, "Concrete Structures"... 401.3 Construction Methods Excavation shall be done in accordance with the lines and depths indicated or as established by the Engineer. Un- less otherwise indicated or permitted by the Engineer no excavation shall be made outside a vertical plane 3 feet from the footing lines and parallel thereto. " (2) Excavation shall conform to elevations indicated or raised or lowered by written order of the Engineer, when such alterations are judged proper. When deemed necessary to increase or decrease the plan depth of footings, the al- Page 1 04/17/86 401 aerations in the details of the structure shall be as directed by the Engineer. The Engineer shall have the right to substitute revised details resulting from consideration of changes In the design conditions. (3) 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. Equipment selected and used by the Contractor for excavation which disturbs what was otherwise stable subgrade material, as shown by laboratory tests, will not be used as a justification for payment for excavating to extra depth or for payment for stabilizing materials which may be ordered by the Engineer. (4) Excavated material required to be used for backiill may be deposited by the Contractor in storage piles as indicated or at points convenient for its rehandling during the backfilling operations, subject to the approval or the Engineer, who may require that the survey center line of the structure and the transverse or hub line of any unit of the structure. be kept free of any obstruction. The Contractor shall adjust any stockpiles, to facilitate surveying and the work of other Contractors working in the immediate proximity, as directed by the Engineer. Excavated material required to be wasted shall be disposed of as directed by the Engineer, in a manner which will not obstruct the stream or otherwise impair the efficiency or appearance of the structure or other part of the.work. (6) For all single and multiple box culverts, pipe culverts, pipe arch culverts and box sewers of all types, where the soil encountered at established footing grade is a quicksand, muck or similar unstable material, the following procedure shall be used unless other methods are indicated: ' The depth to which unstable material is removed will be determined by the Engineer. It will not exceed 2 feet below the footing of culverts that are 2 feet or more in height and will not exceed the height of culverts for those less than 2 feet high. Excavation shall be carried at least 1 foot honzontally 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 roadway embankment will be considered a suitable foundation material. - When, in the opinion of the Engineer, it is not feasible to construct a stable footing as outlined 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. This work will be paid for as provided below. (5) ( (8) 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 various classes of structural excavation. In addition, if the Contractor's construction methods and equipment creates conditions necessitating usage of special mate- rials or additional excavation, the work and materials will not be paid for directly, but shall be subsidiary to the various classes of structural 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 re- moved for a depth of 6 inches below the footing grade and backfilled with a compressible material similar to that used for the rest of the structure. When the matenal encountered at footing grade of a bridge bent or pier is found to be partially of rock or in- compressible material and partially of a compressible material, the foundation shall not be placed until the Engineer has inspected the footing and authorized such changes found necessary to provide an adequate foundation. 401.4 Cofferdams The term cofferdams, whenever used in this specification, designates any temporary or removable structure constructed to hold the surrounding earth, water or both, out of the excavation, whether the structure is formed of earth, timber, steel, concrete or a combination of these. It includes earthen dikes, timber cribs, any type of sheet piling, removable steel shells and the like and all necessary bracing and it shall be understood also to include the use of pumping wells or well points for the same purpose. The cost of cofferdams, when required, shall be included as a part of the bid price for excavation. It is the intent of this specification to require that a suitable cofferdam which will provide a safe work area be provided for all excavation when necessary in order to control water so that the foundation may be placed in a dry condition, as to preclude sliding and caving of the walls of the excavation. Where no ground or surface water is encountered, the cofferdam need be sufficient only to protect the workmen and to avoid cave -ins or slides beyond the excavation limits. The type, strength and clearance of cofferdams, insofar as such details affect the character of the finished work and the safety of laborers and inspectors working therein, will be subject to review by the Engineer, but the Engineers review shall in no way relieve the Contractor of responsibility for the adequacy and safety of the cofferdam design. Other details or design will be left to the choice of the Contractor, who will be responsible for the successful completion of the work. Approval of the drawings by the Engineer will not relieve the Contractor of responsibility in any manner. The interior dimensions of cofferdams shall provide suffi- 401 04/17/86 Page 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 cient clearance for the construction and removal of any required forms and the inspection of their exteriors and to permit pumping outside of the forms. . Unless otherwise indicated, cofferdams shall be removed by the Contractor after the completion of the substructure without disturbing or marring the structure. 401.5 Pumping or Bailing - The manner of pumping or bailing from the interior of any foundation enclosure shall preclude the possibility'of the movement of water through or alongside any concrete being placed. No pumping or bailing will be permitted during the placing of concrete or for a period of at least 24 hours thereafter, unless from a suitable sump separated from the concrete work by a water -tight wall. 401.6 Backfilling (1) General As soon as practicable, all portions of excavation not occupied by the permanent structure shall be backfllled. Back - fill material shall be free from large or frozen lumps, wood or other extraneous material.' That portion of backfill which will not support any portion of completed roadbed or embankment shall be placed in layers not more than 10 inches in depth (loose measurement) and shall be compacted to a minimum of 95 percent of maximum density as determined by SDHPT Test Method Tex -114 -E and then re- excavated to the proper grade and dimensions. , • If the excavation has been made through a hard material resistant to erosion, the backfill around piers and in front of abutments and wings may be ordered by the Engineer to be of stone or lean concrete. Unless otherwise indicated, - such backhll shall be paid for as extra work. That portion of the backfill which will support any portion of the roadbed or embankment shall be placed in uniform layers not more than 10 inches in depth (loose measurement) and shall be compacted to a minimum of 95 percent of maximum density as determined by SDHPT Test Method Tex -114 -E and then re- excavated to the proper grade and wetted uniformly to the moisture content required to obtain the specified density and shall be compacted to that density by means of mechanical tampers or rammers, except that the use of rolling equipment of the type generally used in compaction embankments will be permitted on portions which are accessible to such equipment. All portions of embankment too close to any portion of a structure to permit compaction by the use of the btading and rolling equipment used on adjoining sections of embankment, shall be placed and compacted in the same manner as specified above for backfill material. These provisions require the mechanical compaction by means of either rolling equipment or mechanical tamps or rammers, of all backfill and embankment adjoining the barrels and wingwalls or culverts and adjoining all sides of bridge abutments and retaining walls, regardless of whether or not such embank- ment or backfill is above or below the original surface of the ground and regardless of whether the excavation at structure site was performed as "Excavation ", "Structural Excavation", "Street Excavation" or "Channel Excava- tion". Unless otherwise indicated, hand tamping will not be accepted as an alternate for mechanical compaction. As a general rule, material used in filling or backfilling the portions described in this paragraph shall be an earth, free of any appreciable amount of gravel or stone particles larger than 4 inches in greater dimension and of a gradation that permits 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, provided that no particles larger than 12 Inches or smaller than 6 inches 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. When required by the plans or by written order of the Engineer, cement stabilized material shall be used for backf illing. All portions of fill and backfill described in the preceding paragraph shall be compacted to the same density require- ments specified for the adjoining sections of embankment in accordance with the governing specifications therefor. Where no embankment is involved on the project and no specifications therefore are included in the contract, all backfill shall be compacted to a density comparable with the adjacent undisturbed material. No backfill shall be placed against any abutment or retaining wall until such structure has been in place at least 7 days. No backfill shall be placed adjacent to or over single and multiple boxes until the top slab has attained 500 psi flexural strength. Backfill placed around abutments and piers shall be deposited on both sides to approximately the same elevation at the same time. Care shall be taken to prevent any wedging action of backfill against the structure and the slopes bounding the excavation shall be stepped or serrated to prevent such action. (2) Pipe Culverts The following requirements shall apply to the backfilling of pipe culverts in addition to the pertinent portion's of the general requirements given in the preceding section. Page 3 04/17/86 401 (3) Selected materials from excavation, borrow or other approved material shall be wetted, if required and placed along both sides of the pipe equally, in uniform layers not exceeding 6 inches in depth (loose measurement) and thor- oughly compacted so that there shall be a berm of thoroughly compacted material on each side of the pipe. The method and degree of compaction shall be the same as specified above for portions of backlit' within the limits of embankment or roadbed. Filling and/or backfilling shall be continued in this manner to the elevation of the top of the pipe. Special care shall be taken to secure thorough compaction of the material placed under the haunches of the pipe. All fill �r backiill below the top of pipe shall be compacted mechanically in the manner and to the density prescribed above, regardless of whether or not such material is placed within the limits of the embankment or roadbed. In the case of pipe placed in trenches, that portion of the backlit' above the top of the pipe which supports embankment or the roadbed shall receive mechanical compaction as specified above and the portion which will not support any portion of embank- ment or roadbed shall be placed In layers not more than 10 inches in depth (loose measurement) and shall be com- pacted by whatever means the Contractor chooses, to a density comparable with the adjacent, undisturbed material. Embankments above the top of pipe shall be placed in accordance with Item No. 132, "Embankments ". During con- struction adequate cover must be provided to protect the structure from damage. Whenever excavation is made for installing pipe culverts or box sewers across private property or beyond the limits of the embankment, the top sod removed in excavating the trench shall be kept separate and replaced as nearly as feasible in its original position and the entire area involved in the construction operations shall be restored to a pre- sentable condition. . (3) Cement Stabilized Backfiil When indicated, trenches shall be backfilied to the elevations shown with Cement Stabilized Backlit!. Cement Stabilized Backbit below the spring line of pipe culverts shall be sufficiently plastic to completely fill all voids in the trench. The pipe shall be held in alignment by jacks or other suitable means to prevent the mortared joints from cracking due to displacement caused by placing the backfill material. Cement Stabilized Backlit] above the spnng line of pipe culverts may be dry enough to be transported without special mixing equipment. On structures other than pipe culverts, special mixing equipment will not be required to transport the cement stabi- lized backfill unless otherwise indicated. Hand - operated mechanical tampers may be used with approval of the Engineer for compacting this backlit'. 401.7 Measurement Unless otherwise indicated, structural excavation for pipe headwalls, Inlets, manholes. culvert widening (extensions), bridge abutments and side road and pnvate entrance pipe culverts will not be measured but shall be considered subsidiary to the various bid items. Determination of quantities for structural excavation shall be made by the method of average end -areas using the following limits to establish templates for measurement. (1) For all structures requiring measurement, except the barrels of pipe culverts, no material outside of vertical planes 1 foot beyond the edges of the footings and parallel thereto will be included. (2) For the barrels of pipe culverts of 42 inches or less nominal or equivalent diameter, no material outside of vertical planes 1 fool beyond the horizontal projection of the outside surfaces of the pipe and parallel thereto will be included. For the barrels of pipe culverts more than 42 inches in nominal or equivalent diameter, no material outside of vertical planes located 2 feet beyond the honzontal projection of the outside surfaces of the pipe and parallel thereto will be included. If a cofferdam, as herein defined, is used, the limitations indicated above shall apply just as if no cofferdams were used. (4) Where excavation in addition to that allowed for the footings is required for other portions of the structure, such as for the cap. cross strut or tie beam of a pier or bent or for the superstructure, measurements for such additional excava- tion will be limited laterally by vertical planes 1 foot beyond the face of the member and parallel thereto and vertically to a depth of 1 fool below the bottom of such member. (5) Except as allowed by the above conditions, no account will be taken of any excavation necessary for placing forms or falsework. (6) Except at side road culverts, all street excavation called for on the contract plans at all structure sites shall be as- sumed to be completed before starting the structural excavation and the measurement of structural excavation will include only material below or outside the limits of the completed street excavation. Excavation for side road and private entrance pipe culverts will not be measured for payment but shall be subsidiary to the Item. 401 04/17/86 Page 4 ( (8) ( On all structures of bridge classification where the contract plans call for channel excavation at the structure site, it shall be assumed to have been completed before starting the structural excavation and the measurement of struc- tural excavation will include only material below or outside the limits of the completed channel section. The method of measurement for payment will be in accordance with this procedure regardless of the actual construction methods followed. - Where excavation'dlagrams are indicated, they shall take precedence over these provisions. Measurement will not include materials removed below footing grades to compensate for anticipated swellage due to pile driving and it will not include material required to be removed due to swellage beyond the specified limits during pile driving operations. (10) Measurement will not include additional yardage caused by slips, slides, cave -ins, siftings or fillings due to the action of the elements or the carelessness of the Contractor. Water will not be classed as excavated material. (11) Where rock, other incompressible or unstable material is undercut to provide suitable foundation for pipe or box culverts, such material below grade, ordered by the Engineer to be removed, will be measured for payment. (12) Except for any required undercut, quantities for "Structural Excavation ", as indicated, shall be considered as final quantities and no further measurement will be required, unless the alignment, grades or structure locations are re- vised by the Engineer during construction. Final deterrhinatlon of quantities for individual structures will be made, if in the opinion of the Engineer or upon evidence furnished by the Contractor, substantial variations exist between quantities indicated and actual quantities due to changes in cross sections or apparent errors. Excavation quantities for foundations indicated where cofferdams are required shall be considered as final quantities and no further mea- surement will be made. (13) For any footing, foundation or other structure unit within the scope of this specification, additional measurement will be made of the volume of excavation involved in the lowering or raising of the elevation of a footing, foundation or structure unit, when such grade change is authorized by the Engineer. Measurement will be made by the addition to or the deduction from, the original quantities for the volume of excavation involved in the authorized grade change. (14) Cement stabilized backfill shall be measured by the backfill diagram as indicated. The quantity of "Cement Stabi- lized Backfill" as indicated shall be considered as final quantities and no further measurement will be required, un- less alignment or grade elevations as indicated are revised by the Engineer. If such revisions result in an increase or decrease in this quantity, the final quantity will be revised by the amount represented by the changes in alignment or grade elevations. 401.8 Payment Payment for all work prescribed under this item and measured as provided above will be made at the unit price bid per cubic yard for the particular class of excavation specified on the plans in the amount shown on the plans and in the proposal. Payment for revised quantities will be made as specified above and for the removal of unstable and incompressible material as noted below. Payment for removal and replacement of unstable or incompressible material below the footing grades of culverts and box sewers as indicated above will be made as follows: • When indicated or the Engineer directs the use of special materials such as flexible base, cement stabilized base, cement stabilized backfill or other special material, payment for excavation below the footing grades shall be made at the unit price bid for "Unclassified Structural Excavation", "Common Structural Excavation" or "Rock Structural 'Excavation", as the case may be. Payment for furnishing, hauling, placing and compacting the flexible base, cement stabilized base, cement stabilized backfill or other special material will be made at the unit price bid for these items in the bid or in accordance with pertinent provisions for extra work. Where special materials are not required or specified, the removal and replacement of the unstable material will be per- formed as described above. Payment therefore will be made at a price equal to 200 percent of the unit price bid per cubic yard for "Unclassified Structural Excavation ", "Common Structural Excavation" or "Rock Structural Excavation ", as the case may be, which price shall be full compensation for removing the unstable or incompressible material, furnishing, hauling, placing and compacting suitable material required to replace it and for all labor, equipment, tools and incidentals necessary to complete the work. Payment for "Concrete Base" and "Cement Stabilized Backfill" measured as prescribed above shall be made at the unit price bid per cubic yard of "Cement Stabilized Backfill ". Such payment shall be lull compensation for furnishing all materials, tools, labor, equipment, sheathing and incidentals required to perform the applicable work prescribed herein. Should the Engineer judge it necessary to lower the structure footings to an elevation below the grade indicated, payment for the "Unclassified Structural Excavation ", "Common Structural Excavation" or "Rock Structural Excavation" as the case may be, required below plan grade down to and including an elevation 5 feet below plan grade for any individual footing will be made at a unit price equal to 115 percent of the contract unit bid price. Payment for the excavation from an elevation over 5 feet below plan grade down to and including an elevation 10 feet below plan grade will be made at a unit price equal to 125 percent of the Page 5 04/17/86 401 contract unit bid price for "Unclassified Structural Excavation ", "Common Structural Excavation" or "Rock Structural Excavation" as the case may be. No increase in unit pnce will be allowed for other bid items of the contract and no additional compensation will be allowed for any required cofferdam adjustments made necessary by such lowering of footings. These provisions shall not apply to the lowering of culverts, except when the flow line grade is lowered 1 foot or more below plan grade. In cases where the extra depths required for any looting or footings exceeds 10 feet, a supplemental agreement shall be made covering the quantities removed from depths in excess of 10 feet below plan grade. No direct payment will be made for filling or backhlling around structures. Payment for the backfiiling and compacting of areas which were removed as structural excavation shall be included in the unit prices bid for the various classes of structural excavation. At the end of each estimate period, the Engineer shall determine the completed portion of the total work under Item No. 401 "Structural Excavation and Backiill" and payment shall be made accordingly. Filling or backhlling of areas above the natural ground level or above the limits of street excavation or channel excavation sec- tions shall be considered as "Embankment" and payment therefore shall be included in the unit prices bid for the various classes of "Street Excavation ", "Channel Excavation" or "Borrow ". Where no channel excavation is provided for at culvert sites and where it is necessary to excavate beyond the limits of structural excavation, as herein described in order that the culvert may function properly, such excavation shall be included with structural excavation or shall be subsidiary to structural excavation and backfill as may be indicated. Payment for all work prescribed under this item shall be full compensation for all excavation and backfill including compaction, all soundings, constructing all cofferdams, all dewatering and for furnishing all materials, labor, equipment, tools, sheathing, brac- ing, cofferdams, pumps, drills, explosives and incidentals necessary to complete the work, except for specific allowances stated above. Payment will be made under one of the following: Pay Item No. 401 - A: Unclassified Structural Excavation — Per Cubic Yard - Plan Quantity. Pay Item No. 401 - 0: Common Structural Excavation — Per Cubic Yard. Pay Item No. 401 -C: Rock Structural Excavation — Per Cubic Yard. Pay Item No. 401 -D: Concrete Base — Per Cubic Yard. Pay Item No. 401 -E: Cement Stabilized Backiill — Per Cubic Yard. End 401 04/17/86 Page 6 Item No. 403 Concrete for Structures 403.1 Description This item shall consist of the quality of concrete materials, storing and handling of these materials and for the proportioning and mixing of concrete for buildings, bridges, culverts, slabs, prestressed concrete and incidental concrete construction. The concrete shall be composed of Portland Cement, aggregates (fine and coarse), admixtures if desired or required and water, proportioned and mixed as hereinafter provided. Accelerating admixtures will not be permitted without the express approval of the Engineer /Architect. - 403.2 Materials (1) Cement - Portland Cement shall conform to ASTM C 150, Type I, General Purpose, Type II, General Purpose with moderate sulfate resistance and Type III, High Early Strength. Either Type I or I I cement shall be used unless Type I I is indicated. Except when Type I I is indicated, Type III cement may be used when the anticipated air temperature for the succeeding 12 hours will not exceed 60 F. Type III cement may be used in all precast prestressed concrete except in piling when Type II cement is required for substructure concrete. All cement used in a monolithic placement shall be of the same type: • (21 Mixing Water . Water for use in concrete and for curing shall be potable water free from oils, acids, organic matter or other deleteri- ous substances and shall not contain more than 1,000 parts per million of chlorides as CI nor more than 1,000 parts per million of sulfates as SO,. The Contractor may request approval of water from other sources. The Contractor shall arrange for samples to be taken from the source and tested at his expense. Tests shall be made conforming to AASHTO Method T 26, "Stan- dard Method of Test for Quality of Water to be used in Concrete" except where such methods are in conflict with provisions of this specification. (3) Coarse Aggregate Coarse aggregate shall consist of durable particles of gravel, crushed blast furnace slag, crushed stone or combina- tions thereof; free from frozen material or injurious amounts of salt, alkali, vegetable matter or other objectionable material either free or as an adherent coating and its quality shall be reasonably uniform throughout. It shall not contain more than 0.25 percent by weight of clay lumps. nor more than 1.0 percent by weight of shale nor more than 5 percent by weight of laminated and /or friable particles when tested conforming to SDHPT Test Method Tex - 413 -A. It shall have a wear of not more than 40 percent when tested conforming to SDHPT Test Method Tex - 410 -A. Unless otherwise indicated, coarse aggregate may be subjected to 5 cycles of the soundness test conforming to SDHPT Test Method Tex - 411 -A. The loss shall not be greater than 12 percent when sodium sulfate is used or 18 percent when magnesium sulfate is used. Permissible sizes and gradation of aggregate shall be governed by Tables 1, 2 and 4. Except when exposed aggre- gate surfaces are required, coarse aggregate gradation will be as indicated. When tested by approved methods, the coarse aggregate, including combinations of aggregates when used, shall conform to the grading requirements shown in Table 1. Table 1 Coarse Aggregate Gradation Chart Percent Retained on Each Sieve 21/2" 2" 1Y" 1" 3/4" ' '/z" No.4 No.8 Aggregate Nominal Grade No. Size 1 21 0 0 -20 15 -50 60 -80 95 -100 2 (467)'. 11/2 0 0 -5 30 -65 70 -90 95 -100 3 1 0 0 -5 10 -40 40 -75 95 -100 4 (57)' 1 0 0 -5 40 -75 90 -100 95 -100 5 (67)• 1/4 0 0 -10 45 -80 90 -100 95 -100 6(7)' ' 0 0 -10 30 -60 85 -100 Page 1 04/17/86 403 Aggregate Nominal Grade No. Size 2'/z" 2" 1 1" 7 8 3 /s No. 4 Table 1 (continued) Coarse Aggregate Gradation Chart Percent Retained on Each Sieve Ye" No.4 No.8 0 5 -30 '75 -100 0 0 -5 35 -60 90 -100 • Numbers in parenthesis indicate that These gradations conform to ASTM C 33. The aggregate shall be washed. The Loss by Decantation (SDHPT Test Method Tex - 406 -A), plus the allowable weight of clay lumps, shall not exceed 1 percent or the value indicated, whichever is smaller. In the case of aggre- gates made primanly from the crushing of stone, if the material fi ner than the 200 sieve is definitely established to be the dust of fracture, essentially free from clay or shale as established by SDHPT Test Method Tex - 406 -A, the percent may be increased to 1.5. (4) Fine Aggregate Fine aggregate shall consist of clean, hard, durable and uncoated particles of natural or manufactured sand or a combination thereof, with or without a mineral filler. It shall be free from frozen matenal or injurious amounts of salt, alkali, vegetable matter or other objectionable matenal and it shall not contain more than 0.5 percent by weight of clay lumps. When subjected to the color test tor organic impurities SDHPT Test Method Tex - 408 -A, it shall not show a color darker than standard. The fine aggregate shall produce a mortar having a tensile strength equal to or greater than that of Ottawa sand mortar when tested conforming to SDHPT Test Method Tex - 317 -D. Unless otherwise indicated, the acid insoluble residue of fine aggregate used in slab concrete subject to direct traffic shall not be less than 28 percent by weight when tested conforming to SDHPT Test Method Tex - 612 -J. When tested by approved methods, the fine aggregate or combinations of aggregates including mineral filler shall conform to the grading requirements shown in Table 2. Aggregate Grade No. 1 NOTE 1: Where the sand equivalent is greater than 85, the retainage on the No. 50 sieve may be 65 to 94 percent. NOTE 2: Where manufactured sand is used in lieu of natural sand, the percent retained on the No. 200 sieve shall be 94 10 100 percent. Fine aggregate will be subjected to the Sand Equivalent Test SDHPT Test Method Tex - 203 -F. The sand equivalent shall not be less than 80 nor less than the value indicated, whichever is greater. For Class A, C, E and F Concrete, the fineness modulus as defined below for fine aggregates shall be between 2.30 and 3.10 for grade 1 only. For Class H Concrete, the fineness modulus of the fine aggregates shall be between 2.40 and 2.90. The fineness modulus will be determined by adding the percentages by weight retained on the following sieves and dividing by 100; Nos. 4, 8, 16, 30, 50 and 100. (5) Mineral Filler Mineral filler shall consist of stone dust, clean crushed sand or other approved inert material. 403 04/17/86 Page 2 Table 2 Fine Aggregate Gradation Chart Percent Retained on Each Sieve r/e No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 No. 200 0 0 -5 0 -20 15 -50 35 -75 65 -90 90 -100 97 -100 (6) Mortar (Grout) Mortar for repair of concrete shall consist 011 part cement, 2 parts finely graded sand and enough water to make the mixture plastic. When required to prevent color difference, while cement shall be added to produce the color re- quired. When required by the Engineer /Architect, latex adhesive shalt be added to the mortar. (7) Admixtures " Calcium chloride will not be permitted. Air entraining, retarding and water reducing admixtures may be used in all concrete and shall conform to Item No. 405, "Concrete Admixtures ". • 403.3 Storage of Cement Cement shall be stored in well ventilated, weatherproof buildings or approved bins which will protect it from dampness or absorp- tion of moisture. Storage facilities shall be ample and each shipment of packaged cement shall be kept separated to provide easy access for identification and inspection. The Engineer /Architect may permit small quantities of sacked cement to be stored in the open for a maximum of 48 hours on a raised platform and under waterproof covering. . 403.4 Storage of Aggregate The method of handling and storing concrete aggregate shall prevent contamination with foreign materials. If the aggregates are stored on the ground, the sites for the stock piles shall be clear of all vegetation. The bottom 6 inch layer of aggregate shall not be disturbed or used without recleaning. When conditions require the use of 2 or more sizes of aggregates, they shall be separated to prevent intermixing. Where space is limited, stock piles shall be separated by physical barriers. Methods of handling aggregates during stockpiling and subsequent use shall be such that segregation will be minimized. All aggregate shall be stockpiled at least 24 hours to reduce the free moisture content. 403.5 Measurement of Materials The measurement of the materials, except water, used in batches of concrete shall be by weight or an accurate volumetric mea- suring method approved by the Engineer /Architect. The fine aggregate, coarse aggregate and mineral filler shall be weighed separately. Where bulk cement is used it shall be weighed separately but batch weighing of sacked cement will not be required. Where sacked cement is used, the quantities of material per batch shall be based upon using lull bags of cement. batches involving the use of fractional bags will not be permitted. I' Allowances shall be made for the water content in the aggregates. Bags of cement varying more than 3 percent from the specified weight of 94 pounds may be rejected and when the average weight per bag in any shipments, as determined by weighing 50 bags taken at random, is less than the net weight specified, the entire shipment may be rejected. If the shipment is accepted, the Engineer will adjust the concrete mix to a net weight per bag fixed by an average of all individual weights which are less than the average weight determined from the total number weighed. 403.6 Classification and Mix Design It shall be the responsibility of the Contractor to furnish the mix design, using a Coarse Aggregate Factor acceptable to the Engineer, for the class(es) of concrete specified. The mix shall be designed by a qualified commercial laboratory to conform with the requirements contained herein and conforming to SDHPT Bulletin C -11 and supplements thereto. The Contractor shall perform, at his own expense, the work required to substantiate the design, including the testing of strength specimens. Complete concrete design data shall be submitted to the Engineer for approval. The mix design will be valid for a period of 1 year and shall be re- established for projects which extend beyond the 1 year period or when there is a change in materials. It shall also be the responsibility of the Contractor to determine and measure the batch quantity of each ingredient, including all water, not only for batch designs but for all concrete produced for the project so that the mix conforms to these specifications and any other requirements indicated. In lieu of the above mix design responsibility, the Contractor may request approval of a current design previously accepted by the City, if it can be shown that no substantial change in any of the ingredients has been made. However, this will not relieve the Contractor of the responsibility of providing concrete meeting the requirements of these specifications. The coarse aggregate factor shall not be more than 0.82 except that when the voids in the coarse aggregate exceed 48 percent of the total dry loose volume, the coarse aggregate factor shall not exceed 0.85. The coarse aggregate factor shall not be less than 0.68. Page 3 04/17/86 - 403 If the strength required for the class of concrete being produced is not secured with the cement specified in Table 4. the Contrac- tor may use an approved water reducing and retarding admixture or he shall fumish aggregates with different characteristics which will produce the required results. Additional cement may be required or permitted as a temporary measure until the re- design is checked. Approved water reducing or retarding agents may be used with all classes of concrete at the option of the Contractor and will be required for hot weather concreting and for continuous slab placement. The agents shall conform to Item No. 405, "Concrete Admixtures" and Item No. 410, "Concrete Structures ". When a retarding admixture is required for hot weather concreting, the amount to be used shall conform to Item No. 405, "Con- crete Admixtures ". When used in continuous slab placement, the amount to be used will be established by several tnal batches with varying retarder content and simulating the placing conditions to be encountered. When water reducing or retarding agents are used at the option of the Contractor, reduced dosage of the admixture will be permitted. Entrained air will be required conforming to Table 4. The concrete shall be designed to entrain 5 percent air when Grade 2 coarse aggregate is used and 6 percent when Grade 3 coarse aggregate is used. Concrete as placed in the structure shall contain the proper amount as required above with a tolerance of ±1' percentage points. Variations beyond this tolerance may be cause for rejection. 403.7 Consistency The consistency of the concrete as placed should allow the completion of all finishing operations without the addition of water to the surface. When field conditions are such that additional moisture is needed for the final concrete surface finishing operation, the required water shall be applied to the surface by fog spray only and shall be held to a minimum. The concrete shall be workable, cohesive, possess satisfactory finishing qualities and of the stiffest consistency that can be placed and vibrated into a homogeneous mass within the slump requirements specified in Table 3. Excessive bleeding shall be avoided. Slump values shall conform to SDHPT Test Method Tex - 415 -A. Table 3 Slump Requirements Type of Construction ' Slump, inches Maximum Minimum Piers and Cased Drilled Shafts 4 3 Reinforced foundation caissons and footings 3 1 Reinforced footings and substructure walls 3 1 Uncased Drilled Shafts 6 5 Thin- walled Sections (9 inches or less) 5 4 Prestressed Concrete Members 5 4 Wall Sections over 9 inches 4 3 Reinforced building slabs, beams, columns and walls 4 1 Bridge Decks 4 2 Pavements Fixed -form 2 1 Slip -form 1' Vz Sidewalks, driveways and slabs on ground 4 2 Curbs & gutters Hand - vibrated 3 1 . Hand - tamped or spaded 4 2 Sip-form/extrusion machine - 2 V2 Heavy mass construction 2 1 High strength concrete 4 3 Rtprap and other miscellaneous concrete 6 1 Under water or seal concrete 6 5 403 04/17/86 Page 4 NOTE: No Concrete will be permitted with slump in excess of the maximums shown unless water reducing admixtures have previously been approved. 403.8 Duality of Concrete, General The Concrete shall be uniform and workable and of a consistency acceptable to the Engineer/Architect. The cement content, maximum allowable water /cement ratio, the minimum and maximum slump, the proper amount of entrained air and the strength requirements of the various classes of concrete shall conform to the requirements of Tables 3 and 4 and as required herein. It shall be the responsibility of the Contractor to provide concrete meeting these requirements. Test beams or cylinders will be required for each monolithic placement of bridge decks or superstructures, top slabs of direct traffic culverts, cased drilled shafts, structural beams and otherwise as directed by the Engineer /Architect for "design strength" or early form removal. The require- ment for early removal or opening will be at the Contractor's expense, except when the early opening or removal is required by the Engineer /Architect and specified in Item No. 410, "Concrete Structures". During the progress of the work, the Engineer /Architect, the City's laboratory or in the absence of the above, the Contractor shall cast test cylinders and /or beams as a check on the compressive and/or flexural strength of the concrete actually placed. The Engineer /Architect or the City's laboratory shall also perform slump tests, entrained air tests and will make temperature checks as required, to insure compliance with the specifications. . Test beams or cylinders will be required for small placements on structures such as manholes, inlets, culverts, wingwalls, etc. The Engineer /Architect may vary the number of tests to a minimum of 1 for each 25 cubic yards placed over a several day period. A strength test shall be defined as the average of the breaking strength of 2 cylinders or 2 beams as the case may be. Specimens will be tested conforming to SDHPT Test Method Tex -418 -A or Tex - 420 -A. If the required strength or consistency of the class of concrete being produced cannot be secured with the minimum cement specified or without exceeding the maximum water /ce- ment ratio, the Contractor will be required to furnish different aggregates, use a water reducing agent, an air entraining agent or increase the cement content in order to provide concrete meeting these specifications. The Contractor may request beam or cylinder tests for removal of forms and /or falsework at his own expense. The test speci- mens shall be cured using the same methods and under the same conditions as the concrete represented. "Design Strength" beams and cylinders shall be cured conforming to SDHPT Bulletin C -11 and Supplement thereto. When control of concrete quality is by 28 day compressive tests, job control will be by 7 day flexural or compressive tests which are shown to provide the required 28 day strength, based on results from trial batches. Thereafter, if the required 7 day strength is not secured with the quantity of cement specified in Table 4, changes in the batch design will be made as specified in Item No. 403, "Concrete for Structures ". Table 4- Classes of Concrete Class Min. Comp. Min. Beam Max. Water Coarse of - Sk. Cement Strength (f'c) Strength Cement Agg. Conc. per C.Y. 28 Day psi 7 Day psi Ratio No. A' 5.0 3000 #500 , 6.5 2 -3 -4 x B - 4.0 2000 300 _ 8.0 2 -3 -4 x C' 6.0 3600 #600 - 6.0 1 -2 -3" D 4.5 2500 #425 7.5 2 -3 -4 x E 6.0 3000 500 7.0 2 -3 F' 6.0 to 8.0 As indicated f'c 5.5 2 -3 6 . H • 6.0 to 8.0 As indicated N.A. 5.5 3 I 5.5 r, 3500 575 6 2 2.3.4 x J 2.0 800 2 -3 -4 K 3.0 L 5.0 5000 M - 6.0 5000 ' Entrained Air (Slabs, piers and bent concrete). • Grade 1 coarse Aggregate may be used in foundation only (except cased drilled shafts). '•• Entrained Air for slab concrete. # When Type II Cement is used with Class C Concrete, the 7 day beam break requirement will be 550 psi; with Class A, 460 psi., minimum. X Permission to use grade 4 aggregate must have prior approval of the Engineer. Concrete that is to be placed in the bridge deck shall not have a temperature in excess of 85 F at the time of placement. Page 5 04/17,86 403 403.9 Mixing Conditions The concrete shall be mixed in quantities required for immediate use. Any concrete which is not in place within the limits outlined in Item No. 410, "Concrete Structures" shall not be used. Retempering of concrete will not be permitted. In threatening weather, which may result in conditions that will adversely affect quality of the concrete to be placed, the Engineer shall notify the Contractor in writing that the placement of work may not meet the specifications and any work placed may have to be removed and replaced. Where work has been started and changes in weather conditions require protective measures, the Contractor shall fumish adequate shelter to protect the concrete against damage from rainfall or from freezing temperatures as outlined in Item No. 410, "Concrete Structures ". If necessary to continue operations during rainfall, the Contractor shall also provide protective coverings for the material stock piles. Aggregate stockpiles need be covered only to the extent necessary to control the moisture conditions in the aggregates to adequately control the consistency of the concrete. 403.10 Mixing and Mixing Equipment All equipment, tools and machinery used for hauling materials and performing any part of the work shall be maintained in such condition to insure completion of the work under way without excessive delays for repairs or replacement. The mixing shall be done in a mixer of approved type and size that will produce uniform distribution of the material throughout the mass and shall be capable of producing concrete meeting the requirements of ASTM C 94, Ready -mixed Concrete and these specifications. The absolute volume of the concrete batch shall not exceed the rated capacity of the mixer. The mixing equipment shall be capable of producing sufficient concrete to provide the quantities required to comply with Item No. 410, "Concrete Structures ". The entire contents of the drum shall be discharged before any materials are placed therein for the succeeding batch. Improperly mixed concrete shall not be placed in the structure. Delivery of concrete to the site of the work and its discharge from the mixer, agitator or nonagitating equipment shall conform to the requirements of Item No. 410 "Concrete Structures ". • The mixer may be batched by either the volumetric method or by weighing and shall be equipped with a suitable timing device which shall lock the discharging mechanism and signal when specified time of mixing has elapsed. An adequate water supply and suitable metering devices shall be provided. The water tank shall be arranged so that the amount of water can be measured in gallons accurately. When the tank starts to discharge, the inlet supply shall cut off automatically and remain off until the container has emptied completely and the discharge line closed. The first batch of concrete materials placed in the mixer for each placement shall contain an extra quantity of sand. cement and water sufficient to coat the inside surface of the drum. Upon the cessation of mixing for any considerable length of time, not exceeding a maximum of 1 hour, the mixer shall be thor- oughly cleaned. (1) Proportioning and Mixing Equipment For all miscellaneous concrete placements, a mobile, continuous, volumetric mixer or a volumetric or weight batch mixer of the rotating paddle type may be used. When approved by the Engineer in writing or when specified for use, these mixers may be used for other types of concrete construction, including structural concrete, if the number of mixers furnished will supply the amount of con- crete required for the particular operation in question. These mixers shall be designed to receive all the concrete ingredients, including admixtures, required by the mix design in a continuous uniform rate and mix them to the required consistency before discharging. They may be of the volumetric or weight batch design. The mixers shall have adequate water supply and metering devices. For continuous volumetric mixers, the materials delivered during a revolution of the driving mechanism or in a se- lected interval, will be considered a batch and the proportion of each ingredient will be calculated in the same man- ner as for a batch type plant. The mixing time shall conform to the recommendations of the manufacturer of the mixer unless otherwise revised by the Engineer. Calibration of these mixers will be required. 403 04/17/86 Page 6 1 1 1 !' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (2) Ready -mixed Concrete The use of ready -mixed concrete will be permitted provided the batching plant and mixer trucks meet requirements of quality specified herein. When ready -mixed concrete is used, additional mortar (1 sack cement, 3 parts sand and sufficient water) shall be added to each batch to coat the drum of the mixer or agitator truck. Delivery of concrete to the site of the work and its discharge from the truck mixer, agitator or nonagitating equipment shall be in accordance with the requirements of Item No. 410, "Concrete Structures ". Ready -mixed concrete, batching plant and mixer truck operation shall include the following: (a) A ticket system will be used that includes a copy for the construction inspector. The ticket will have machine stamped time /date of the concrete batch, weight of cement, sand and aggregates; exact no- menclature and written quantities of admixtures and water. Any item missing or incomplete on the ticket may be cause for rejection of the concrete. (b) Sufficient trucks will be available to support continuous slab placements. The Contractor will satisfy the Engineer that adequate standby trucks are available to support monolithic placement requirements. (c) A portion of the mixing water, required by the batch design to produce the specified slump, may be withheld and added at the job site, but only with the permission of the Engineer and under the Inspec- tor's observation. When water is added under these conditions, it will be thoroughly mixed before any slump or strength samples are taken. , (3) Site -mixed Concrete Hand mixing of concrete will be permitted only for small placements or in case of an emergency and then only on the authorization of the Engineer. Hand -mixed batches shall not exceed a 2 bag batch in volume. Job mix concrete shall be concrete mixed in an approved batch mixer, conforming to the requirements staled above, conveniently located to the structure for which the concrete is being mixed and moved to the placement site in non - agitating equipment. After all the required materials are in the mixer, the concrete shall be mixed not less than 50 seconds nor more than the time indicated on the manufacturer's nameplate, measured from the time the last material enters the mixer to the time discharge of the concrete begins. - The concrete mixer shall be equipped with an automatic timing device which is put into operation when the skip is raised to its full height and dumping. This device shall lock the discharging mechanism and prevent emptying of the mixer until all the materials have been mixed together for the minimum time required and it shall ring a bell after the specified time of mixing has elapsed. 403.11 Excavation, Placing of Concrete, Finishing, Curing and Backfill The excavation, placing of concrete, finishing, curing and backfill shall conform to Item No. 401, "Structural Excavation and Backfill" and Item No. 410, "Concrete Structures'. 403.12 Measurement The quantities of concrete of the various classifications which will constitute the completed and accepted structure or structures in place will be measured by the cubic yard, each, square foot, square yard, linear foot or lump sum as the case may be. Mea- surement will be as follows: . (1) General - (a) All concrete quantities will be based on the dimensions indicated or those established in writing by the Engineer/ Architect. Diafram concrete, when required, will be included in the slab measurement. (b) In determining quantities, no deductions will be made for chamfers less than 2 inches, embedded portions of structural steel or prestressed concrete beams, piling, anchor bolts, reinforcing steel. drains, weep holes, junc- tion boxes, electrical conduit, conduit and/or voids for prestressed tendons or for embedded portions of light fixtures. (c For Pan Girder Spans, a quantity will be included for the screed setting required to provide proper camber in the roadway surface after form removal. - (d) For Slabs on Steel and Prestressed Beams, a quantity for the haunch between the slab and beams will be Page 7 04 17.86 - 403 included when required. No measurement will be made during construction for variation in the amount of haunch concrete due to deviation from design camber in the beams. (e) For Slabs on Panels or T- Beams, the combination of span length, theoretical camber in beams, computed deflections and plan vertical curve will be taken into account in determining the quantity for the slab. Additional concrete, which may be required by an adjustment of the profile grade line during construction to insure proper slab thickness, will not be measured for payment. (1) Quantities revised by a change in design, measured as specified herein, will be increased or decreased, as the case may be and included for payment. (g) Variations in concrete headwall quantity incurred if an altemate bid for pipe is permitted will not be measured for payment. (2) Plan Quantity For those items specified for plan quantity payment, adequate calculations have been made conforming to Section 00140, "General Conditions of Agreement ". If no adjustment is required by Item No. 403, "Concrete for Structures ", additional measurements or calculations will not be required. (3) Measured in Place For those items not specified for plan quantity payment, measurement will be made in place. 403.13 Payment For all structural elements in unit price contracts specified for payment when measured by the cubic yard, the quantity to be paid for will be actual field measurements of the quantity indicated, except as may be modified by the following: Plan quantities will be adjusted: ' (1) When a complete structure element has been erroneously included or omitted from the plans, the quantity shown on the plans for that element will be added to or deducted from the plan quantity and included for payment. A complete structure element will be the smallest portion of a total structure for which a quantity is included on the plans. Quan- tities revised in this manner will not be subject to the provisions of Section 00140, "General Conditions of Agreement ". (2) When the plan quantity for a complete structure element is in error by 5 percent or more. a recalculation will be made and the corrected quantity included for payment. Quantities revised in this manner will not be subject to the provi- sions of Section 00140, "General Conditions of Agreement ". When quantities are revised by a change in design, the plan quantity will be increased or decreased by the amount involved in the design change. Quantities revised in this manner will be subject to the provisions of Section 00140, "General Conditions of Agreement ". Payment for increased or decreased costs due to a change in design, on those items measured in "Each ". by the 'Square Foot ", "Square Yard" or "Linear Foot" will be determined by provisions of Section 00140, "General Conditions of Agreement". Payment for additional concrete required for slab on panel or T -beam construction due to adjustment of the profile grade line will not be made under "Additional Work" as provided in Section 00140. "General Conditions of Agreement ". The unit prices bid for the various classifications of concrete shown shall be full compensation for furnishing, hauling and mixing all concrete material; placing, curing and finishing all concrete; all grouting and pointing; furnishing and placing drains; furnishing and placing metal flashing strips: furnishing and placing expansion joint material required by this item and for all forms and falsework, labor, tools. equipment and incidentals necessary to complete the work. Payment will be made under appropriate bid items where structural concrete is used as indicated and included in the bid. Box culverts shall be paid for under Item No. 559, "Box Culverts ". Payment will be made under one of the following: Pay Item No. 403 -A: Structural Concrete — Per Cubic Yard. Pay Item No. 403 -B: Foundation Seals — Per Cubic Yard. Pay Item No. 403 -C: Foundations — Per Cubic Yard. Pay Item No. 403 -D: Columns — Per Cubic Yard. Pay Item No. 403 -E: Bridge Abutments and Walls — Per Cubic Yard. Pay Item No. 403 -F: Bridge Decks — Per Square Yard. Pay Item No. 403 -G: Structures — Per Cubic Yard. End (3) 403 04/17/86 Page 8 (2) Water - reducing, Retarding Admixture Item No. 405 Concrete Admixtures 405.1 Description This item shall consist of the materials used, methods of tests and construction methods for the use of admixtures in concrete. 405.2 Materials (1) Air Entraining Admixture An "Air Entraining Admixture" is defined as a material which, when added to a concrete mixture in the correct quan- tity, will entrain uniformly dispersed microscopic air. This admixture shall conform to ASTM C 260, modified as follows: (a) The cement used in any series of tests shall be either the cement proposed for specific work or a "refer- ence" Type I cement from one mill. (b) Unless otherwise indicated, the minimum relative durability factor shall be B0. The air entraining admixture used in the reference concrete shall be high quality neutralized Vinsol Resin. A "Water- reducing, Retarding Admixture" is defined as a material which, when added to a concrete mixture in the correct quantity, will reduce the quantity of mixing water required to produce concrete of a given consistency and will retard the initial set of the concrete. This admixture shall conform to ASTM C 494, Type A or D, modified as follows: (a) The water- reducing retarder shall retard the initial set of the plastic concrete a minimum of 2 hours and a maximum of 4 hours when the materials are at a temperature of 90 F, the dosage rate specified by the manufacturer. (b) The cement used in any series of tests shall be either the cement proposed for specific work or a "refer- ence" Type I cement from one mill. (c) All concrete tested shall contain entrained air. (3) Water- reducing Admixture A "Water- reducing Admixture" is defined as a material which, when added to a concrete mixture in the correct quan- tity, will reduce the quantity of mixing water required to produce concrete of a given consistency and required strength. This admixture shall conform to ASTM C 494, Type A. (4) Accelerating Admixture An "Accelerating Admixture" is defined as an admixture that accelerates the setting time and the early strength development of concrete. This admixture shall conform to ASTM C 494, Type C, modified as follows: The accelerating admixture will contain no chlorides and shall be used in the liquid form only. (5) High -range Water Reducing Admixtures A "High -range Water Reducing Admixture," referred to as a superplastersize, is defined as a synthetic polymer ma- lenal which, when added to a low slump concrete mixture increases the slump without segregation, impermeability and durability of the mix. This admixture shall conform to ASTM C 494, Type F or G, modified as follows: • (a) It shall reduce the required water by a minimum of 15 percent. (b) It shall increase the 7 day compressive strength of the concrete by a minimum of 25 percent. The admixture when added to the mix shall produce the following: (a) Modify a low slump concrete, without the addition of water, to produce a slump which conforms to the range indicated.' (b) It shall prevent a temperature rise of the mix above 100 F during high ambient conditions. (c) It shall not increase the chloride content of the mix. Page 1 04/17 405 405.3 Certification • The Contractor shall submit the name of the admixture proposed and manufacturer's certification that products selected meet the requirements of this item and of ASTM C 260 and C 494 as required. If more than one admixture is proposed in the concrete mix, a statement of compatibility of components shall accompany certification. The Engineer /Architect may request additional information to be submitted such as infrared spectrophotometry scan, solids con- tent, pH value, etc., for further identification. A change in formulation discovered by any of the tests prescribed herein or other means and not reported and retested, may be cause to permanently bar the manufacturer from furnishing admixtures for City of Austin work. The City reserves the right to perform any or all of the tests required by ASTM C 260 and C 494 as a check on the tests reported by the manufacturer. In case of any variance, the City tests will govem. 405.4 Approval of Admixtures The Engineer /Architect shall approve all admixtures and dosage. Approval of admixtures shall be based on previous perfor- mance of the admixture. The dosage will be determined from the manufacturer's recommendations, trial mixes or current job approved mix designs, if it is shown that no substantial change in any of the proposed ingredients has been made. Should the Contractor desire to change the admixture or dosage approved during the progress of the work, the Contractor shall perform trial mixes at his own expense and submit the new mix design for approval. 405.5 Construction Use of Admixtures No concrete shall be delivered to the project until the mix design is approved. All concrete delivered shall conform to the ap- proved job mix formula. Unless otherwise indicated, all concrete shall be air entrained. All admixtures will be added al the Batch Plant. All admixtures shall be in the liquid state. No admixtures shall be dispensed on dry aggregates. Each admixture shall be dispensed separately, but at the same time as the mixing water. An approved job mix formula for normal hot weather concreting may not perform satisfactorily for extended retardation, in which case its use will not be permitted. The rotation of the mixer shall be sufficient to thoroughly mix the admixture Into the concrete. Admixtures shall be agitated as required to prevent separation or sedimentation of solids. Air agitation of Neutralized, Vinsol Resin will not be permitted. Normally Air entraining agents shall be charged into the mixer at the beginning of the batch and retarding or water reducing admixtures shall be charged into the mixer dunng the last part (approximately Y) of the batch when an air - entraining agent is used. Accelerating admixtures will be used only on the written approval of the Engineer. Accelerating admixtures will not be permitted in bridge decks, direct traffic culvert slabs at any time nor when Type II cement is specified. All admixtures shall be of the same brand from only one manufacturer for the entire project, unless otherwise approved by the Engineer /Architect. Accelerators will be used only to meet special project requirements and will require the approval of the Engineer For individual placements of concrete of 25 cubic yards or more and for all ready -mix concrete, the admixture shall be measured and dispensed by a readily adjustable dispenser. When set to a predetermined volume. the dispenser shall fill to the preset amount and hold it positively without leakage until the operator releases the content into the mixing water by some positive means. Unless otherwise indicated, completely automatic dispensing will not be required, except for use with a fully automatic plant. The calibrated container shall be a measuring reservoir of the type where the level of the admixture is visible at all times. A strip gauge with one ounce increments for air entraining admixtures, ten ounce increments for dispersing admixtures, shall be at- tached securely to the measuring apparatus. This strip shall be a material possessing weather resistant qualities. The accuracy equipment shall visibly show the total amount to be dispensed for ready check by the Engineer. When individual placements of less than 25 cubic yards and with the concrete batched on the job site, the Engineer. Architect may waive the requirements for mechanical dispensing equipment. When high range water reducing admixtures are indicated the following will be observed. (a) Ready -mixed concrete shall be delivered in transit mixers and the capacity of the transit mixer shall be reduced for each batch by 25 percent of the rated capacity to assure proper mixing. 405 04/17/86 Page 2 End . (b) If, during the placement of concrete, a change in slump resulting in a slump loss in excess of 3 inches is noted. the remaining concrete shall be rejected. (c) The addition of water will not be permitted at the job site. (d) Only one liquid admixture shall be used to achieve the desired results, except where air entrainment is indicated. the air entrainment agent will be permitted. (e) The concrete design shall meet the following requirements: Item Test Air entrainment ASTM C 260 High range water reducing admixture ASTM C 494 Type F or G Value 3 10 6 percent Water cement ratio - Gal /Sack Max. 6.25 Minimum cement content in Sacks (94# /sack) 6 0 Coarse aggregate factor - 6 5 Slump Maximum, inches 10 Flexural strength 7 days, psi - 650 Maximum concrete temperature, F 100 405.6 Measurement and Payment No additional compensation will be make for the materials, equipment tests or methods required by this item, but shall be consid- ered subsidiary to Item No. 360, "Concrete Pavement ", Item No. 410, "Concrete Structures" or various items included in the contract. Page 3 04 17 86 405 406.1 Description This item shall consist of the furnishing and placing of reinforcing steel, deformed and smooth, of the size and quantity indicated and in accordance with these specifications. 406.2 Materials • Item No. 406 Reinforcing Steel (1) Bars Bar reinforcement shall be deformed and shall conform to ASTM A 615. A 616, Grades 40, 60 or 75 and shall be open - hearth, basic oxygen or electric furnace new billet steel, unless otherwise indicated. Large diameter new billet steel (Nos. 14 and 18), Grade 75, will be permitted for straight bars only. Where bending of bar sizes No. 14 or No. 18 of Grades 40 or 60 is required, bend testing shall be performed on representative specimens as described for smaller bars in the applicable ASTM specification. The required bend shall be 90 degrees at a minimum temperature of 60 F around a pin having a diameter of 10 times the nominal diameter of the bar and shall be free of cracking. Spiral reinforcement shall be either smooth or deformed bars or wire of the minimum diameter indicated Bars for spiral reinforcement shall comply with ASTM A 675, A 615 or A 617. Wire shall comply with ASTM A 82. The mini- mum yield strength for spiral reinforcement shall be 40,000 psi. In cases where the provisions of this item are in conflict with the provisions of the ASTM Designation to which refer- ence is made, the provisions of this item shall govern. Report of chemical analysis showing the percentages of carbon, manganese, phosphorus and sulphur will be re- quired for all reinforcing steel when it is to be welded, except for drill shafts. No tack welding will be allowed. All welding shall conform to the requirements of AWS D -1 -72. The nominal size and area and the theoretical weight (lbs.) of reinforcing steel bars covered by these specifications are as follows: Bar Size Nominal Nominal Area Weight per Number Diameter Inches Square Inches Linear Foot 2 • 0.250 0.05 0.167 3 0.375 0.11 _ 0 376 4 0.500 0.20 0.668 5 0.625 0.31 1.043 6 0.750 0.44 1.502 7 0.875 - 0.60 2.044 8 1.000 0.79 2 670 9 1.128 1.00 3 400 10 1.270 1.27 4.303 11 + 1.410 1.56 ■ 5.313 14 1.693 2.25 7.65 18 2.257 4.00 13.60 Smooth bars, larger than No. 4, may be steel conforming to the above or may be furnished in any steel that meets the physical requirements of ASTM A 36. Smooth, round bars shall be designated by size number through No. 4. Smooth bars above No. 4 shall be desig- nated by diameter in inches. (2) Welded Wire Fabric Wire for fabric reinforcement shall be cold -drawn from rods hot - rolled from open-hearth, basic oxygen or electric furnace billet. Wire shall conform to the requirements of the Standard Specifications for Cold -Drawn Steel Wire for Concrete Reinforcement, ASTM A 82 or A 496. Wire fabric, when used as reinforcement, shall conform to ASTM A 185orA497. When wire is ordered by size numbers, the following relation between size number, diameter in inches and area shall apply unless otherwise indicated: Page 1 04 17 86 406 Size W Number 31 30 28 26 24 22 20 18 16 14 12 10 8 7 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1.2 1 0.5 0.628 0.618 0.597 0.575 0.553 0.529 0.505 0.479 0.451 0.422 0.391 0.357 0.319 0.299 0.276 0.265 0.252 0.239 0.226 0.211 0.195 0.178 0.160 0.138 0.124 0.113 0.080 406 04/17/86 - Page 2 Where deformed wire is required, the size number shall be preceded by D and for smooth wire the prefix W shall be shown. (3) Chairs and Supports Chairs and Supports shall be steel, precast mortar or concrete blocks cast in molds meeting the approval of the Engineer /Architect of sufficient strength to position the reinforcement as indicated when supporting the dead load of the reinforcement, the weight of the workers placing concrete and the weight of the concrete bearing on the steel Chairs shall be plastic coated when indicated. Chair Types and Applicable Uses Structural or Architectural Elements (columns. beams, walls, slabs) exposed to weather, not subjected to sand blasting, water blasting or grinding. Structural or Architectural Elements exposed to weather and subject to sand blasting, water blasting or grinding. Structural or Architectural Elements not exposed to weather or corrosive conditions. Slabs and grade beams cast on grade. Nominal Nominal Diameter (inch) Area square inches 0.310 0.300 0.280 0.260 0.240 0.220 0.200 0.180 1.160 0.140 0.120 0.100 0.080 0.070 0.060 0.055 0.050 0.045 0.040 0.035 0.030 0.025 0.020 0.015 0.012 0.010 0.005 Galvanized steel or steel chairs with plastic coated feet. Stainless steel chairs. Uncoated steel chairs Steel chairs with a base with 9 inch' minimum area or suf- ficient area to prevent the chair from sinking into 1111 or subgrade. Precast mortar or concrete blocks meeting the requirements of this item may be used. 406.3 Bending The reinforcement shall be bent cold, true to the shapes indicated. Bending shall preferably be done in the shop. Irregularities in bending shall be cause for rejection. Unless otherwise indicated, the inside diameter of bar bends, in terms of the nominal bar diameter (d), shall be as follows: - Bends of 90 degrees and greater in stirrups, ties and other secondary bars That enclose another ban in the bend. ' Bar Number Grade 40 Grade 60 3,4,5 3d 4d 6, 7, 8 4d S 5d All bends in main bars and in secondary bars not covered above. Bar Number 3 lhru 8 9, 10 11 14,18 Grade 40 Grade 60 Grade 75 6d 6d 8d 8d — 8d 8d - 8d 10d 10d — 406.4 Tolerances Fabricating tolerances for bars shall not be greater than shown on Standard 406 -1. 406.5 Storing Steel reinforcement shall be stored above the surface of the ground upon platforms, skids or other supports and shall be pro- tected as far as practicable from mechanical injury and surface deterioration caused by exposure to conditions producing rust. When placed in the work, reinforcement shall be tree from dirt, paint, grease, oil or other foreign materials. Reinforcement shall be free from injurious defects such as cracks and laminations. Rust, surface seams, surface irregularities or mill scale will not be cause for rejection, provided the minimum dimensions, cross sectional area and tensile properties of a hand wire brushed speci- men meets the physical requirements for the size and grade of steel indicated. 406.6 Splices No splicing of bars, except when indicated or specified herein, will be permitted without written approval of the Engineer /Architect. No substitution of bars will be allowed without the approval of the Engineer /Architect. Any splicing of substituted bars shall con- form to Table 1. - • Splices not indicated will be permitted in slabs not more than 15 inches in thickness, columns, walls and parapets, but not in- r cluded for measurement, subject to the following: Splices will not be permitted in bars 30 feet or less in plan length. For bars exceeding 30 feet in plan length, the distance center to center of splices shall not be less than 30 feet minus 1 splice length, with no more than 1 individual bar length less than 10 feet. Splices not indicated, but permitted hereby, shall conform to Table 1. The specified concrete cover shall be maintained at such splices and the bars placed in contact and securely tied together. Bar Number , Table 1 Minimum Lap Requirements Grade 40 . Grade 60 3 1 foot 0 inches 1 foot 0 inches • 4 1 foot 2 inches 1 foot 9 inches 5 1 foot 5 inches 2 feet 2 inches 6 1 foot 9 inches 2 feet 7 inches 7 2 feet 4 inches 3 feet 5 inches No. 8 3 feet 0 inches - 4 feet 6 inches No. 9 3 feet 10 inches 5 feet 8 inches No. 10 4 feet 10 inches 7 feet 3 inches No. 11 5 feet 11 inches 8 feet 11 inches Spiral steel shall be lapped a minimum of 1 turn. Bar No. 14 and No. 18 may not be lapped. Welding of reinforcing bars may be used only where indicated or as permitted herein. All welding operations, processes, equip- ment, materials, workmanship and inspection shall conform to the requirements indicated. All splices shall be of such dimension and character as to develop the full strength of the bar being spliced. , End preparation for butt welding reinforcing bars shall be done in the field, except Bar No. 6 and larger shall be done in the shop. Delivered bars shall be of sufficient length to permit this practice. Page 3 04/17/86 406 - For box culvert extensions with less than 1 foot of fill, the existing longitudinal bars shall have a lap with the new bars as shown in Table 1. For box culvert extensions with more than 1 foot of fill, a minimum lap of 6 inches will be required. Unless otherwise indicated. dowel bars transferring tensile stresses shall have a minimum embedment equal to the minimum lap requirements shown in Table 1. Shear transfer dowels shall have a minimum embedment of 12 inches. 406.7 Placing ^ Reinforcement shall be placed as near as possible in the position indicated. Unless otherwise indicated, dimensions shown for reinforcement are to the centers of the bars. In the plane of the steel parallel to the nearest surface of concrete, bars shall not vary from plan placement by more than 1/42 of the spacing between bars. In the plane of the steel perpendicular to the nearest surface of concrete, bars shall not vary from plan placement by more than '/. inch. Cover of concrete to the nearest surface of steel shall as follows: Minimum Cover, Inches (a) Concrete cast against and permanently exposed to earth 3 (b) Concrete exposed to earth or weather: Bar No. 6 through 18 bars 2 Bar No. 5, W31 or D31 wire and smaller 1 (c) Concrete not exposed to weather or in contact with ground: Slabs, walls, joists: Bar No. 14 and 18 1' Bar No. 11 and smaller 1 Beams, columns: Primary reinforcement, ties, stirrups, spirals 11/2 Shells, folded plate members: Bar No. 6 and larger 1 Bar No. 5, W31 or 031 wire, and smaller 1 Vertical stirrups shall always pass around the main tension members and be attached securely thereto. The reinforcing steel shall be spaced its required distance from the form surface by means of approved galvanized metal spacers, metal spacers with plastic coated tips, stainless steel spacers, plastic spacers or approved precast mortar or concrete blocks. For approval of plastic spacers on a project, representative samples of the plastic shall show no visible indications of deterioration after immersion in a 5 percent solution of sodium hydroxide for 120 hours. All reinforcing steel shall be tied at all intersections. except that where spacing is less than 1 foot in each direction, alternate intersections only need be tied. For reinforcing steel cages for other structural members. the steel shall be tied at enough inter- sections to provide a rigid cage of steel. Mats of wire fabric shall overlap each other 1 lull space as a minimum to maintain a uniform strength and shall be tied at the ends and edges. Where prefabricated deformed wire mats are specified or if the Contractor requests. welded wire fabric may be substituted for a comparable area of steel reinforcing bar plan, subject to the approval of the Engineer /Architect. A suitable tie wire shall be provided in each block, to be used for anchoring to the steel. Except in unusual cases and when specifically authorized by the Engineer, the size of the surface to be placed adjacent to the forms shall not exceed 21 inches square or the equivalent thereof in cases where circular or rectangular areas are provided. Blocks shall be cast accurately to the thickness required and the surface to be placed adjacent to the forms shall be a true plane, free of surface imperfections. Reinforcement shall be supported and tied in such a manner that a sufficiently rigid cage of steel is provided. If the cage is not adequately supported to resist settlement or floating upward of the steel, overturning of truss bars or movement in any direction during concrete placement, permission to continue concrete placement will be withheld until corrective measures are taken. Sufficient measurements shall be made dunng concrete placement to insure compliance with the above. No concrete shall be deposited until the Engineer /Architect has reviewed the placement of the reinforcing steel and all mortar, mud, dirt, etc, shall be cleaned from the reinforcement, forms, workers' boots and tools. . 406.8 Measurement The measurement of quantities of reinforcement furnished and placed will be based on the calculated weight of the steel actually placed as indicated, with no allowance made for added bar lengths for splices requested by the Contractor nor for extra steel used when bars larger than those indicated or with a higher grade of steel are substituted with the permission of the Engineer/ 406 04/17/86 Page 4 Architect. Tie wires and supporting devices will not be included in the calculated weights. The calculated weight of bar reinforce- ment will be determined using the theoretical bar weight set forth in this item. Measurement required by a change in design will be computed as described above for the actual steel required to complete the work. 406.9 Payment This item shall be paid for at the unit price bid per pound of "Reinforcing Steel ", which price shall be full compensation for furnishing, bending, fabricating, welding and placing reinforcement, for all clips, blocks, metal spacers, lies, chairs, wire or other materials used for fastening reinforcement in place and for all tools, labor, equipment and incidentals necessary to complete the work. Reinforcement In items specifically including the reinforcement shall not be paid for directly, but shall be included in the unit price bid for the items of construction in which the reinforcing steel is used. Payment, when included as a contract pay item, will be made under: Pay Item No. 406: Reinforcing Steel — Per Pound. End Page 5 04:17; 86 406 1 1 1 1 1 1 1 1. 1 1 1 1 1 1 1 1 1 1 Item No. 408 Concrete Joint Materials 408.1 Description This item shall govern for the furnishing and placing of all longitudinal, contraction and expansion joint material in concrete work as herein specified in the various items of these specifications as indicated or as directed by the Engineer. 408.2 Material (1) Preformed Asphalt Board - Preformed asphalt board formed from cane or other suitable fibers of a cellular nature securely bound together and uniformly impregnated with a suitable asphaltic binder and meeting the requirements of the Standard Specifications for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction, ASTM D 1751. (2) Preformed Nonbituminous Fiber Material Preformed nonbituminous fiber material shall meet the requirements of the Standard Specifications for the Pre- formed Expansion Joint Filler for Concrete Paving and Structural Construction, ASTM D 1751, except that the re- quirements pertaining to bitumen content, density and water absorption shall be voided. (3) Boards Boards obtained from Redwood timber, of sound heartwood, free from sapwood, knots, clustered birdseye, checks and splits. Occasional sound or hollow birdseye, 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. (4) Joint Sealer (Concrete Pavement) This material shall be a one part low modulus silicone especially designed to cure at ambient temperatures by react- - ing with moisture in the air and shall have the following properties: As Supplied Color Gray - Flow, MIL- 2 -8802D Sec. 4.8.4 0.2 maximum Working Time, minutes 10 Tack -Free Time at 77 F ±2 F Min. MIL- 2 -8802D Sec.4.8.7 60 Cure time, at 77 F (25 C), days 7 - 14 Full Adhesion, days 14 -21 As Cured —after 7 days at 77 F (25 C) and 40% RH Elongation, percent minimum 1200 Durometer Hardness, Shore A, points ASTM 2240 15 Joint Movement Capability, percent +1001 -50 Tensile Strength, maximum elongation, psi 100 Peel Strength, psi 25 The joint sealer shall adhere to the sides of the concrete joint or crack and shall be an effective seal against infiltration of water and incompressibles. The material shall not crack or break when exposed to low temperature. (5) (6) Backer Rod Backer Rod shall be expanded closed cell polyethylene loam compatible with sealant. No bond or reaction shall occur between rod and sealant. Backer Rod shall be of sufficient width to be in compression after placement and shall be used with joint sealer Joint Sealing Material Joint Sealing Material for other than pavement use may be a two - component, synthetic polymer or cold - pourable, self leveling type meeting the following requirements: The material shall adhere to the sides of the concrete joint or crack and shall form an effective seal against infiltration of water and incompressibles. The material shall not crack or break when exposed to low tempera- tures. Curing is to be by polymerization and not by evaporation of solvent or fluxing of harder particles It shall cure sufficiently at an average temperature of 77 ±3 F so as not to pick up under wheels of traffic in a maximum of 3 hours. Page 1 04/17/86 408 Performance Requirements: When tested in accordance with Test Method Tex - 525 -C, the joint sealing material shall meet the above curing times and the requirements as follows: It shall be of such consistency that it can be mixed and poured or mixed and extruded into joints at temperatures above 60 F. 408.3 Construction Methods Penetration, 77 F. 150 gm. Cone, 5 sec., max.-cm 0.90 Bond and Extension 75 %, 0 F, 5 cycles: Dry Concrete Blocks Pass Wet Concrete Blocks Pass Steel Blocks (Primed if specified by manufacturer) Pass Flow at 200 F None Water content % by weight. max. 5.0 Resilience: Original sample min. % (cured) 50 Oven -aged at 158 F. min. % 50 For Class 1 -a material only Cold Flow (10 min.) None The Contractor shall install "Concrete Joint Materials" which will function as a compatible system. Joint sealer shall not be placed where a bond braker is present. Asphalt, Redwood board or other materials used shall extend the full depth of the concrete and shall be perpendicular to the exposed face. All joints shall be shaped to conform to the contour of the finished section in which they are installed. All material shall be a minimum of ih inch thick or as indicated. Wood materials shall be anchored to the adjacent concrete to permanently hold them in place. Joint sealer shall be installed in accordance with the manufacturer's recommendations. The material used for sidewalk expansion joints, shall conform to No. 3 above, unless otherwise indicated. The material used for curb and gutter expansion joints filler shall conform to any of the above, except when placed adjacent to concrete pavement, the joint material shall match the pavement joint material. 408.4 Measurement and Payment No additional compensation will be made for materials, equipment or labor required by this item, but shall be considered subsidi- ary to the various items included in the contract. End 408 04/17/86 Page 2 Item No. 409 Membrane Curing 409.1 Description _ I This item shall consist of curing concrete pavement, concrete base, pavement, curbs, gutters, retards, sidewalks, driveways, medians, islands, concrete riprap, cement stabilized nprap, concrete structures and other concrete as indicated, by applying an impervious liquid membrane forming material. 409.2 Material The liquid forming membrane curing compound shall comply with the "Standard Specification for Liquid Membrane - forming Compounds for Curing Concrete ", ASTM C 309, Type 1 -0 clear or translucent, with fugitive dye or Type 2 white pigmented. The material shall have a minimum flash point of 80 F when tested by the "Pensky -Martin Closed Tester ", ASTM Designation: D 93. It shall be of such consistency that it can be satisfactorily applied as a fine mist through an atomizing nozzle by means of ap- proved pressure spraying equipment at atmospheric temperatures above 40 F. It shall be of such nature that it will not produce permanent discoloration of concrete surfaces nor react deleteriously with the concrete or its components. Type 1 compound shall contain a fugitive dye that will be distinctly visible not less than 4 hours nor more than 7 days after application. Type 2 compound shall not settle out excessively or cake in the container and shall be capable of being mixed to a uniform consistency by moderate stirring and shall exhibit a daylight reflectance of not less than 60 percent of that of magnesium oxide when tested as indicated. The compound shall produce a firm, continuous, uniform, moisture impermeable film, free from pinholes and shall adhere satis- factorily to the surfaces of damp concrete. When applied to the damp concrete surface at the rate of coverage indicated, the compound shall dry to the touch in not more than 4 hours and shall not be tacky or crack off concrete after 12 hours. It shall adhere to honzontal and vertical surfaces in a tenacious film and shall not run off or show an appreciable sag, disinte- grate, check, peel or crack during the required curing period. Under traffic, the compound shall not pick up or peel and shall gradually disintegrate from the surface. The compound shall be delivered to the job only in the manufacturer's original containers, which shall be clearly labeled with the manufacturer's name, the trade name of the material and a batch number or symbol with which test samples may be correlated. The water retention test shall be in accordance with the following: Percentage loss shall be defined as the water lost after the application of the curing material was applied. The permissible percentage moisture loss (at the rate of coverage specified herein) shall not exceed the following: 24 hours after application 72 hours after application 2 percent 4 percent 409.3 Construction Methods The membrane curing compound shall be applied after the surface finishing has been completed and immediately after the free surface moisture has disappeared. The surface shall be sealed with a single uniform coating of the specified type of curing compound applied at the rate of coverage recommended by the manufacturer and directed by the Engineer, but not less than 1 gallon per 180 square feet of area. The Contractor shall provide satisfactory means and facilities to properly control and check the rate of application of the compound. The compounds shall not be applied before the surface has become dry, but shall be applied just after free moisture has disappeared. The compound shall be thoroughly agitated during its use and shall be applied by means of approved mechanical power pres- sure sprayers for street and bridge applications. The sprayers used to apply the membrane to concrete exposed surfaces shall travel at a uniform speed along the forms and be mechanically driven. The equipment shall be of such design that it will insure uniform and even application of the membrane material. The sprayers shall be equipped with satisfactory atomizing nozzles. On small miscellaneous items or on intrium bridge deck curing the Contractor will be permitted to use hand - powered spray equip- ment. For all spraying equipment, the Contractor shall provide facilities to prevent loss of the compound between the nozzle and the concrete surface during the spraying operations. At locations where the coating shows discontinuities, pinholes or other defects or if rain falls on the newly coated surface before the film has dried sufficiently to resist damage, an additional coat of the compound shall be applied immediately at the same rate of coverage specified herein. To insure proper coverage, the Engineer shall inspect all treated areas after application of the compound for the period of time Page 1 04/17/86 409 designated in the specification for curing, either for membrane curing or for other methods. Dry areas are identifiable because of the lighter color of dry concrete as compared to damp concrete. All suspected areas shall be tested by placing a few drops of water on the suspected areas. If the water stands in rounded beads or small pools which can be blown along the surface of the concrete without wetting the surface, the water impervious film is present. If the water wets the surface of the concrete as deter- mined by obvious darkening of the surface or by visible soaking into the surface, no water - impervious film is present. Should the foregoing test indicate that any area during the curing period is not protected by the required water - impervious film an additional coat or coats of the compound shall be applied immediately and the rate of application of the membrane compound shall be increased until all areas are uniformly covered by the required water- impervious film. The compounds shall not be applied to a dry surface and if the surface of the concrete has become dry, it shall be thoroughly moistened prior to the application of the membrane by fogging or mist application. Sprinkling or coarse spraying will not be allowed. When temperatures are such as to warrant protection against freezing, curing by this method shall be supplemented with an approved insulating material capable of protecting the concrete for the specified curing period. If at any time there is reason to believe that this method of curing is unsatisfactory or is detnmental to the work, the Contractor, when notified, shall immediately cease the use of this method and shall change to cunng by one of the other methods specified under this contract. Curing compounds shall be compatible with the adhesion of toppings or overlays where curing has been applied to the concrete base surface in order to assure adequate bond. When forms are stripped before the 4 minimum curing days have passed, curing shall continue by an approved method. 409.4 Measurement and Payment Membrane curing will not be measured for payment. The work and materials prescribed herein will not be paid for directly, but shall be included in the unit price bid for the item of construction in which these materials are used. End 409 04/17/86 Page 2 Item No. 410 Concrete Structures 410.1 Description This item shall consist of the construction of all types of structures involving the use of structural concrete, except where the requirements are waived or revised by other governing specifications. All concrete structures shall be constructed in accordance with the design requirements and details indicated, in conformity with the pertinent provisions of the items contracted tor, the incidental items referred to and in conformity with the requirements herein. 410.2 Materials - (1) Concrete Concrete shall conform to Item No. 403, "Concrete for Structures". The class of concrete for each type of structure or unit shall be as indicated or by pertinent governing specifications. (2) Expansion Joint Material (a) Preformed Fiber Material Fiber material shall conform to Item No. 408, "Concrete Joint Materials ". (b) Joint Sealing Material Sealants shall conform to Item No. 408, "Concrete Joint Materials ". (c) Asphalt Board Asphalt Board shall conform to Item No. 408, "Concrete Joint Materials ". • (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 indicated. Filler material shall have the following physical properties and shall meet the requirements of ASTM D 1752, Type 1 where applicable: Property - Method Requirements Color - Black Density ASTM D 1752 Type 1 40 PCG Minimum Recovery ASTM D 1752 Type 1 90% Minimum Compression ASTM D 1752 Type 1 50 to 500 psi Extrusion ASTM D 1752 Type 1 0.25 In. Maximum Tensile strength ASTM D 1752 Type 1 20 psi Minimum Elongation 75% Minimum The manufacturer shall furnish the Engineer with certified test results as to the compliance with the above requirements and a 12 inch x 12 inch x 1 inch sample from the shipment for approval. (3) Waterstop Unless otherwise indicated, copper waterstop shall be 16 ounce material conforming to Item No. 720, "Metal for Structures ". Rubber waterstops or Polyvinyl Chloride (PVC) waterstops shall conform to Item No. 438, "Elastomeric Materials ". ' (4) Curing Materials Curing materials shall conform to Item No. 409, "Membrane Curing ", except curing of bridge decks and the top of direct traffic culverts shall be cured with Type I (Resin Base) curing compound only. (5) Admixtures Retarding, water reducing and air entraining agents shall conform to Item No. 405, "Concrete Admixtures ". Page 1 04/17/86 410 (6) City of Austin Survey Monuments The Public Works Department shall furnish permanent survey monuments to be cast in concrete as indicated or as directed by the Engineer. 410.3 General Requirements Before starting work, the Contractor shall inform the Engineer fully of the construction methods he proposes to use, the ade- quacy of which shall be subject to the review by the Engineer. Plans for forms and falsework for piers and superstructure spans over 20 feet long and for all widening details shall be submitted to the Engineer for review, if requested. Similar plans shall be submitted for other units of the structure, if requested by the Engineer. The plans shall be prepared on standard 22 inch by 36 inch sheets and shall show all essential details of the proposed forms, falsework and bracing to permit a structural analysis. Four sets of such plans will be required. Concurrence on the part of the Engineer in any proposed construction methods, approval of equipment or of form and falsework plans does not relieve the Contractor of the responsibility for the safety or correctness of his methods and adequacy of his equipment or from carrying out the work in full accordance with the contract. Unless otherwise indicated, the requirements in the succeeding paragraphs shall govem the time sequence in which construc- tion operations may be carried on and for the opening of completed structures to traffic: Superstructure members, forms, falsework or erection equipment shall not be placed on the substructure before the con- crete therein has attained a 500 pal flexural strength. Storage of materials on completed portions of a structure will not be permitted until all curing requirements for those partic- ular portions have been met. No forms shall be erected on concrete footings supported by piling or drilled shafts until the concrete therein has attained a minimum flexural strength of 400 psi. Such work may begin on spread footings alter the concrete therein has aged at least 2 curing days. Concrete may be placed as soon as the forms and reinforcing steel are approved. The support of tie beam and /or forms by falsework placed on previously placed lie beams is permissible provided such beams have attained 500 psi flexural strength, curing requirements are completed and the beams are properly supported to eliminate stresses not provided for in the design. Bridges and direct traffic culverts shall not be opened to construction traffic or to the traveling public until authorized by the Engineer in accordance with the following: Authorization may be given after the last slab concrete has been in place at least 14 days for light construction traffic not to exceed a 3 /a ton vehicle. Authorization to pace embankments to allow normal construction traffic and when necessary to the traveling public, may be given atter the last slab concrete has been in place 30 days or when the minimum compressive strength (Ic) has reached the 28 day strength conforming to Item No. 403, "Concrete for Structures" or as indicated. 410.4 Drains Weep holes and roadway drains shall be installed and constructed as indicated. 410.5 Expansion Joints Joints and devices to provide for expansion and contraction shall be constructed where and as Indicated. The bearing area under the expansion ends of concrete slabs and slab and girder spans shall be given a steel trowel finish and finished to the exact grades required. The material used to separate expansion surfaces shall be as indicated and placed so that concrete or mortar cannot be subsequently worked around or under it. Concrete adjacent to armor joints and finger joints shall be placed carefully to avoid defective anchorage and porous or hon- eycombed concrete in such areas. All open joints and joints to be filled with expansion joint material shall be constructed using forms adaptable to locsening or early removal. To avoid expansion or contraction damage to the adjacent concrete, these forms shall be loosened as soon as possible after final concrete set to permit free movement of the span without requiring full form removal. Preformed fiber joint material or other material indicated shall be used in the vertical joints of the roadway slab. curb, median or sidewalk. The top 1 inch thereof shall be filled with joint sealing material, as specified herein. When different material is indicated it shall be used. 410 04/17/86 Page 2 Prior to placing the sealing material, the vertical faces of the joint shall be cleaned of all laitance by sandblasting or bymechan- ical routing. Cracked or spelled edges shall be repaired. The joint shall be blown clean of all foreign material and sealed. Where preformed fiber joint material is used, it shall be anchored to the concrete on one side of the joint by light wire or nails to prevent the material from falling out. - Finished joints shall conform to the plan details with the concrete sections completely separated by the specified opening or joint material. Soon after form removal and again where necessary atter surface finishing, all projecting concrete shall be removed along ex- posed edges to secure full effectiveness of the expansion joints. 410.6 Construction Joints The joint formed by placing plastic concrete in direct contact with concrete that has attained its initial set shall be deemed a construction joint. The term monolithic placement shall be Interpreted to mean that the manner and sequence of concrete placing shall not create construction Joints. - Construction joints shall be of the type and at the locations indicated. Additional joints will not be permitted without written autho- rization from the Engineer and when authorized, shall have details equivalent to those indicated for joints in similar locations. Unless otherwise provided, construction joints shall be square and normal to the forms. Bulkheads shall be provided in the forms for all joints, except when horizontal. All vertical construction joints shall be chamfered. All horizontal construction joints shall be routed or grooved. Construction joints requiring the use of joint sealing material shall be as indicated or as directed by the Engineer. The material will be indicated on the plans without reference to joint type. A concrete placement terminating at a horizontal construction joint shall have the top surface roughened thoroughly as soon as practicable after initial set is attained. The surfaces at bulkheads shall be roughened as soon as the forms are removed. The hardened concrete surface shall be thoroughly cleaned of all loose material, laitance, dirt or foreign matter and saturated with water so it is moist when placing fresh concrete against it. Forms shall be drawn tight against the existing concrete and the joint surface flushed with grout just prior to placing the fresh concrete. 410.7 Foundation - Excavation for foundations shall conform to Item No. 401, "Structural Excavation and Backfill". Concrete for foundation seals, unless otherwise indicated, shall be Class E Concrete and placed in accordance with the require- ments herein. The top of the completed seal shall not vary from plan grade or the grade established by the Engineer. Where a concrete seal is indicated, the design will be based on the normal water elevation as indicated. If the foundation con- crete can be placed in the dry at the time of construction, the seal will not be required. If additional seal is necessary for the conditions existing during the time of construction, its thickness shall be increased as deemed necessary by the Contractor and at his expense. If the conditions existing at the time of construction require a seal for placing the foundation concrete in the dry and none is indicated, the Contractor shall place an adequate seal at his expense. The seal shall be allowed to set for at least 36 hours before the caisson or cofferdam is dewatered, alter which the top of the seal shall be cleaned of all laitance or other soft material and all high spots exceeding the above limitation shall be cut off and removed. 410.8 Falsework The Contractor is totally responsible for all falsework. He shall design and construct to safely carry the maximum anticipated loads and to provide the necessary rigidity. Details of falsework construction shall be subject to review by the Engineer. but Engineer's review shall in no way relieve the Contractor of responsibility of the adequacy and safety of the lalsework design. All timber used in falsework centering shall be sound, in good condition and free from defects which will impair its strength. When wedges are used to adjust falsework to desired elevations, they shall be used in pairs to insure even bearing. Sills or grillages shall be large enough to support the superimposed load without settlement and unless founded on solid rock, shale or other hard materials, precautions shall be taken to prevent yielding of the supporting material. Falsework which cannot be founded on a satisfactory spread footing shall be placed on piling driven to a bearing capacity suffi- cient to support the superimposed load without settlement. The safe bearing capacity of piling shall be determined by test loads or by such other methods that may be required or acceptable to the Engineer. Page 3 04/17/86 410 In general, each falsework bent shall be capped transversely by a member of proper size. A short cap section forming a T -head may be substituted to permit the removal of portions of the forms without disturbing the falsework. Caps shall be securely fas- tened to each pile or column in the bent and set at the proper elevation to produce, in conjunction with the use of approved wedges or jacks, permanent camber indicated, plus a construction camber covering allowance for deformation of the forms and falsework. The use of wedges to compensate for incorrectly cut bearing surfaces will not be permitted. Each falsework bent shall be securely braced to provide the stiffness required with the bracing securely fastened to each pile or column it crosses. In setting falsework for arches, allowances shall be made for settlement of falsework, deflection of the arch and permanent camber. Provision shall be made by suitable wedges, sand jacks or other acceptable devices for the controlled lowering of falsework when the arch is swung. Falsework may be required to be placed on jacks to provide for settlement correction during concrete placement. When the falsework is no longer required, it shall be removed. Falsework piling shall be pulled or cut off not less than 6 inches below finished ground level. Falsework and piling in a stream, lake or bay shall be completely removed to a point specified by the Engineer to prevent any obstruction to the waterway. 410.9 Forms Forms for precast prestressed concrete members and for prestressed piling shall be constructed in accordance with Item No. 425. "Prestressed Concrete Structures ". - (1) General Except where otherwise indicated, forms may be of either timber or metal. Forms for round columns exposed to view shall be of steel, except that other materials will be allowed with written permission of the Engineer. Forming plans shall be submitted for approval. Forms shall be designed for the pressure exerted by a liquid weighing 150 pounds per cubic foot. The rate of placing the concrete shall be taken into consideration in determining the depth of the equivalent liquid. For job fabricated forms an additional live load of 50 pounds per square foot shall be allowed on horizontal surfaces. The maximum unit stresses shall not exceed 125 percent of the allowable stresses used by the City of Austin for the design of structures. Commercially produced structural units used in form work shall not exceed the manufacturers maximum allowable working load for moment, shear or end reaction. The maximum working load shall include a live load of 35 pounds per square loot of horizontal form surface and sufficient details and data shall be submitted for use in checking form work details for approval. Forms shall be practically mortar - tight, rigidly braced and strong enough to prevent bulging between supports and maintained to the proper line and grade during concrete placement. Forms shall be maintained in a manner that will prevent warping and shrinkage. Deflections due to cast -in -place slab concrete and railing shown in the dead load deflection diagram shall be taken into account in the setting of slab forms. All forms and footing areas shall be cleaned of any extraneous matter before placing concrete. Permission to place concrete will not be given until all of such work is complete to the satisfaction of the Engineer. If. at any stage of the work, the forms show signs of bulging or sagging, the portion of the concrete causing such condition shall be removed immediately, if necessary and the forms shall be reset and securely braced against fur- ther movement. (2) Timber Forms Lumber for forms shall be properly seasoned of good quality and free from imperfections which would affect its strength or impair the finished surface of the concrete. The lumber used for facing or sheathing shall se finished on at least 1 side and 2 edges and shall be sized to uniform thickness. Form lining will be required for all formed surfaces except for the inside of culvert barrels, inlets, manholes and box girders, the bottom of bridge decks between beams or girders, surfaces that are subsequently covered by backfill material or are completely enclosed and any surface formed by a single finished board. Lining will not be required when plywood forms are used. Form lining shall be of an approved type such as masonite or plywood. Thin membrane sheeting such as poly- ethylene sheets shall not be used for form lining. 410 04/17/86 Page 4 Forms may be constructed of plywood not less than i inch in thickness, with no form lining required. The grain of the face plies on plywood forms shall be placed parallel to the span between the supporting studs or joists. Plywood used for forming surfaces which remain exposed shall be equal to that specified as B -B Plyform Class I or Class II Exterior of the U.S. Department of Commerce, National Bureau of Standards, U.S. Product Standard, latest edition. Forms or form lumber to be reused shall be maintained clean and in good condition. Any lumber which is split, warped, bulged, marred or has detects that will produce inferior work shall not be used and it condemned, shall be promptly removed from the work. Studs and joists shall be spaced so that the facing form material remains in true alignment under the Imposed loads. Wales shall be spaced close enough to hold forms securely to the designated lines and scabbed at least 4 feet on each side of joints 10 provide continuity. A row of wales shall be placed near the bottom of each placement. Facing material shall be placed with parallel and square joints and securely fastened to supporting studs. Forms for surfaces receiving only an ordinary finish and exposed to view shall be placed with the form panels sym- metrical, i.e., long dimensions set in the same direction. Horizontal joints shall be continuous. Molding specified for chamfer strips or other uses shall be made of materials of a grade that will not split when nailed and which can be maintained to a true line without warping. Wood molding shall be mill cut and dressed on all faces Unless otherwise indicated, forms shall be filleted at all sharp corners and edges with triangular chamfer strips mea- suring'/4 inch on the sides. Forms for railings and ornamental work shall be constructed to standards equivalent to first class millwork. All mold- ings, panel work and bevel strips shall be straight and true with neatly mitered joints designed so the finish work is true, sharp and clean cut. All forms shall be constructed to permit their removal without marring or damaging the concrete. The forms may be given a slight draft to permit ease of removal. Metal form ties of an approved type or a satisfactory substitute shall be used to hold forms in place and shall be of a type that permits ease of removal of the metal as hereinafter specified. All metal appliances used inside of forms for alignment purposes shall be removed to a depth of at least 1 inch from the concrete surface. They shall be made so the metal may be removed without undue chipping or spatting and when removed, shall leave a smooth opening in the concrete surface. Burning off of rods, bolts or ties will not be permitted. Any wire ties used shall be cut back at least i inch from the face of the concrete and properly patched. Devices holding metal ties in place shall be capable of developing the strength of the tie and adjustable to allow for proper alignment. Metal and wooden spreaders which are separate from the forms shall be removed entirely as the concrete is being placed. - Adequate clean -out openings shall be provided for narrow walls and other locations where access to the bottom of the forms is not readily attainable. Prior to placing concrete, the facing of all forms shall be treated with oil or other bond breaking coating of such composition that it will not discolor or otherwise injuriously affect the concrete surface. Care shall be exercised to prevent coating of the reinforcing steel. (3) Metal Forms The foregoing requirements for timber forms as regards design„ mortar - tightness, filleted corners, beveled projec- tions, bracing, alignment, removal, reuse and welting shall also apply to metal forms, except that these will not re- quire lining, unless specifically indicated. The thickness of form metal shall be as required to maintain the true shape without warping or bulging. All bolt and rivet heads on the facing sides shall be countersunk. Clamps, pins or other connecting devices shall be designed to hold the forms rigidly together and to allow removal without injury to the concrete. Metal forms which do not present a smooth surface or line up properly shall not be used. Metal shall be kept free from rust, grease or other foreign materials. (4) Form Supports for Overhang Slabs Form supports which transmit a horizontal force to a steel girder or beam or to a prestressed concrete beam will be Page 5 04'17;86 410 permitted, but shall not be used unless a structural analysis has been made of the affect on the girder or beam and approval is granted by the Engineer. When overhang brackets are used on prestressed concrete beams, the following shall apply: (a) In normal spans or in spans skewed not more than 15 degrees, overhang brackets may be used to , support standard slab overhangs of widths not exceeding 3 feet, 1 1 /2 inches without additional support or bracing, when Type A, B, C and Type IV beams are used. When the 15 degree skew angle is exceeded, - additional support shall be provided by welding No. 5 reinforcing bars to the stirrups of the exterior beam and adjacent interior beam. Such bars shall be approximately 1 inches above the bottom of the slab and spaced not more than 5 feet, center to center. (b) In normal or skewed spans with standard overhangs not exceeding 3 feet, 11/2 inches, additional support shall be provided using No. 5 bars as specified above and in addition, braces or struts, equivalent in size to a 4 inch x 4 inch timber, shall be wedged between the bottom flanges of the exterior and adjacent interior beam and spaced not more than 15 feet between struts or struts and permanent diaframs, when SDHPT Size 48 inch through 72 inch beams are used. (c) Spans in which the overhang width exceeds 3 feet, 11/2 inches will require additional support for the outside beams to resist torsion. Details of the Contractor's proposed method of providing additional sup- port shall be included with the slab forming plans submitted to the Engineer for review and approval. (d) To counteract torsion effects, diafram concrete shall be placed and cured and the diafram bars tightened prior to slab placing. - Holes in steel members for support of overhang brackets may be punched or drilled full size or may be torch cut to 1/2 inch under size and reamed full size. In no case shall the holes be burned full size. The hole shall be left open unless indicated to be filled with a button head bolt. They shall never be filled by welding. 410.10 Placing Reinforcement Reinforcement in concrete structures shall be placed carefully and accurately and rigidly supported as provided in Item No. 406. "Reinforcing Steel ". Reinforcing steel supports shall not be welded to I -beams or girders or stirrups of prestressed concrete beams. 410.11 Placing Concrete, General The minimum temperature of all concrete at the time of placement shall not be less than 50 F. The maximum temperature of any concrete, unless otherwise Indicated, shall not exceed 95 F when placed. The maximum temperature of cast -in -place concrete in bridge superstructures, diaframs, parapets, concrete portions of railing, curbs and sidewalks and direct traffic box culverts shall not exceed 85 F when placed. Other portions of structures, when indicated, shall require the temperature control specified. For continuous placement of the deck on continuous steel units, the initial set of the concrete shall be retarded sufficiently to insure that it remains plastic in not less Than 3 spans immediately preceding the one being placed. For simple spans, retardation shall be required only if necessary to complete finishing operations. The consistency of the concrete as placed should allow the completion of all finishing operations without the addition of water to the surface. When conditions are such that additional moisture is needed for finishing, the required water shall be applied to the surface by fog spray only and shall be held to a minimum amount. Fog spray for this purpose may be applied with hand operated fogging equipment. The height of free tall of concrete shall be limited to 3 — 4 feet to prevent segregation The maximum time interval between the addition of cement to the batch and the placing of concrete in the forms shall not exceed the following: 410 04/17/86 Page 6 Air or Concrete Temperature whichever is higher 35 F to 79 F Over 80 F 90 F or above 75 F to 89 F 35 F to 74 F Nonagitated Concrete Agitated Concrete Maximum Time 30 minutes 15 minutes 45 minutes 60 minutes 90 minutes The use of an approved retarding agent in the concrete will permit the extension of each of the above temperature -time maxi- mums by 30 minutes for bridge decks, top slabs of direct traffic culverts and cased drilled shafts and 1 hour for all other concrete except that the maximum time shall not exceed 30 minutes for nonagitated concrete. From the time of initial strikeoff until final finish is completed and required interim curing is in place, the unformed surfaces of slab concrete in bridge decks and top slab of direct traffic culverts and concrete slabs, shall be kept damp, not wet, to offset the effects of rapid evaporation of mixing water from the concrete due to wind, temperature, low humidity or combinations thereof. Fogging equipment capable of applying water in the form of a fine fog mist, not a spray, will be required. Fogging will be applied at the times and in the manner directed by the Engineer. Fogging equipment may be either water pumped under high pressure or a combination of air and water, either system in com- bination with a proper atomizing nozzle. The equipment shall be sufficiently portable for use in the direction of any prevailing winds. The equipment shall be adapted for intermittent use to prevent excessive wetting of the surfaces. Upon completion of the final finish, interim curing will be required for slab concrete in bridge decks and top slabs of direct traffic culverts as follows: (1) Required water curing shall begin as soon as it can be done without damaging the concrete finish. (2) Unless otherwise indicated, Type 1 membrane curing compound (Resin Base Only) shall be applied to the slab surface. The Contractor shall give the Engineer sufficient advance notice before placing concrete in any unit of the structure to permit the review of forms, reinforcing steel placement and other preparations. Concrete shall not be placed in any unit prior to the comple- tion of form work and placement of reinforcement therein. Concrete mixing, placing and finishing shall be done in daylight hours, unless adequate provisions are made to light the entire placement site. Concrete placement will not be permitted when impending weather conditions will impair the quality of the finished work. If rainfall should occur after placing operations are started, the Contractor shall provide ample covering to protect the work. If conditions of wind, humidity and temperature are such that concrete cannot be placed without cracking, concrete placement shall be done in the early morning or at night. The sequence for placing concrete shall be as indicated or as required herein. The placing shall be regulated so the pressures caused by the plastic concrete shall not exceed the loads used in the form design The method of handling, placing and consolidation of concrete shall minimize segregation and displacement of the reinforce- ment and produce a uniformly dense and compact mass. Concrete shall not have a free fall of more than 4 feet, except in the case of thin wall sections. Any hardened concrete spatter ahead of the plastic concrete shall be removed. The method and equipment used to transport concrete to the forms shall be capable of maintaining the rate of placement. Con- crete may be transported by buckets, chutes, buggies, belt conveyors, pumps or other acceptable methods. When belt conveyors or pumps are used, sampling for testing will be done at the discharge end. Concrete transported by con- veyors shall be protected from sun and wind, if necessary, to prevent loss of slump and workability. Pipes through which concrete is pumped shall be shaded and /or wrapped with wet burlap, if necessary, to prevent loss of slump and workability. Concrete shall not be transported through aluminum pipes, tubes or other aluminum equipment. The coarse aggregate content of the concrete shall be within the limits specified in Item No. 403. "Concrete for Structures ". Chutes, troughs, conveyors or pipes shall be arranged and used so that the concrete ingredients will not be separated. When steep slopes are necessary, the chutes shall be equipped with baffle boards or made in short lengths Chet reverse the direction of movement or the chute ends shall terminate in vertical down- spouts. Open troughs and chutes shall extend, if necessary. down inside the forms or through holes left in them. All transporting equipment shall be kept clean and free from hardened concrete coatings. Water used for cleaning shall be discharged clear of the concrete. i Each part of the forms shall be filled by depositing concrete as near its final position as possible. The coarse aggregate shall be worked back from the face and the concrete forced under and around the reinforcement bars without displacing them. Depositing large quantities at one point and running or working it along the forms will not be allowed. Concrete shall be deposited in the forms in layers of suitable depth but not more than 36 inches in thickness, unless otherwise directed by the Engineer. The sequence of successive layers or adjacent portions of concrete shall be such that they can be vibrated into a homogeneous mass with the previously placed concrete without a cold joint. Not more than 1 hour shall elapse between adjacent or successive placements of concrete. Unauthorized construction joints shall be avoided by placing all concrete between the authorized joints in one continuous operation. Page 7 04/17;86 410 An approved retarding agent shall be used to control stress cracks and/or authorized cold joints in mass placements where differential settlement and /or setting time may induce stress cracking, such as on false work, in deep girder stems, etc. Openings in forms shall be provided, if needed, for the removal of laitance or foreign matter of any kind. All forms shall be wetted thoroughly before the concrete is placed therein. All concrete shall be well consolidated and the mortar flushed to the form surfaces by continuous working with immersion type vibrators. Vibrators which operate by attachment to forms or reinforcement will not be permitted, except on steel forms. At least 1 standby vibrator shall be provided for emergency use in addition to the ones required for placement. For lightweight concrete. vibrators of the high frequency type which produce a minimum of 7000 impulses per minute will be required. The concrete shall be vibrated immediately after deposition. Prior to the beginning of work, a systematic spacing of the points of vibration shall be established to insure complete consolidation and thorough working of the concrete around the reinforcement, embedded fixtures and into the comers and angles of the forms. Immersion type vibrators shall be inserted vertically, at points 18 to 30 inches apart and slowly withdrawn. The vibrator may be inserted in a sloping or horizontal position in shallow slabs. The entire depth of each lift shall be vibrated. allowing the vibrator to penetrate several inches into the preceding lift. Concrete along construction joints shall be thoroughly consolidated by operating the vibrator along and close to but not against the joint surface. The vibration shall continue until thorough consolidation and complete embedment of reinforcement and fixtures is produced, but not long enough to cause segregation. Vibration may be supplemented by hand spading or rodding, if necessary, to Insure the flushing of mortar to the surface of all forms. Holes for anchor bolls in piers, abutments, bents or pedestals may be drilled or formed by the insertion of oiled wooden plugs or metal sleeves in the plastic concrete. Formed holes shall be large enough to permit horizontal adjustments of the bolts. The bolts shall be carefully set in mortar. In lieu of the above, anchor bolts may be set to exact locations when the concrete is placed. Slab concrete shall be mixed in a plant located off the structure. Carting or wheeling concrete batches over completed slabs will not be permitted until they have aged at least 4 full curing days or timber planking, placed on top of the slab for the carts to traverse along . Carts shall be equipped with pneumatic tires. Curing operations shall not be interrupted for the purpose of wheel- ing concrete over finished slabs. Exposed concrete surfaces, while still plastic, shall be stamped with an impression having the Contractor's name. the month and year. The stamp shall be of an approved design. Atter concrete has taken its initial set, to prevent damage to the concrete at least 1 curing day shall elapse before placing strain on projecting reinforcement. The storing of reinforcing or structural steel on completed roadway slabs generally shall be avoided and when permitted. shall be limited to quantities and distribution that will not induce excessive stresses. 410.12 Placing Concrete in Cold Weather (1) General The Contractor is responsible for the protection of concrete placed under any and all weather conditions and is responsible for producing concrete equal in quality to that placed under normal conditions. Should concrete placed under adverse weather conditions prove unsatisfactory, it shall be removed and replaced. (2) Cast -in -Place Concrete Concrete may be placed when the atmospheric temperature is not less than 35 F. Concrete shall not be placed in contact with any material coated with frost or having a temperature less than 32 F. Aggregates shall be free from ice, frost and frozen lumps. When required. in order to produce the minimum specified concrete temperature, the aggregate and /or the water shall be heated uniformly, in accordance with the following: The water temperature shall not exceed 180 F and /or the aggregate temperature shall not exceed 150 F. The heating apparatus shall heat the mass of aggregate uniformly. The temperature of the mixture of aggregates and water shall be between 50 F and 85 F before introduction of the cement. All concrete shall be effectively protected as follows: (a) The temperature of slab concrete of all unformed surfaces shall be maintained at 50 F or abo re for a period of 72 hours from time of placement and above 40 F for an additional 72 hours. 410 04'17/86 Page 8 (b) The temperature at the surface of all concrete in bents, piers, culvert walls, retaining walls, pa wingwalls, bottom of slabs and other similar forms shall be maintained at 40 F or above for a period of 72 hours from time of placement. (c) The temperature of all concrete, including the bottom slabs of culverts placed on or in the ground, shall be maintained above 32 F for a period of 72 hours from time of placement. Protection shall consist of providing additional covering, insulated forms or other means and if necessary, supple- menting such covering with artificial heating. Curing shall be provided during this period until all requirements for curing have been satisfied. ••.M 'WG.. ,�.r When impending weather conditions indicate the possibility of the need for such temperature protection, all neces- sary heating and covering material shall be on hand ready for use before permission is granted to begin placement. Sufficient extra test specimens will be made and cured with the placement to ascertain the condition of the concrete as placed prior to form removal and acceptance. (3) Precast Concrete A fabricating plant for precast products which has adequate protection from cold weather in the form of permanent or portable framework and covering, which protects the concrete when placed in the forms and is equipped with ap- proved steam curing facilities may place concrete under any low temperature conditions provided: (a) The framework and covering are placed and heat is provided for the concrete and the forms within 1 hour after the concrete is placed. This shall not be construed to be 1 hour after the last concrete is placed, but that no concrete shall remain unprotected longer than 1 hour. (b) Steam heat shall keep the air surrounding the concrete between 50 F and 85 F for a minimum of 3 hours prior to beginning the temperature rise which is required for steam curing. 410.13 Placing Concrete in Hot Weather When the temperature of the air is above 85 F, an approved retarding agent will be required in ail exposed concrete, concrete used in superstructures, top slabs of direct traffic culverts and all cased dniled shafts regardless of temperatures. The maximum temperature of all concrete, unless otherwise indicated shall not exceed 95 F. 410.14 Placing Concrete In Water - Concrete shall be deposited in water only when indicated or with written permission of the Engineer. The forms, cofferdams or caissons shall be sufficiently tight to prevent any water current passing through the space in which the concrete is being depos- ited. Pumping will not be permitted during the concrete placing nor until nl has set for at least 36 hours. The concrete shall be placed with a tremie, closed bottom -dump bucket or other approved method and shall not be permitted to fall freely through the water nor shall It be disturbed after it has been placed. Its surface shall be kept approximately level during placement. The tremie shall consist of a water - tight tube 14 inches or less in diameter. It shall be constructed so that the bottom can be sealed and opened after it is in place and fully charged with concrete. It shall be supported so that it can be easily moved horizon- tally to cover all the work area and vertically to control the concrete flow. Bottom -dump buckets used for underwater placing shall have a capacity of not less than '/z cubic yard. It shall be lowered gradu- ally and carefully until it rests upon the concrete already placed and raised very slowly during the upward travel: the intent being to maintain still water at the point of discharge and to avoid agitating the mixture. The placing operations shall be continuous until the work is complete. Unless otherwise indicated, all concrete placed under water shall be Class E. 410.15 Placing Concrete in Superstructure Unless otherwise indicated, simple span roadway slabs shall be placed without transverse construction joints by using a longitu- dinal screed or a self propelled transverse finishing machine. The screed shall be adequately supported on a header or rail system sufficiently stable to withstand the longitudinal or lateral thrust of the equipment. Unless otherwise indicated, temporary intermediate headers will be permitted for placements exceeding 50 feet in length for the longitudinal screed, provided the rate of placement is rapid enough to prevent a cold joint and these headers are designed for early removal to permit satisfactory consol- idation and finish of the concrete at their locations. Unless otherwise indicated, slabs on continuous units shall be placed in one continuous operation without transverse construc- tion joints using a longitudinal screed or a self propelled transverse finishing machine. Rails for transverse finishing machines supported from the beams or girders shall be installed so they may be removed without damage to the slab. Bond between removable supports and the concrete shall be prevented in a manner acceptable to the Engineer. Rail support parts which re- main embedded in the slab shall not project above the upper mat of reinforcing steel. Rail or screed supports attached to I -beams or girders shall be subject to "General Requirements" stated above. Page9 04/17,86 410 For continuous placements of slab on steel or prestressed members, continuous slab and girder units or continuous slab spans, the Contractor shall submit his rate of placement schedule. For simple span units, a minimum rate of placement for a particular unit may be indicated. If not so indicated, the Contractor shall satisfy the Engineer that the equipment furnished is capable of placing, finishing and curing the slab at an acceptable rate to insure compliance with the specifications. The profile gradeline may require adjustment, due to variation in beam camber and other factors, to obtain the required over over the stab reinforcement. Beams shall be set in a sufficient number of spans so that when adjustment is necessary the profile gradeline can be adjusted over suitable increments so that the revised gradeline will produce a smooth riding surface. One or more passes shall be made with the screed over the bridge deck segment pnor to the placement of concrete thereon to insure proper operation and maintenance of grades and clearances. Slab concrete shall be deposited between the exterior beam and the adjacent beam prior to placing concrete in the overhang portion of the slab. For transverse slab finishing, concrete shall be placed in transverse strips, proceeding from the lowest end of the placement. For longitudinal screeding, concrete shall be placed in longitudinal strips starting at a point in the center of the segment adjacent to one side, except as provided herein and the strip completed by placing uniformly in both directions toward the ends except that for spans on a grade of 1.5 percent or more, placing shall start at the lowest end. The width of strips shall be such that the concrete therein will remain plastic until the adjacent strip is placed. Where monolithic curb construction is specified, the con- crete shall be placed therein in proper sequence to be monolithic with the adjacent longitudinal strips of the slabs. Forms for the bottom surface of concrete slabs, girders and overhangs shall be maintained true to the required vertical alignment during concrete placing. An approved system of checking shall be used to detect any vertical movement of the forms or lalsework. Unless otherwise indicated, girders, slab and curbs of deck girder spans shall be placed monolithically. The girder stems shall be filled first and the slab concrete placed within the time limits specified in "Placing Concrete, General" above. Construction joints when permitted for slab placements on steel and prestressed concrete beams shall be as indicated. Where plans permit segmental placing, without specifying a particular order of placement. any logical placing sequence which will not result in the overstressing of any of the supporting members will be permitted subject to the approval of the Engineer. Any lalsework under steel girder or truss spans shall be released and the spans swung free on their permanent supports before placing any slab concrete thereon. When the curb forms are filled, the top of curb and sidewalk section shall be brought to the correct camber and alignment and finished as described in "Treatment and Finishing of Horizontal Surfaces Except Roadway Slabs" and "Ordinary Surface Finish ", below The slab shall be finished as specified in "Finish of Roadway Slabs" below. When the slab is to receive an additional wearing surface or level -up (widening), it shall be given a reasonable smooth float or screed finish. 410.16 Placing Concrete in Concrete Arches Concrete shall be placed in arch rings so the loading is kept symmetrical on the lalsework. The arch rings and ribs shall be placed in one continuous operation unless otherwise indicated or permitted by the Engineer. The spandrel walls or columns and the beams shall not be placed until the arch is swung. Floor slab, railing, parapet walls, etc., shall not be placed until all spandrels are complete. Slab placement shall be symmetrical about the transverse centerline so the loading of the arch is kept approxi- mately symmetrical. The placing sequence shall be as indicated. 410.17 Placing Concrete in Box Culverts In general, construction joints will be permitted only where indicated. Where the top slab and walls are placed monolithically in culverts more than 4 feel in clear height, an interval of not less than 1 ' nor more than 2 hours shall elapse before placing the top slab to allow for shrinkage in the concrete wall. The base slab shall be trowel finished accurately at the proper time to provide a smooth uniform surface. Top slabs which carry traffic shall be finished as specified for roadway slabs in "Finish of Roadway Slabs," below. Top slabs of fill type culverts shall be given a reasonably smooth float finish. 410.18 Placing Concrete in Foundations and Substructure Concrete shall not be placed in footings until the depth and character of the foundation has been inspected by the Engineer and permission has been given to proceed. 410 04/17/86 Page 10 Placing of concrete footings upon seal courses will be permitted after the caissons or cofferdams are free from water and the seal course cleaned. Any necessary pumping or bailing during the concrete placement shall be done from a suitable sump located outside the forms. All temporary wales or braces inside cofferdams or caissons shall be constructed or adjusted as the work proceeds to prevent unauthorized construction joints in footings or shafts. v r When footings can be placed in a dry excavation without the use of cofferdams or caissons, forms may be omitted if desired by the Contractor and approved by the Engineer and the entire excavation filled with concrete to the elevation of the top of tooting in which case measurement for payment will be based on the footing dimensions indicated. Concrete in columns shall be placed monolithically unless otherwise indicated. Columns and caps and/or tie beams supported thereon may be placed in the same operation. To allow for shrinkage of the column concrete, it shall be placed to the lower level of the cap or tie beam and placement delayed for not less than 1 hour nor more than 2 before proceeding. 410.19 Treatment and Finishing of Horizontal Surfaces Except Roadway Slabs All unformed upper surfaces shall be struck off to grade and finished. The use of mortar topping for surfaces under this classifica- tion will not be permitted. After the concrete has been struck off, the surface shall be floated with a suitable float. Bridge sidewalks shall be given a wood float or broom finish or may be striped with a brush as specified by the Engineer. The tops of caps and piers between bearing areas shall be sloped slightly from the center toward the edge and the tops of abutments and transition bents sloped from the backwall to the edge, as directed by the Engineer, so that water will drain from the surface and shall be given a smooth trowel finish. When indicated, the coating of caps and piers shall be done using Type x epoxy material. Unless otherwise indicated, the color shall be concrete gray. Bearing areas for steel units shall be constructed in such a manner to have a full and even beanng upon the concrete When the concrete is placed below grade, bearing areas may be raised to grade on beds of Portland Cement mortar consisting of 1 part cement, 2 parts sand and a minimum amount of water. Bearing seat buildups or pedestals for concrete units may be cast integrally with the cap or with a construction joint as follows: The construction joint area under the bearing shall have the surface roughened thoroughly as soon as practical after initial set is obtained. The bearing seat buildups shall be placed using a latex based grout or an epoxy grout, mixed in ac- cordance with the manufacturer's recommendation. Pedestals shall be placed using Class C concrete, reinforced as indicated. Bearing areas under elastomeric pads shall be given a slightly textured wood float finish. 410.20 Finish of Roadway Slabs w In all roadway slab finishing operations, camber for specified vertical curvature and transverse slopes shall be provided. For concrete slab or concrete girder spans cast in place on falsework, an additional amount of camber shall be provided to offset the initial and final deflections of the span. The additional amount of camber shall be determined from the dead load deflection diagram indicated. When dead load deflection is not indicated, the additional amount of camber shall be '/8 inch per 10 foot of span length but not to exceed' inch. For pan girder spans the additional camber for initial and final deflections shall be approxi- mately' inch for 30 foot spans and 44 inch for 40 foot spans. Roadway slabs supported on prestressed concrete beams, steel beams or girders shall receive no additional camber, except that for slabs without vertical curvature, the longitudinal camber shall be approximately' /. inch. Work bridges or other suitable facilities shall be provided from which to perform all finishing operations and check measurements for slab thickness and reinforcement cover. As soon as the concrete has been placed and vibrated in a section of sufficient width to permit working, the surface shall be struck off, leveled and screeded, carrying a slight excess of concrete ahead of the screed to insure filling of all low spots. The screed shall be designed rigid enough to hold true to shape and shall have sufficient adjustments to provide for the required camber. A vibrating screed shall be used in all slabs more than 20 feet in width. A vibrating screed may be used if heavy enough to prevent undue distortion. The screeds shall be provided with a metal edge. Longitudinal screeds shall be moved across the concrete with a sawlike motion while their ends rest on headers or templates set true to the roadway grade or on the adjacent finished slab. The surface of the concrete shall be screed a sufficient number of times and at such intervals to produce a uniform surface, true to grade and free of voids. If necessary, the screed surface shall be worked to a smooth finish with a long handled wood or metal float of the proper size or hand floated from bridges over the slab. Page 11 04/17/86 - 410 The Contractor shall perform sufficient checks with a long handled 10 foot straightedge on the plastic concrete to insure that the final surface will be within the tolerances specified below. The check shall be made with the straightedge parallel to and perpen- dicular to the centerline. Each pass thereof shall lap half of the preceding pass. All high spots shall be removed and all depres- sions over /,6 inch in depth shall be filled with fresh concrete and floated. The checking and floating shall be continued until the surface is true to grade and free of depressions, high spots, voids or rough spots. Rail support holes shall be filled with concrete and finished to match the top of the slab. A broom finish shall be applied with longitudinal screeding. A broom or burlap drag finish shall be applied with transverse screeding. Unless otherwise indicated, the burlap drag shall consist of 4 or more layers of 10 ounce burlap fabric, free of seams, dirt or hardened concrete; it shall be kept wet when in use and it shall be drawn over the surface in as many passes as required to produce the desired texture depth. Broom finishes shall be applied with stiff bristled brooms. The Contractor shall have on hand at all times brooms for the purpose of providing the desired texture depth when surface conditions are such that the burlap drag will not provide R. Upon completion of the floating and/or straightedging and before the disappearance of the moisture sheen, the surface shall be given a broom or burlap drag finish. The grooves of these finishes shall be parallel to the structure centerline. It is the intent that the average texture depth resulting from the number of tests directed by the Engineer be not less than 0.035 inch with a minimum texture depth of 0.030 inch for any one test when tested in accordance with SDHPT Test Method Tex - 436 -A. Should the texture depth fall below that intended, the finishing procedures shall be revised to produce the desired texture. At the option of the Contractor or when indicated, the surface shall be given its final texture by saw grooving to meet the above requirements. Saw grooving may be done a minimum of 4 days after the slab concrete has been placed. If saw grooving is done prior to the completion of curing, the curing shall be continued after sawing to provide the minimum curing time required. When the plans require that a concrete overlay be placed on the slab (new construction) or on prestressed concrete box beams, the slab or top surface of shear key and diafram concrete shall be given a metal tine finish of approximately 0.050 inch. When the plans indicate an asphaltic tack coat and overlay be placed on the slab (new construction) or on prestressed concrete box beams. the slab or the top surface of shear key and diafram concrete shall be given a lightly textured broom finish, similar to a sidewalk finish having an average texture depth of approximately 0.025 inch. After the concrete has attained as final set, the roadway surface shall be tested with a standard 10 foot straightedge. The straightedge shall be placed parallel to and perpendicular to the centerline of roadway to bridge any depressions and touch high spots. Ordinates of irregularities measured from the lace of the straightedge to the surface of the slab shall not exceed U6 inch, making proper allowances for camber, vertical curvature and surface texture. Occasional variations, not exceeding 1/,6 inch will be acceptable, if in the opinion of the Engineer it will not affect the riding qualities. . Irregularities exceeding the above requirements shall be corrected. Areas which are corrected to produce satisfactory riding qualities shall be provided with an acceptable surface texture in a manner approved by the Engineer. 410.21 Placing Survey Monuments The Contractor shall obtain City Survey Monuments. for a fee 0110 dollars, from the Public Works Construction Inspection De- partment. Monuments shall be imbedded in freshly poured concrete at locations indicated and accessible to survey equipment at the completion of the project. The monuments shall be installed flush with the adjacent concrete in a workman like manner 410.22 Curing Concrete The Contractor shall inform the Engineer fully of the methods and procedures proposed for curing, shall provide the proper equipment and material in adequate amounts and shall have the proposed method, equipment and material approved prior to placing concrete. Inadequate curing and/or facilities therefor shall be cause for the Engineer to notify the Contractor, in writing, that the work is unsatisfactory and the concrete will have to be removed and replaced. All concrete shall be cured for a period of 4 curing days except as noted herein. Exceptions to 4 Day Curing Description Upper Surfaces of Bridge Slabs and Top Slabs of Direct Traffic Culverts. Concrete Piling (nonprestressed) 410 04/17/86 Page 12 Required Curing 8 curing days (Type I or III cement) 10 curing days (Type II cement) 6 curing days When the air temperature is expected to drop below 35 F, the water curing mats shall be covered with polyethylene sheeting, burlap - polyethylene blankets or other material to provide the protection required by "Placing Concrete in Cold Weather ", below. A curing day is defined as a calendar day when the temperature, taken in the shade away from artificial heat, is above 50 F for at least 19 hours (or colder days if satisfactory provisions are made to maintain the temperature at all surfaces of the concrete above 40 F for the entire 24 hours). The required curing period shall begin when all concrete therein has attained its initial set. The following methods are permitted for curing concrete subject to the restrictions of Table 1, below and the following require- ments for each method of curing. (1) Form Curing When forms are left in contact with the concrete, other curing methods will not be required except for cold weather protection. When forms are striped before the 4 day minimum curing time has elapsed, curing shall continue by an approved method. (2) Water Curing All exposed surfaces of the concrete shall be kept wet continuously for the required curing time. The water used for curing shall meet the requirements for concrete mixing water as indicated in Item No. 403, "Concrete for Structures ". Sea water will not be permitted. Water which stains or leaves an unsightly residue shall not be used. (a) Wet Mat Polyethylene sheeting or burlap - polyethylene blankets placed in direct contact with the slab will be required when the air temperature is expected to drop below 40 F during the first 72 hours of the curing period. Wet mats placed in direct contact with the slab will be required when the air temperature is expected to remain above 40 F for the first 72 hours of the curing period. Damp burlap blankets made from 9 ounce stock may be placed on the damp concrete surface for temporary protection prior to the application of the cotton mats which may be placed dry and wetted down after placement. The mats shall be weighted down adequately to provide continuous contact with all concrete surfaces where possible. The surfaces of the concrete shall be kept wet for the required curing time. Surfaces which cannot be cured by contact shall be enclosed with mats, anchored positively to the forms or to the ground, so that outside air cannot enter the enclosure. Sufficient moisture shall be provided inside the enclosure to keep all surfaces of the concrete wet. (b) Water Spray This method shall consist of overlapping sprays or sprinklers that keep all unformed surfaces continuously wet. (c) Ponding This method requires the covering of the surfaces with a minimum of 2 inches of clean granular material. kept wet at all times or a minimum of 1 inch depth of water. Satisfactory provisions shall be made to provide a dam to retain the water or saturated sand. (3) Membrane Curing Unless otherwise indicated, either Type 1 -D or Type 2 membrane curing compound may be used where permitted except that Type 1 -D (Resin Base Only) will be permitted for slab concrete in bridge decks and top slabs of direct traffic culverts. TABLE 1 1. Upper surfaces of Bridge Roadway, X X Median and Sidewalk Slabs, Top Slabs of (resin base) Direct Traffic Culverts. REQUIRED PERMITTED Water Membrane Water Membrane STRUCTURE UNIT for Complete for Interim for Complete for Complete DESCRIPTION Curing Curing Curing Curing Page 13 04/17.86 ; 410 STRUCTURE UNIT DESCRIPTION 410 04/17/86 Page 14 TABLE 1 (continued) REQUIRED PERMITTED Water Membrane Water Membrane for Complete for Interim for Complete for Complete Curing Curing Curing Curing 2. Top Surface of any Concrete Unit upon X 'X 'X which Concrete is to be placed and bonded at a later interval (Stub Walls, Risers, etc.). Other Superstructure Con- crete (Curbs, Wingwalls, Parapet Walls, etc.). 3. Top Surface of Precast and/or Pre- X X stressed Piling. 4. All Substructure Concrete Culverts, 'X 'X Box Sewers, Inlets, Manholes, Retaining Walls, Riprap. • Polyethylene Sheeting, Burlap - Polyethylene Mats or Laminated Mats in close intimate contact with the concrete surfaces will be considered equivalent to water or membrane curing for items under 4. For substructure concrete, only one Type of curing compound will be permitted on any one structure. Material requirements and construction methods shall conform to Item No. 409, "Membrane Curing ", except as changed herein. The membrane shall be applied in a single, uniform coating at the rate of coverage recommended by the manufacturer and as approved by the Engineer, but not less than 1 gallon per 180 square feet of area. Tests for acceptance shall be at this specified rate. Membrane curing shall not be applied to dry surfaces, but shall be applied just after free moisture has disappeared. Formed surfaces and surfaces which have been given a first rub shall be dampened and shall be moist at the time of application of the membrane. When membrane is used for complete curing, the film shall remain unbroken for the minimum curing period specified. Membrane which is damaged shall be corrected immediately by reapplication of membrane. Unless otherwise indicated, the choice of mem- brane type shall be at the option of the Contractor, except that the Engineer may require the same curing method for like portions of a single structure. 410.23 Removal of Forms and Falsework Except as herein provided, forms for vertical surfaces may be removed when the concrete has aged not less than 1 day when Type I or Type II cement is used and not less than 1/2 day when Type III cement is used, provided it can be done without damage to the concrete. Forms for inside curb faces may be removed in approximately 3 hours provided it can be done without damage to the curb. Weight supporting forms and falsework for structures, bridge components and culvert slabs shall remain in place a minimum of 4 curing days after which they may be removed if the concrete has attained a flexural strength of 500 psi as evidenced by strength tests using specimens made from the same concrete and cured under the same conditions as the portion of the structure in- volved. Forms for other structural components may be removed as specified by the Engineer. Inside forms (walls and top slabs) for inlets, box culverts and sewers may be removed after the concrete has aged not less than 3 days and has acquired a flexural strength of not less than 300 psi, provided an overhead support system, approved by the Engineer, is used 10 transfer the weight of the top slab to the walls of the box culvert or sewer before the support provided by the forms is removed. 8 all test beams made for the purpose of form removal have been broken without attaining the required strength, forms shall remain in place for a total of 14 cunng days. Formwork supporting weight of concrete, such as beam soffits, joints and other structural elements, may not be removed in less than 14 days and until concrete has attained design minimum compressive strength at 28 days. Determine potential com- pressive strength of in place concrete by testing field cured specimens representative of concrete location of members. The above provisions relative to form removal shall apply only to forms or parts thereof which are constructed to permit removal without disturbing forms or falsework required to be left in place for a longer period on other portions of the structure. Backtitling against walls of Type I or Type 11 cement shall not take place for a minimum of 7 days. Backfilling against walls of Type III cement shall not take place until the flexural beam strength has reached 500 psi or the wall has cured for 5 days. 410.24 Defective Work Any defective work discovered after the forms have been removed shall be repaired as soon as possible in accordance with "Finishing Exposed Surfaces," below. If the surface of the concrete is bulged, uneven or shows excess honeycombing or form marks, which in the opinion of the Engineer, cannot be repaired satisfactorily, the entire section shall be removed and replaced at the expense of the Contractor. 410.25 Finishing Exposed Surfaces (1) Ordinary Surface Finish An Ordinary Surface Finish shall be applied to all concrete surfaces either as a final finish or preparatory to a higher grade or class of finish. Higher grades and classes of finish shall conform to Item No. 411, "Surface Finishes for Concrete ". Where neither a grade or class of finish is specified, an Ordinary Surface Finish only, will be required. Ordinary Surface Finish shall be provided as follows: After form removal, all porous or honeycombed areas and spelled areas shall be corrected by chipping away all loose or broken material to sound concrete. Feather edges shall be eliminated by cutting a face perpendicular to the surface. Shallow cavities shall be repaired using adhesive grout or epoxy grout. If judged repairable by the Engineer, large defective areas shall be corrected using concrete or other material approved by the Engineer. Holes and spells caused by removal of metal lies, etc., as required by "Forms ", above, shall be cleaned and filled with adhesive grout or epoxy grout. Exposed parts of metal chairs on surfaces to be finished by rubbing, shall be chipped out to a depth of rh inch and the surface repaired. All fins, runs, drips or mortar shall be removed from surfaces which remain exposed. Form marks and chamfer edges shall be smoothed by grinding and/or dry rubbing. Grease, oil, dirt, curing compound. etc., shall be removed from surfaces requiring a higher grade of finish. Discolorations resulting from spillage or splashing of asphalt, paint or other similar material shall be removed. Repairs shall be dense, well bonded and properly cured and when made on surfaces which remain exposed and do not require a higher finish, shall be finished to blend with the surrounding concrete. Unless otherwise indicated Ordinary Surface Finish shall be the final finish for the following exposed surfaces inlets, manholes, sewer appurtenances, inside of culvert barrels, bottom of bridge decks between beams or girders, ver- tical and bottom surfaces of interior concrete beams or girders. (2) Rubbed Finish In general, the following areas shall require a rubbed finish and shall receive a first and second rubbing: (a) The top, exterior and roadway facia of curbs and parapet walls. (b) All concrete surfaces of railing. (c) The exterior vertical facia of slab spans, rigid frames, arches and box girders. (d) The outside and bottom surfaces of facia beams or girders (except precast concrete beams). (e) The underside of overhanging slabs to the point of juncture of the supporting beams. (I) All vertical surfaces of piers, columns, bent caps, abutments, wingwalls and retaining walls which are exposed to view after all backtill and embankments is placed. (g) Exposed formed surfaces of inlet and outlet structures on culverts, transition structures, headwalls and inlets. (h) Such other surfaces specified elsewhere to receive a rubbed finish and such additional surfaces re- quired by the Engineer to receive a rubbed finish. After removal of forms and as soon as the mortar used in pointing has set sufficiently, surfaces to be rubbed shall be wet with a brush and given a first surface rubbing with a medium coarse carborundum stone. This rubbing shall be done before the concrete has cured more than 48 hours. Page 15 04/17186 410 410.26 Measurement and Payment No direct measurement or payment will be made for the work to be done or the equipment to be furnished under this item, but shall be considered subsidiary to the particular items required by the bid. End (3) The second rubbing shall present a cleaned uniform appearance free from drip marks and discoloration. It shall be given with a No.30 carborundum stone or an abrasive of equal quality. If the Contractor elects to use an epoxy paint in lieu of the second rubbing, he may do so upon approval of the Engineer. Special Surface Finishes Striated, exposed aggregate and other special surface finishes shall be in accordance with Item No. 411. "Surface Finishes for Concrete" and/or with the requirements indicated. 410 04/17/86 Page 16 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Set Time at 77 F, hours, maximum — 12 (Time required to attain 180 psi) Item No. 411 Surface Finishes for Concrete 411.1 Description This item shall govern for the furnishing o_f all materials and the application by the methods of construction indicated for the application of a surface finish to concrete. - - 411.2 Materials (1) Masonry Sand Masonry sand shall conform to ASTM C 144. (2) White Cement White cement shall conform to ASTM C 150. (3) Portland Cement All cement unless olherwise indicated shall be Portland Cement conforming to ASTM C 150. (4) Membrane Curing - Membrane curing shall conform to Item No. 409, "Membrane Curing ". (5) Adhesive Grout This subsection sets forth the requirements for three epoxy adhesives with different viscosities designed to bond fresh Portland Cement concrete to existing Portland Cement concrete, hardened concrete to hardened concrete and steel to fresh or hardened concrete. These adhesives are as follows: Type V: Standard (medium viscosity) for applying to horizontal and vertical surfaces. This material is suit- able for surface sealing of fine cracks in concrete. Type VI: Low viscosity for application with spray equipment to horizontal surfaces. Type VII: Paste consistency for overhead application and where a high buildup is required. This material is suitable for surface sealing of cracks in concrete which are veed out prior to sealing and for grouting of dowel bars where clearance is '/ a inch or less. (a) Mixing Ratio: The ratio of resin and hardener components to be mixed together to form the finished adhesive shall be either 1 to 1 or 2 to 1 by volume. Any specific coloring of resin and/or hardener components desired will be stated by the Engineer. Fillers, pigments, and thixotropic agents. All fillers, pigments and /or thixotropic agents in either the epoxy resin or hardener component must be of sufficiently fine particle size and dispersed so that no appreciable separation or settling will occur during storage. Any fillers present in the low viscosity version must be of such a nature that they will not interfere with application by spray equipment or abrade or damage such equipment. The concrete adhesive shall contain no volatile solvents. (b) Consistency: The adhesives shall comply with the following: Type V Type VI Type VII Viscosity of mixed adhesive at 400 Maximum 150 Maximum must be sufficiently fluid to apply by 77 ± 1 F, Poises - trowel or spatula without difficulty Pot Life at 77 F, minutes, minimum — 30 Page 1 04/17x86 411 Thixotropy test shall be performed at both 77 and 120 F. Average thickness of cured adhesive remaining on test panel, mils minimum. Samples of the individual components in sealed containers shall be maintained at 115 3 F for 2 weeks. The mixed adhesive prepared from these samples must still comply with the minimum thixotropy requirements. The viscosity of the Type V and Type VI versions must not show an increase of more than 20 percent compared with the viscosity prior to the stability test. The Type VII adhesive must still be sufficiently fluid to apply by trowel or spat- ula without difficulty. (c) Physical Properties of the Cured Adhesive Property - Requirements (7) Synthetic Resin Paint Type X Epoxy: This is a high solids epoxy coating designed for application by brush or roller. The materials can also be applied by airless spray by addition of a maximum of 5 percent toluene solvent at the direction of the Engineer. Raw Materials The basic raw materials to be incorporated into this coating are listed below, along with the specific requirements for each matenal. The final decision as to the quality of materials shall be made by the Engineer After the Engineer has approved the brand names of raw materials proposed by the Contractor, no subsitution will be allowed during the manufacture without prior approval of the Engineer. Epoxy Resin Type V 30 Type VII 45 Adhesive Shear Strength, psi, minimum 2200 Water Gain, percent by weight, maximum 0.20 Ability to bond fresh Portland Cement Concrete 400 to cured Portland Cement concrete, psi, minimum (7 days cure time) The basic epoxy resin used in the formulation shall be an unmodified liquid resin conforming to the following chemi- cal and physical requirements: Viscosity at 25.0 z 0.1 C, cps. 7,000 to 10,000 Weight per epoxy equivalent, gms per gm — mole 175 to 195 Color (Gardner Number), maximum 5 Hydrolyzable chlorine, maximum percent by weight 0.2 Specific gravity, 25/25 degrees 1.1410 1.18 Test methods to be used in determining these qualities are listed below: (a) Viscosity — Test for Kinematic Viscosity (ASTM Designation: D 445). (b) Weight per Epoxy Equivalent — Test for Epoxy Content of Epoxy Resins (ASTM Designation: D 1652). (c) Color — Test for Color of Transparent Liquids (Gardner Color Scale) (ASTM Designation: D 1544). (d) Hydrolyzable Chlorine — Test for Hydrolyzable Chlorine Content of Liquid Epoxy Resins (ASTM Desig- nation: D 1726). (e) Specific Gravity — Method of Test for Density of Paint. Varnish, Lacquer and Related Products (ASTM Designation: D 1475). 411 04/17/86 Page 2 1 1 Pigment Titanium Dioxide I I The titanium dioxide used in this formulation shall be equivalent to DuPont R -900. This shall be a pure, chalk - resistant, rutile titanium dioxide meeting the requirements of ASTM D 476, Type III. Extender The extender used in this formulation shall be Nyad 400, manufactured by lnterpace Pigments. Specific require- ments are as follows: Particle size distribution: Minimum Maximum Minus 20 microns, percent by weight 95 Minus 10 microns, percent by weight 70 80 Minus 5 microns, percent by weight 40 50 Minus 3 microns, percent by weight 30 40 Minus 1 micron, percent by weight 14 20 Oil Absorption (rub out, Ibs /100 Ibs) 25 maximum Brightness (G.E.) 92.5 minimum 411.3 Grade of Finish (1) General The grade and /or class of finish shall be as described herein and as indicated. "Grade" of finish designates the areas to which a higher finish is to be applied beyond the requirements of an Ordi- nary Surface Finish. Four grades of finish are included herein. "Class" of finish designates the materials or the process to be used in providing the grade of finish. Three classes of finish are included herein. For structures and surfaces not described herein under grade of finish, a class of finish only may be indicated. Where neither a grade nor class is specified, an Ordinary Surface Finish only will be required as specified in Item No 410, "Concrete Structures ". . Where the plans specify a grade and class of finish, i.e., Grade II, Class C, only that type of finish shall be furnished. Where the plans specify a grade of finish only, i.e., Grade I Finish, any of the classes of finish may be furnished. Only one class of finish shall be furnished on any individual structure, twin structures or on structures in close proximity to each other, except as specified for prestressed concrete members below. (2) Grade I The following areas shall receive a Class A, B or C (two rub) Finish, except that prestressed members shall receive either a Class A or B Finish only. All concrete surfaces of railing, including the parapet types; exterior vertical faces of slabs, slab spans, arches and box girders; the outside and bottom surfaces of fascia beams or girders (including prestressed members), the under- side of overhanging slabs to the point of juncture of the supporting beam; all exposed vertical surfaces of bents and piers and bottom surfaces of bent caps: all exposed surfaces of tie beams, abutments, bridge wingwalls, culvert headwalls and wingwalls and retaining walls exposed to view after all backfill and embankment is placed. Unless otherwise indicated, the underside of the slab of slab spans shall be finished its entire width. Unless otherwise indicated, exposed surfaces of pump houses and other miscellaneous concrete surfaces shall receive a Class A, B or C (one rub) Finish. (3) Grade it All concrete surfaces of railing, including the parapet types, all exposed surfaces of bridge wingwalls and the exterior vertical faces of slabs and slab spans shall receive a Class A, B or C (two rub) Finish. All other surfaces described Page 3 04;17.86 411 411.4 Class of Finish under Grade I Finish shall receive a Class A or B finish only. The underside of slab spans shall receive an Ordinary Surface Finish only. (4) Grade 111 All concrete surfaces of railing, including the parapet types, all exposed surfaces of bridge wingwalls and the exterior vertical faces of slabs shall receive a Class A, B or C (two rub) Finish. All other surfaces described under Grade I Finish shall receive an Ordinary Surface Finish. (5) Grade IV The top and roadway faces only of all concrete railing, including the parapet types, and bridge wingwalls shall re -, ceive a Class A, B or C (one rub) Finish. All other surfaces descnbed under Grade I shall receive an Ordinary Sur- face Finish. The Class of Finish designates either an adhesive grout material, a paint -type material or a rubbing process applied to surfaces specified in "Grade of Finish ", as required above and /or as indicated. Unless otherwise indicated, the color shall be concrete gray. (1) Class A This finish shall consist of an adhesive grout textured coating with a minimum A6 inch thickness. composed of 1 part white cement, 1 part natural (gray) cement, 2 parts masonry sand, 1 part (latex) emulsion and enough water to form a viscous slurry of a consistency that may be applied by spray gun, brush or roller without appreciable running or sagging. The proportions of while and gray cement may be varied slightly to obtain the desired color. Gradation of the masonry sand shall be as required to produce a texture satisfactory to the Engineer Prepackaged materials meeting these requirements and acceptable to the Engineer as to color, texture and appear- ance will be permitted. (2) Class B The finish shall be a paint -type material, consisting of a synthetic resin, containing fibrous as well as texturing pig- ments, which when applied by a 1 coat spray application at the rate of 45 ± 5 square feet per gallon will yield an acceptable textured coating. Certification by the manufacturer of the above materials will be required. (3) Class C This finish shall consist of a one rub or two rub system, as the case may be, meeting the requirements set forth below under "Construction Methods ". 411.5 Approval of Surface Finishing Materials The material to be furnished shall meet the requirements of SDHPT Specification D -9 -8110, "Structural Coatings". latest revision. In addition to the above, the manufacturer shall furnish the following: (1) At the time of original request for approval of the surface furnishing material, the manufacturer shall supply a 1 gallon sample of the material to the Engineer /Architect, if requested. (2) Each 6 months after approval of the material, the manufacturer shall furnish a notarized certification indicating that the material originally approved has not been changed or altered in any way. Any change in formulation of a surface finish shall require retesting prior to use. The Engineer may request additional information to be submitted such as infrared spectophotometry scan. solids content. etc., for further identification. A change in formula discovered by any of the tests prescribed herein or by other means and not reported and retested, may be cause to permanently bar the manufacturer from furnishing surface finish materials for City work. The City reserves the right to perform any or all of the tests required by this specification as a check on the tests reported by the manufacturer. In case of any variance the City tests will govern. 411.6 Construction Methods Prior to application of any of the finishes required herein, concrete surfaces shall be given an Ordinary Surface Finish. For Class A and B materials, concrete surfaces shall be clean and free of dirt, grease, curing compound or any other trend breaking sub- 411 04/17/86 Page 4 stance. Class A shall be applied on moistened surfaces but Class B requires a dry surface. The temperature of the atmosphere, concrete and compound shall be above 50 F for Classes A and B at the time of application. The finished surfaces shall be protected against rain or freezing for a period of 24 hours atter application. Class A materials shall be applied by spraying, by roller or by brush. Class B materials shall be applied by spraying only. All applications shall provide an acceptable texture of the proper coverage. The Class A and B material shall be applied after all preparation work required by Ordinary Surface Finish has been completed. The Class C Finish shall be performed with a carborundum stone as follows, after all preparatory work required by Ordinary Surface Finish has been completed. For a two rub system, the first rubbing shall bring the wetted concrete face to a paste and produce a smooth dense surface without pits, form marks or other irregularities. The use of cement or grout to form the paste will not be permitted. Striping with a brush and washing after the first rubbing will not be required. Chamfer lines shall be finished during the second rubbing. The first rubbing shall be done soon after form removal. Membrane curing, If used, shall be applied after the first rub is complete. Prior to the second rubbing, any remaining curing membrane shall be removed from the surface by brushing, buffing or other satisfactory methods. The second rubbing shall be performed when conditioning the structure for final acceptance. The specified surfaces shall be cleaned of drip marks and discolorations and given a final rubbing. The surface shall be striped neatly with a brush and the paste allowed to take a reset, after which the surfaces shall be washed with clean water leaving them with a neat and uniform appearance and texture. For a one rub system, the rubbing requirements shall be the same as for the first rub above, except chamfer lines shall be finished and the paste spread uniformly, striped with a brush and allowed to take a reset after which the surfaces shall be washed with clean water leaving them with a neat and uniform appearance and texture. 411.7 Special Surface Finishes (1) General When special surface finishes are required for retaining walls, panels, copings or similar construction, the Contractor shall prepare sample panels for approval of the finish and the method of application. Unless otherwise indicated, panel or pattern arrangement and dimensions may be varied to achieve a more pleasing appearance or to utilize forming material more efficiently when approved by the Engineer /Architect. Aggregates, materials, variation of panel or pattern arrangement, dimensions and other features affecting the work shall be approved prior to start of the work. (2) Striated Finish The striated (grooved) pattem shall be as indicated or as approved by the Engineer /Architect. The Iinish shall be made by lining the forms with striated sheets of plywood, plastic, fiberglass, metal or other mate- rial acceptable to the Engineer /Architect. The striations on the panels shall be of a smooth, wide pattern, not sharp or angular. A chamfer groove shall be used along all edges of each panel. All lies, bolls or other forming accessories shall be located along the chamfer grooves or panel edges. (3) Exposed Aggregate Finish Exposed aggregate panels may be either raised, recessed or as indicated with the sides of each panel chamfered as directed by the Engineer /Architect. The aggregate used for this finish shall be approved by the Engineer /Architect. Unless otherwise indicated, aggre- gate shall conform to the grading requirements of Grade 2 aggregate except that a minimum of 50 percent shall be retained on the 34 inch sieve. Gravel of predominately rounded panicles shall be used, except that when indicated or approved by the Engineer /Architect in writing, crushed stone may be used. The aggregate shall be large enough to remain firmly anchored in the face of the final product. The depth shall be 'A inch minimum to 1/2 inch maximum, unless otherwise indicated or directed by the Engineer /Architect. A surface retarder that penetrates the concrete approximately' /. inch shall be applied to the forms or concrete sur- face as an aid in achieving the desired finish. Wood forms may require 2 or 3 coatings to compensate for absorption. Form joints shall be taped or caulked to prevent escape of the retarder during placing operations. Treated form surfaces shall be protected from sun and rain while exposed to the atmosphere. In case of high humid- Page 5 04/1786 - 411 ity or if rain has dampened the forms prior to placing concrete, a reapplication of the surface retarder may be re- quired to provide uniform coverage of the retarder on the forms. • Adjacent areas of fresh concrete not requiring exposed aggregate finish shall be protected when the retarder is applied. The finish shall be obtained by sandblasting, bush hammering, water blasting or other methods, as approved by the Engineer /Architect. Horizontal surfaces may be finished by combination of brushing and washing, but only after the concrete has set sufficiently to prevent loosening of the aggregate. Unless otherwise directed by the Engineer /Architect, forms for surface requiring exposed aggregate finish shall be removed 12 to 15 hours atter concrete placement. The exposed aggregate operation shall be accomplished imme- diately after form removal. Except for the time required for obtaining the exposed aggregate finish, cunng of all sur- faces shall be maintained for the minimum 4 day curing time. All surfaces shall be either water cured or may be cured with an approved clean membrane compound. If water curing is used, it shall be followed by a clear membrane curing compound conforming to Item No. 409, "Membrane Curing ". Care shall be taken to ensure proper vibration at all points of concrete placement to prevent honeycomb or segrega- tion of the materials. Vibration shall be done in such a manner as to provide adequate penetration of previously placed concrete lifts. Care shall be taken to prevent contact of the vibrator with the face form. 411.8 Measurement and Payment No direct measurement or payment will be made for the work to be done. the equipment or materials to be furnished under this item, but shall be considered subsidiary to the particular items required by the plans and the contract. End 411 04/17/86 Page 6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Item No. 430 Concrete Curb and Gutter 430.1 Description This item shall consist of Portland Cement concrete curb or curb and gutter with reinforcing steel as required, constructed on an approved subgrade and base in accordance with this specification and in conformity with the lines, grades, section and details' indicated or as established by the Engineer. 430.2 Materials (1) Concrete Concrete shall conform to Class A Concrete as indicated in Item No. 403, "Concrete for Structures" or Item No. 360, "Concrete Pavement" when the curb and gutter is placed integral with the pavement. (2) Reinforcing Steel Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ". (3) Expansion Joint Materials Expansion joint materials shall conform to Item No. 406, "Expansion Joint Materials" (4) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409, "Membrane Curing". (5) Flexible Base Aggregate shall conform to Item No. 210, "Flexible Base ". 430.3 Construction Methods - Subgrade for curb and gutter shall be excavated and prepared to required depth and width including a minimum of 12 inches behind the curb, unless a greater width is indicated, to construct the work to grades and dimensions indicated. A minimum of 4 inches of flexible base shall be spread, wetted and thoroughly compacted under curb and gutter as specified in Item No. 210, "Flexible Base ". If dry, the base shall be sprinkled with water lightly before concrete is deposited thereon. Forms shall be of metal or well seasoned wood. The length of the forms shall be not less than 10 feet. Flexible or curved forms shall be used for curves of 100 foot radius or less. Wood forms for straight sections shall be not less than 2 inches in thickness. Forms shall be clean. straight, free from warp and oiled with a light form oil. All forms shall be securely staked to line and grade and maintained in a true position during the depositing of concrete. The reinforcing steel shall be placed in position as shown on the typical section. Care shall be exercised to keep all steel in its proper location. • Expansion joint material, Ma inch in thickness, shall be provided at intervals not to exceed 40 feet and shall extend the full width and depth of the concrete. Weakened plane joints shall be made '/a inch deep at 10 foot intervals. All joint headers shall be braced perpendicular and at right angles to the curb. Two round smooth dowel bars, Yz inch in diameter and 24 inches in length, shall be installed at each expansion joint. Sixteen inches of one end of each dowel shall be thoroughly coated with hot oil, asphalt or red lead, so that 4 will not bond to the con- crete. The dowels shall be installed with a dowel sleeve on the coated end as indicated or equivalent as directed by the Engineer. Concrete shall be placed in the forms, rodded and tamped to exclude all air and honeycomb. Not more than 1 hour after the concrete has been placed, a thin coating not more than '/x inch nor less than Mt inch thick of finish mortar, composed of 1 part Portland Cement to 2 pans fine aggregate, shall be worked into the exposed faces of the curb and gutter by means of a "mule". After the concrete has become sufficiently set, the exposed edges shall be rounded by the use of an edging tool to the radii indicated. The entire exposed surface of the curb and gutter shall be floated to a uniform smooth surface, then finished with a camel hair brush to a gritty texture. The forms shall remain in place a minimum of 24 hours unless approved otherwise by the Engineer. After removal of the forms, any minor honeycombed surfaces shall be plastered with a mortar mix as described above. Excessively honeycombed curb and gutter, as determined by the Engineer, shall be completely removed and replaced when directed. The finished concrete, while still plastic, shall be stamped with an impression having the Contractor's name and the month and year. The stamp shall be of approved design and impressions shall be made on the face of the curb at or near street intersections and not exceeding 350 feet apart or as directed by the Engineer. Page 1 04/17/86 430 Immediately after finishing the curb, concrete shall be protected by a membrane curing conforming to Item No. 409, "Membrane Curing ". After a minimum of 3 days curing and before placing the final course base, the curb shall be backfilled to the full height of the concrete, tamped and sloped as directed by the Engineer. The top 4 inches of backfill shall be of clean topsoil, free of stones and debris conforming to Item No. 604, "Seeding for Erosion Control" when turf is to be established. 430.4 Measurement Accepted work as prescribed by this item will be measured by the linear foot of concrete curb and gutter, complete in place 430.5 Payment The work performed as prescribed by this item will be paid for at the unit price bid per linear foot for "Concrete Curb and Gutter ", which price shall be full compensation for all work as set forth and described under payment Method A, B, C or D. Method A (Pay Item No. 430 -A) This payment method includes all the work performed for "Concrete Curb and Gutter ", complete, at the unit price bid, which price shall be full compensation for excavation, preparing the subgrade. for furnishing and placing all base material, reinforcing steel, dowels, expansion joint material, curing material, backfilling and for all other materials, manipulations, labor, tools, equipment and incidentals necessary to complete the work. Method 8 (Pay Item No. 430 -B) This payment method includes all the work performed for "Concrete Curb and Gutter ", complete. at the unit pnce bid, which pnce shall be full compensation for fine grading, for furnishing and placing reinforcing steel, dowels, expansion joint matenal, curing material, backfilling and for all other matenals, manipulations, labor, tools, equipment and incidentals nec- essary to complete the work. Method C (Pay Item No. 430 - This payment method includes all the work performed for "Concrete Curb ", complete. at the unit price bid, which price shall be full compensation for fine grading, for furnishing and placing reinforcing steel, dowels. expansion joint material. curing material, backfilling and for all other materials, manipulations. labor, tools, equipment and incidentals necessary to com- plete the work. Method D (Pay Item No. 430 - This payment method includes all the work performed for "Concrete Curb ". complete. at the unit price bid. which price shall be full compensation for excavation, preparing the subgrade, for finishing placing all base material, reinforcing steel. dowels, expansion joint material. curing material, backfilling and for other materials, manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under one of the following: Pay Item No. 430 -A: Concrete Curb and Gutter — Per Linear Foot. Pay Item No. 430 -B: Concrete Curb and Gutter — Per Linear Foot. Pay Item No. 430 -C: Concrete Curb — Per Linear Foot. Pay Item No. 430 -0: Concrete Curb — Per Linear Foot. End 430 04/17/86 Page 2 r Page 1 Item No. 432 Concrete Sidewalks 432.1 Description ' This item shall consist of concrete sidewalks composed of Portland Cement concrete, constructed as herein specified on an approved subgrade, in conformity to the lines, grades and details indicated or as established by the Engineer. All sidewalks and accessible routes shall conform to the State Standards, Number 411. 432.2 Materials •• (1) Concrete Concrete shall be Class A Concrete conforming to Item No. 403, "Concrete for Structures ". (2) Reinforcing Steel and Welded Wire Fabric Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ". (3) Expansion Joint Materials Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materials ". (4) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409, "Membrane Curing ". 432.3 Construction Methods The subgrade shall be excavated and shaped to the lines, grades and cross section as indicated or as directed by the Engineer and shall be thoroughly compacted. A cushion 2 inches minimum thickness of crusher screenings, gravel and sand, crushed rock or coarse sand shall be spread, wetted thoroughly, tamped and leveled. The sand cushion shall be moist at the time the concrete is placed. If the subgrade is undercut by more than 4 inches or the natural ground is below "top of subgrade" by more than 4 inches then necessary backfill shall be made with an approved material and compacted with a mechanical tamper. Hand tamping will not be permitted. Where the subgrade is rock or gravel, 70 percent of which is rock, the 2 inch cushion need not be used. The Engineer will determine if the subgrade meets the above requirements. Forms shall be of metal or well seasoned wood not less than 2 inches in thickness, of a section satisfactory to the Engineer; clean, straight, free from warp and of a depth equal to the thickness of the finished work. All forms shall be securely staked to line and grade and maintained in a true position during the depositing of concrete. Before concrete is placed, forms shall be thor- oughly oiled with a light form oil. Expansion joint material , A inch thick, shall be provided where the new construction abuts an existing structure, sidewalk or driveway. Similar expansion material shall be placed around all obstructions protruding through the sidewalk. The expansion joint material shall be placed vertically and shall extend the full depth of the concrete. Maximum spacing of expansion joints shall be 40 feet as indicated or as directed by the Engineer. Weakened plane joints shall be spaced at 5 feet on center. Normal dimen- sions of the weakened plane joints shall be 1/4 inch wide and 3/4 inch deep. All joints shall be 90 degrees to centerline of walk and shall match any previously placed concrete joints. Reinforcement for sidewalks shall consist of 1 layer of 6 x 6 — W 1.4 x W 1.4 wire fabric or #3 bars, placed not more than 18 inches on center both directions. All reinforcement shall be placed equidistant from the top and bottom of the concrete. Care shall be exercised to keep all steel in its proper position during the depositing of concrete. Splices in wire fabric shall overlap sufficiently to allow two pairs of transverse wires to be tied together and no splice of less than 6 inches will be permitted. Splices in the #3 bars shall have a minimum lap of 12 inches. Where driveways cross sidewalks, additional reinforcing shall be placed in the sidewalk as indicated. Concrete shall be placed in the forms and spaded, tamped and thoroughly consolidated until it entirely covers the surface and has a monolithic finish. The top surface shall be floated and troweled to a uniform smooth surface, then finished with a camel hair brush or wood float to a gritty texture unless otherwise indicated. The outer edges and joints shall be rounded with approved tools to a / inch radius. Care will be exercised to prevent loss of dummy joints or rounded edges when applying the brush finish. The finished concrete, white still plastic, shall be stamped with an impression having the Contractor's name, month and year. The stamp shall be of approved design and impressions shall be made at or near street intersections and not exceeding 350 feet apart or as directed by the Engineer. - 04/17 432 At the proper time after finishing, the surface shall be protected by a membrane compound curing agent or by wetting cotton or burlap mats, conforming to Item No. 409, "Membrane Curing ". The sides of the concrete shall be cured in the forms. If the forms are removed during the curing process, the curing shall be continued by the placement of fill against the row concrete or other procedures conforming to Item No. 410, "Concrete Structures ". The top 4 inches of fill shall be clean topsoil conforming to Item No. 604, "Seeding for Erosion Control ". All necessary excavation, filling and grading of the slopes adjacent to the completed concrete sidewalks will be considered inci- dental work pertaining to this item and will not be paid for directly. The adjacent excavation and grading of the slopes shall be done in a manner acceptable to the Engineer. 432.4 Measurement Accepted work performed as prescribed by Item No. 432, "Concrete Sidewalks" will be measured by the square foot of surface area of "Concrete Sidewalk ". Accepted work performed as prescribed by "Sidewalk Ramps" will be measured per each for the type of ramp indicated. 432.5 Payment The work performed as prescribed by this item will be paid for at the unit price bid per square foot for "Concrete Sidewalk" or per each for "Concrete Sidewalk Ramps" which price shall be full compensation for preparing the subgrade: for furnishing and plac- ing all materials, including cushion material, all reinforcing steel, joints, expansion joint materials and for any other materials, manipulations, labor, tools, equipment, finishing, curing and incidentals necessary to complete the work. Payment will be made under one of the following: Pay Item No. 432 -4: 4 Inch Concrete Sidewalks — Per Square Foot. Ray Item No. 432 -5: 5 Inch Concrete Sidewalks — Per Square Foot. Pay Item No. 432 -R1: Concrete Sidewalk Ramp — Per Each. Pay Item No. 432 -R2: Concrete Sidewalk Ramp — Per Each. End 432 04/17/86 Page 2 Item No. 433 Concrete Driveways 433.1 Description This item shall consist of concrete driveways, composed of Portland Cement concrete, constructed as herein specified on an approved subgrade, in conformity to the lines, grades and details indicated or as established by the Engineer /Architect. 433.2 Materials (1) Concrete Concrete shall be Class A and shall conform to Item No. 403, "Concrete for Structures ". (2) Reinforcing Steel Reinforcing steel and welded wire fabric shall conform to Item No. 406, "Reinforcing Steel ". (3) Expansion Joint Materials Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materials ". (4) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409, "Membrane Curing ". (5) Cushion The Cushion shall be crusher screenings, gravel or coarse sand. 433.3 Construction Methods All forms and forming, placement of reinforcement, placement of concrete, form removal, finishing and curing shall conform to Item No. 410, "Concrete Structures ". The subgrade shall be excavated and shaped to the lines, grades and cross sections indicated or as directed by the Engineer/ Architect and shall be thoroughly compacted conforming to Item No. 201, "Subgrade Preparation ". A 2 inch minimum compacted thickness cushion shall be spread, welted thoroughly, tamped and leveled. The cushion shall be moist at the time the concrete is placed. If the subgrade is undercut or natural ground is below top of subgrade the necessary backlill shall be made with an approved material and compacted with a mechanical tamper. Hand tamping will not be permitted. Where the subgrade is gravel or 70 percent of which is rock, the 2 inch cushion need not be used. The Engineer /Architect will determine if the subgrade meets the above requirements. Forms shall be metal of a section satisfactory to the Engineer /Architect or wood not less than 2 inches nominal thickness for straight runs and 1 inch nominal thickness for radius of a section satisfactory to the Engineer; clean, straight, free from warp and of a depth equal to the thickness of the finished work. All forms shall be securely staked to line and grade and maintained in a true position during the depositing of concrete. Before concrete is placed, forms shall be thoroughly oiled with a light form oil. Expansion joint material, 3 /4 inch thick, shall be provided where the new construction abuts the existing sidewalks or driveways or as directed by the Engineer /Architect. The expansion joint material shall be placed vertically and shall extend the full depth of the concrete. Similar expansion material shall be placed around all obstructions protruding through the driveway. Dummy joints shall be on 10 foot centers or as directed by the Engineer /Architect. Normal dimension of the weakened plane groove joints shall be ./4 inch wide and 3 /4 inch deep. Reinforcement for Type I driveways shall consist of 1 layer of 6 x 6 — W 1.4 x W 1.4 wire fabric or No. 3 bars placed not more than 18 inches on center, both directions. Reinforcement for Type II driveways shall consist of 1 layer of 6 x 6 — W 2.9 x W 2.9 wire fabnc or No. 3 bars placed not more than 18 inches on center, both directions. All reinforcements shall be placed equidistant from the top and bottom of the concrete. Care shall be exercised to keep all steel in its proper position during the depositing of concrete. Splices in wire fabric shall overlap sufficiently to allow two pairs of transverse wires to be tied together and no splice of less than 6 inches will be permitted. Splices in the No. 3 bars shall have a minimum lap of 12 inches. Concrete shall be placed in the forms and spaced, tamped and thoroughly compacted until it entirely covers the surface and has a monolithic finish. The top surface shall be floated and troweled to a uniform smooth surface, then finished with a camel hair brush or wood float to a gritty texture. The outer edges and joints shall be rounded with approved fools to a Y4 inch radius. Care shall be exercised to prevent loss of dummy joints or rounded edges when applying the brush finish. Page 1 04/17/86 433 At the proper time after finishing, the surface shall be protected by a membrane compound curing agent or by wetting cotton or burlap mats. Either method shall be subject to approval by the Engineer /Architect. Traffic shall be barricaded from using the driveway for a minimum of 4 days after initial placing and may be opened to traffic only with approval of the Engineer /Architect. All necessary excavation, filling and grading of the slopes, adjacent to the completed driveways, will be considered incidental work pertaining to this item and will not be paid for directly. The adjacent excavation and grading of the slopes shall be done with topsoil conforming to Item No. 604, "Seeding for Erosion Control ", in a manner acceptable to the Engineer /Architect. 433.4 Measurement Accepted work performed as prescribed by this item will be measured by the square foot of surface area of concrete. 433.5 Payment The work performed as prescribed by this item will be paid for at the unit price bid per square foot for "Concrete Driveways ", which price shall be full compensation for preparing the subgrade; for fumishing and placing all materials, including cushion, all reinforcing steel and expansion joint materials and for any other materials, manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under: Pay Item No. 433: Type Concrete Driveways — Per Square Foot. End 433 04/17/86 Page 2 Item No. 436 Concrete Vallei Gutters 436.1 Description This item shall consist of concrete valley gutters, composed of Portland Cement concrete, constructed as herein specified on an approved subgrade in conformity to the lines, grades and details indicated or as established by the Engineer. 436.2 Materials (1) Concrete Concrete shall be Class A conforming to Item No. 403, "Concrete for Structures ". (2) Reinforcing Steel Reinforcing steel and welded wire fabric shall conform to Item No. 406, "Reinforcing Steel". (3) Expansion Joint Materials Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materials ". (4) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409, "Membrane Curing ". 436.3 Construction Methods All forms and forming, placement of reinforcement, placement of concrete, form removal, finishing and curing shall conform to Item No. 410, "Concrete Structures ". Where stabilized subbase is not provided, the subgrade shall be excavated as required, all unstable or otherwise objectionable material removed and all holes, ruts and depressions lilled with approved material. • Rolling shall be performed when and to the extent directed and the roadbed shall be completed to the plane of the typical sec- tions indicated and the lines and /or grades established by the Engineer. All work shall conform to Item No. 201, "Subgrade Preparation ". - Forms shall be of metal or well- seasoned wood not less than 2 inches nominal thickness, of a section satisfactory to the Engi- neer; clean, straight, free from warp and of a depth equal to the thickness of the finished work. All forms shall be securely staked to line and grade and maintained in a true position during the depositing of concrete. Before concrete is placed, forms shall be thoroughly oiled with a light form oil. If the subgrade is dry the area shall be sprinkled lightly immediately before the concrete is placed. Expansion joint material inch thick shall be provided as indicated or as directed by the Engineer. The expansion joint material shall be placed vertically and shall extend the full depth of the concrete. Dummy joints shall be provided on 10 foot centers or as directed by the Engineer. Normal dimensions of the dummy groove shall be V. inch wide and 3 /4 inch deep. Reinforcement for concrete valley gutters shall conform to the details indicated or as directed by the Engineer. Care shall be exercised to keep the reinforcement in its proper position during the depositing of concrete. Concrete shall be placed in the forms and spaded, tamped or vibrated until thoroughly compacted and until it entirely covers the surface and has a monolithic finish. The top surface shall be screeded and floated to a uniform smooth surface, then finished with a wood float to a gritty texture. The outer edges shall be rounded with approved tools to a inch radius At the proper time after finishing, the surface shall be protected by a membrane - curing compound or by wetting cotton or burlap mats. Either method shall be subject to approval by the Engineer. Traffic shall be securely barricaded from using the concrete valley gutter for a minimum of 4 days after initial placing and may be opened to traffic only with the approval of the Engineer. Unless otherwise specified, all necessary excavation, filling and grading of the subgrade will be considered incidental work per- taining to this item, and will not be paid for directly. 436.4 Measurement Accepted work performed as prescribed by this item will be measured by the square foot of surface area of concrete placed. The square toot will include the reinforced monolithic curb placed at the ends of the valley gutter. Page 1 04/17/86 436 436.5 Payment The work performed as prescribed by this item will be paid for at the unit price bid per square foot for "Concrete Valley Gutters ", which price shall be full compensation for preparing the subgrade; for fumishing and placing all materials, including reinforcing steel and expansion joint materials and for any other materials, manipulations, labor, tools, equipment, barricading and inciden- tals necessary to complete the work. Payment will be made under: - Pay Item No. 436: Concrete Valley Gutters — Per Square Foot. End 436 04/17/86 Page 2 Item No. 503 Frames, Grates, Rings and Covers 503.1 Description This item shall consist of the furnishing and installation of frames, grates, rings and covers for inlets, manholes and other struc- tures indicated. 503.2 Materials (1) Welded Steel Welded steel grates and frames shall conform to the member, size, dimensions and details indicated and shall be welded into an assembly in accordance with those details. Steel shall conform to the requirements of ASTM A 36. (2) Castings • Castings, whether Carbon - Steel, Gray Cast Iron or Ductile Iron shall conform to the shape and dimensions indicated and shall be clean substantial castings, free from sand or blowholes or other defects. Surfaces of the castings shall be free from burnt on sand and shall be reasonably smooth. Runners, risers, fins and other cast on pieces shall be removed from the castings and such areas ground smooth. Bearing surfaces between manhole rings and covers or grates and frames shall be cast or machined with such precision that uniform bearing shall be provided throughout the perimeter area of contact. Pairs of machined castings shall be matchmarked to facilitate subsequent identifica- tion at installation. Steel castings shall conform to ASTM A 27, "Mild to Medium Strength Carbon Steel Castings for General Applica- tion". Grade 70 -36 shall be furnished unless otherwise specified. Cast iron castings shall conform to ASTM A 48, "Gray Iron Castings ", Class 30. Ductile Iron castings shall conform to ASTM A 536, "Ductile Iron Castings ". Grade 60 -40 -18 shall be used unless otherwise indicated. (3) Rings Adjusting rings shall conform to ASTM A 536, "Gray Iron Castings ". (4) Nuts and Bolts - Commercial grade galvanized nuts and bolts shall be as indicated. The zinc coating shall be uniform in thickness, smooth and continuous. - (5) Mortar Mortar for bedding castings shall consist of 1 part cement and 3 parts sand meeting the requirements of line aggre- gate Grade No. 1, Item No. 403, "Concrete for Structures ". 503.3 Construction Methods Frames, grates, rings and covers shall be constructed of the materials as specified and in accordance with the details indicated and shall be placed carefully to the lines or grades indicated or as directed by the Engineer. All welding shall conform to the requirements of the AWS- D -1 -72. Welded frames, grates, rings and covers shall be given 1 coat of a commercial grade red lead oil paint and 2 coats of commercial grade aluminum paint. All coats shall be a minimum of 1.5 mils. Painting of gray iron castings will not be required, except when used in conjunction with structural steel shapes. 503.4 Measurement and Payment Frames, Grates, Rings and Covers will not be measured and payment for furnishing all materials, tools, equipment, labor and incidentals necessary to complete the work will be included in the Bid items which constitute the complete structures. End Page 1 04/17/86 503 Item No. 504 Adjusting Structures 504.1 Description This item shall consist of the removal and replacement of surfacing, furnishing of materials, adjusting existing structures, valve boxes, pull boxes, survey monuments, water meters and manholes to the locations or elevations as indicated or as directed by the Engineer and in accordance with these specifications. 504.2 Materials Precast reinforced concrete manhole cones and straight sections, concrete rings, bricks and castings in good condition removed from the structures to be adjusted may be reused with the written approval of the Engineer. Additional materials requi shall conform to the details indicated. - (1) Concrete Concrete shall be Class A conforming to Item No. 403, "Concrete for Structures'. (2) Mortar Mortar shall conform to Item No. 510, "Pipe ". Mortar shall be mixed in proportions of 1 part cement to 3 parts sand, by volume based on dry materials. 504.3 Construction Methods All adjustments shall be completed prior to the placement of the final surface. Manhole, pull box and valve box components to be reused shall be carefully removed and the contact areas shall be cleaned of all mortar, concrete, grease and sealing compounds. Any items broken in the process of removal and cleaning shall be replaced in kind by the Contractor at his expense. If the adjustment involves lowering the top of a manhole, a sufficient depth of precast concrete rings or brick courses shall be removed to permit reconstruction. The mortar shall be cleaned from the top surface remaining in place and from all brick or concrete rings to be reused and the manhole rebuilt to the required elevation. The manhole ring and cover shall then be installed with the top surface conforming to the proposed grade. If the adjustment involves slight raising the elevation of the top of the manhole, the top of brick or concrete ring shall be cleaned and built up vertically to the new elevation, using new or salvaged concrete rings or bricks and the ring and cover installed with the top surface conforming to the proposed grade. If the adjustment requires more than 1 foot of rings or brick, the manhole cone shall be reconstructed to make the adjustment. If the adjustment involves slight lowering or raising a valve box or survey monument box, the outside shell of a slip or screw casing shall be excavated to its full length and adjusted to the proposed grade. Pipe castings shall be excavated to the depth required to cut from or weld a section to the casing as may be needed 10 adjust the ring to the proposed elevation. The ring shall be welded to the casing prior to pouring concrete around the casing. If the adjustment requires more than 1 foot of rings or brick, the manhole cone shall be adjusted or reconstructed to make the adjustment. If the adjustment involves lowering or raising or a horizontal reassignment of a water meter and the property owner's cut off valve, this work shall be completed in accordance with Standard 511 -7 or as directed by the Engineer. After the adjustments have been completed and cured, structures within the paved area shall be paved as indicated. 504.4 Measurement The work performed and materials furnished as prescribed by this item as indicated shall be measured per each. 504.5 Payment The work performed and materials furnished and measured as provided above, will be made at the unit price bid per each, which price shall be full compensation for furnishing all materials, handling, placing, labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under one of the following' Pay Item No. 504 -1 SM: Ad usting Storm Sewer Manholes to Grade — Per Each. Pay Item No. 504 -1WM: Ad usting Water Meters — Per Each. Pay Item No. 504 -1 W W: Ad usting Wastewater Manholes — Per Each. Pay Item No. 504 -3G: Ad usting Gas Valve Boxes to Grade — Per Each. Page 1 04!17!66 i 504 End Pay Item No. 504 -3S: Ad usting City of Austin Survey Monument Boxes to Grade — Per Each. Pay Item No. 504 -3W: Ad usting Water Valve Boxes to Grade — Per Each. Pay Item No. 504 -4PB: Ad usling Pull Boxes to Grade — Per Each. 504 04/17/86 Page 2 Item No. 508 Miscellaneous Structures and Appurtenances 508.1 Description ' This item shall consist'oI the construction of miscellaneous structures and appurtenances complete in place or to the stage detailed indicated and the materials used herein, including the excavation, installation, backfilling, placement of the concrete and when required, the furnishing and installation of frames, grates, rings and covers and any concrete curb and gutter indicated. 508.2 Types The various types of structures and appurtenances such as inlets, headwalls, energy dissipators, etc. are designated on the plans by letters or by numbers indicating the particular design of each. Each type shall be constructed in accordance with the details indicated and to the depth required by the profiles and schedules given. 508.3 Materials (1) Concrete • Concrete for cast in place miscellaneous structures shall be Class A concrete when used with precast pipe sewer construction and Class C concrete when used with monolithic pipe sewer construction conforming to Item No. 403, "Concrete for Structures" and Item No. 410, "Concrete Structures ". Concrete for precast structures shall be 4000 psi and comply with the applicable requirements of ASTM C 478. (2) Mortar Mortar shall be composed of 1 part Portland Cement and 2 parts clean, sharp mortar. sand suitably graded for the purpose by conforming in other respects to the provisions of Item No. 403, "Concrete for Structures" for fine aggre- gate. Hydrated lime or lime putty may be added to the mix, but in no case shall it exceed 10 percent by weight of the total dry mix. (3) Reinforcement Reinforcing Steel shall conform to Item No. 406, "Reinforcing Steel ". Structural Steel shall conform to Item No. 720, "Metal for Structures ". (4) Brick • Bricks shall be of first quality. sound, hard- burned brick. Shale bricks, if used, shall be homogeneous, thoroughly and uniformly burned. Bricks shall not absorb more than 17 percent of water by weight submerged in water for 24 hours, having been in a completely dry state prior to placing in water. Clay brick shall conform to the requirements of ASTM C 62, Grade SW. Concrete brick meeting the requirements of ASTM C 55, Grade A, shall be acceptable. (5) Concrete Block Concrete blocks when Indicated shall conform to ASTM C 139. r (6) Frames, Grates, Rings and Covers ` Frames, grates, rings and covers shall conform to Item No. 503, "Frames, Grates, Rings and Covers`. (7) Miscellaneous Items Cast iron for supports, steps and inlet units shall conform to the shape and dimensions indicated. The casting shall be clean and perfect, free from sand or blow holes or other defects. Cast iron castings shall meet the requirements of ASTM A 48, Class 30. Steel for temporary covers when used with Stage Construction shall be adequate for the loads Imposed. , - • 508.4 Construction Methods All concrete work shall be performed in accordance with Item No. 410, "Concrete Structures" Forms will be required for all cast in place concrete walls, except where the nature of the surrounding material is such that it can be trimmed to a smooth vertical face (the outside form for concrete bases). Where cast in place concrete is used in wall construction of storm sewers, the steps shall be cast into the wall when the concrete is placed. . The construction inlets shall be done as soon as is practicable after sewer lines into the inlet are complete. All sewers shall be cut neatly at the inside face of the walls of the inlet and pointed up with mortar. - Page 1 04/17/86 508 Bases for cast in place inlets may be placed prior to or at the Contractor's option after the sewer is constructed. Bases for box sewers shall be cast as an integral part of the sewer. The manholes may be constructed prior to backfilling or if the Contractor so elects, the manhole opening may be covered temporarily with a steel plate to facilitate the compaction of backfill for the sewer as a whole. Thereafter, required excavation for the inlet shall be made and the inlet constructed and backfilled. The inverts passing out or through an inlet shall be shaped and grouted across the floor of the inlet as indicated. This shaping may be accomplishedby adding shaping mortar or concrete after the base is cast or by placing the required additional material with the base. All miscellaneous structures shall be completed in accordance with the details indicated. Backlitling to original ground elevation shall be in accordance with the provisions of the appropriate items and as directed by the Engineer. 508.5 Measurement . All miscellaneous structures satisfactorily completed in accordance with the Plans and specifications will be measured as com- pleted units per each. Excavation and backlit! will not be measured under this item but will be considered subsidiary to the other items. Frames, grates, rings and covers will not be measured and paid tor but shall be considered subsidiary to the applicable pay. 508.6 Payment (1) Inlets Payment for Inlets of the type indicated in place in accordance with these specifications and measured as prescribed above wilt be made at the unit price bid for each Inlet, of the type specified. (2) Energy Dissipators and Headwalls Payment for special complete structures will be made at the unit price bid per each. Payment will be made under one of the following: Pay Item No. 508E: Energy Dissipators — Per Each. Pay Item No. 508H: Headwalls Inch Diameter Pipe — Per Each. Pay Bern No. 5081 -A: Inlet, Area, Feel — Per Each. Pay Item No. 5081 -G: Inlet, Grated — Per Each. Pay Item No. 5081 -5R: Inlet, Recessed — Per Each. Pay Item No. 5081 -5S: Inlet. Standard — Per Each. Pay Item No. 5081 -10R: Inlet. Recessed — Per Each. Pay Item No. 5081 -10S: Inlet, Standard — Per Each. Pay Item No. 5081 -20R: Inlet, Recessed — Per Each. Pay Item No. 5081-20S: Inlet, Standard — Per Each. End 508 04/17/86 Page 2 Item No. 510 Pipe 510.1 Description This item shall consist of furnishing all pipe and /or materials for constructing pipe mains, sewers, laterals, siubs, inlet leads, service connections and culverts, including all applicable work such as excavating. bedding, Jointing, backfilling materials, tests, etc., prescribed under this item in accordance with the provisions of Edwards Acquifer Protection ordinance when applicable. The pipe shall be of the sizes, types, class and dimensions indicated or as designated by the Engineer and shall include all Joints or connections to new or existing mains, pipes, sewers, manholes, inlets, structures etc., as may be required to complete the work in accordance with specifications and standard published practices of the trade associations for the material specified and to the lines and grades indicated. This item shall govern for any necessary pumping or bailing and drainage and all sheeting and bracing of trench walls. Unless otherwise provided, this item shall govern for the removal and disposition of trees, stumps and other obstructions, old structures or portions thereof, such as house foundations, old sewers, masonry or concrete walls. the plugging of the ends of abandoned piped utilities cut and left in place and the restoration of existing utilities damaged in the process of excavation, cutting and restoration of pavement and base courses, the furnishing and placing of select bedding, backfilling and cement or lime stabilized backfill, the hauling and disposition of surplus materials, bridging of trenches and other provisions for maintenance of traffic or access as indicated: 510.2 Materials (1) Concrete - Concrete shall conform to Item No. 403, "Concrete for Structures ". (2) Coarse Aggregate Coarse aggregate shall conform to Item No. 403, "Concrete for Structures" or one of the following: (a) ' Pipe Bedding Crushed Stone Pipe bedding shall be clean granular crushed limestone. free of mud, clay, vegetation or other debris, conforming to ASTM C 33 for stone quality. Size gradation shall be as follows: GRADATION TABLE SIEVE SIZE PERCENT RETAINED BY WEIGHT 11/2" 0 1" 0 -10 h" 40 -85 #4 - 90 -100 #8 95 -100 (b) Foundation Rock Foundation rock shall be well graded coarse aggregate ranging in size from 2 to 8 inches. (c) Flexible Base Flexible base shall conform to Item No. 210, "Flexible Base ". (3) Fine Aggregate (a) Concrete and Mortar Sand Fine aggregate shall be Grade 1 and shall conform to Item No. 403, "Concrete for Structures" (b) Bedding Sand Sand for use as pipe bedding shall be clean, granular and homogeneous material composed mainly of mineral matter, free of mud, silt, clay lumps or clods, vegetation or debris. The material removed by decantation SDI-IPT Test Method Tex - 406 -A, plus the weight of any clay lumps, shall not exceed 4.5 percent by weight Page 1 ' 04/17/86 510 (4) Soil Cement Pea gravel bedding shall be clean washed material, hard and insoluble in water. free of mud, clay, silt, vegetation or other debris. Stone quality shall meet ASTM C 33. Size gradation shall be as lollows: The average electrical resistance when water- saturated shall be at least 1,800 ohm /cm by the single probe method, with no single test reading lower than 1,500 ohm/cm. Size gradation of sand for bedding shall be as follows: Soil cement bedding shall consist of a mixture of approved soil, cement, water and approved admixtures. The soil cement mixture shall have a minimum 14 day compressive strength of 120 psi and a maximum shrinkage of 5 per- cent. The mix design and the results of mix testing, both done by an independent testing laboratory acceptable to the Owner, shall be submitted to the Engineer for approval prior to construction. The water content shall not exceed that required to provide a mix that will flow, can be pumped and will maintain the soil in suspension while being placed. The soil cement bedding shall be placed such that all voids are filled. Soil for the soil cement bedding shall meet the following requirements: a. A minimum of 80 percent by dry weight shall pass a #4 sieve. b. Between 5 percent and 30 percent shall pass a #200 sieve. c. The soil material shall have a plasticity index of 3 or less. d. The maximum size of any clay balls in the soil shall be '/z inch. Class C or Class F fly ash may be used as an admixture. The fly ash shall meet the requirements of ASTM C 595, C 618 and the supplier's certificate as to the analysis and composition shall be furnished. Batching equipment shall be provided to obtain the proper weights of soil, cement. water and admixture. All measur- ing devices shall be sensitive to a 2 percent variation above or below the actual weights required. The mixers used for mixing the soil cement bedding shall be designed and operated so that the soil cement dis- charged from the mixer is uniform in compaction and consistency throughout each batch. (5) Pea Gravel (6) Select Backfill or Borrow 510 04/17/86 Page 2 GRADATION TABLE SIEVE SIZE PERCENT RETAINED BY WEIGHT Y." 0 #60 75 -100 #100 95 -100 GRADATION TABLE SIEVE SIZE PERCENT RETAINED BY WEIGHT 1/4" 0 ' /z" 0 -25 90 -100 This material shall consist of borrow or suitable material excavated from the trench which has a plasticity index of less than 20. a moisture content which does not exceed 2 percent from optimum as determined in accordance with SDHPT Test Method Tex -114 -E and free of stones or rocks over 8 inches. All suitable materials from excavation operations not required for backlilling the trench shall be placed in embank- ments, if applicable. All unsuitable materials should be dried or modified to make them suitable for use, as required. (7) Cement Stabilized Backfill When indicated or directed by the Engineer, all backfill shall be with cement - stablized backlill rather than the usual materials. Unless otherwise indicated, cement stablized backfill material shall consist of a mixture of the dry constilu- (8) Pipe ents described for Class J Concrete. The cement and aggregates shall be thoroughly dry -mixed with no water added to the mixture except as may be directed by the Engineer. General All water pipe installed within dedicated utility easements or any other privately owned property shall be Ductile Iron Pipe of Thickness Class 52 wrapped as indicated, except for sizes over 24 inches, Concrete Pressure Pipe, Steel Cylinder Type, conforming to the requirements of AWWA C -301 will be acceptable. There may be no service con- nections to Concrete Pressure pipe installed in these areas. All service tubing (3/4 inch thru 2 inches) installed in any such private property shall be 150 psi annealed seamless Type K copper tubing with no sweat or soldered joints. The quality of materials, the process of manufacture and the finished pipe shall be subject to inspection and approval by the Engineer at the pipe manufactunng plant and at the project site prior to and during installation. (a) Asbestos Cement 1. Asbestos cement water pipe, couplings and fittings shall conform to AWWA C -400, Class 200 asbestos cement wastewater pipe, couplings and fillings shall conform to ASTM C 428, Class 2400, Type II. 2. Size - Nominal sizes from 6 to 12 inches. 3. Pipe and Gasket Marking All components of AC pipe shall be marked with the manufacturer's identification, size, year of manufac- ture and the class of pipe. - (b) Iron Pipe Ductile Iron Pipe shall conform to AWWA C -151 of the class indicated. Pipe shall be cement lined and outside standard coated conforming to AWWA C -104. 1. Ductile Iron and Gray Iron Fittings Fittings shall conform to AWWA C -110 and may be bell and spigot, mechanical joint, flanged or push -on joint. Fittings shall be cement lined and outside standard coated in accordance with AWWA C -104. 2. Joint Materials All gaskets shall conform to AWWA C -111. Jointing of slipjoint iron pipe shall, without exception, be accomplished with the natural or synthetic rubber gaskets of the manufacturer of that particular pipe being used. A joint lubricant shall be used and applicable recommendations of the manufacturer shall be followed. Bolts for flanged or mechanical joints shall be stainless steel or corrosion resistant, low alloy, high strength steel bolts. Tee -head bolts, hex -head bolts and all nuts shall be marked for ready visual identifi- cation and conform to AWWA C -111. 1' In the event that corrosion resistant bolts are not available and the use of carbon steel bolls is permitted, they must be coated as follows: Nuts and bolts shall be immersed in Koppers Super Tank Solution, inserted and tightened in the ; joint while still wet and all exposed parts touched up with a brush coat immediately after tighten- ing. After an interval of at least 1 hour, the entire joint shall be coated with 1 inch minimum thick- ness of mortar or 2 coats of Koppers Bltumestic #50 or approved equal. 3. Polyethylene Wrap All iron water pipe and fittings shall be wrapped with 8 -mil (minimum) polyethylene film meeting AWWA C -105, with all edges and laps taped securely to provide a continuous wrap to prevent contact between ` the pipe and the surrounding backfill and bedding material. Repair rips, punctures or other damage to the polyethylene with adhesive tape. Page3 04/17/86 510 (c) Concrete 1. General Pipe shall conform to ASTM C 76 for Circular Pipe. Concrete pipe smaller than 12 inches in diameter shall conform to ASTM C 14, Extra Strength. All pipe shall be machine made or cast by a process which will provide 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 hatch- ing facility from which the quality and uniformity of the concrete can be assured. Transit mixed concrete will not be acceptable for use in precast pipe. The pipe shall be Class 111 or the class indicated. Storm sewer pipe shall be of the tongue and groove or 0 -ring joint design. Wastewater pipe shall be of the 0 -ring joint design. 510 04/17/86 Page 4 2. Marking ' Pipe marking shall be waterproof and conform to ASTM C 76. Marking of Life Design shall be included on wastewater pipe. 3. Minimum Age for Shipment Pipe shall be considered ready for shipment when it conforms to the tests specified in ASTM C 76. 4. Joint Materials When constructing storm sewers, the Contractor shall have the option of making joints with either of the following materials: a. Mortar Mortar for joints shall meet the requirements set forth above in "Mortar" b. Cold Applied Preformed Plastic Gaskets Cold Applied Plastic Gaskets shall be suitable for sealing joints of tongue and groove con- crete pipe. The gasket sealing the joint shall be produced from blends of refined hydrocar- bon 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 size of the plastic gasket joint sealer shall be in accordance with the manufacturer's recommendations and sufficient to obtain squeeze -out around the joint. The gasket joint sealer shall be protected by a suitable removable wrapper designed that may be removed longitudinally without disturbing the joint sealer to facilitate application. The chemical composition of the gasket joint sealing compound as shipped shall meet the following requirements: Composition - Bitumen (petroleum plastic content) (% by weight) , Ash -inert Mineral Water (% by weight) Volatile Matter (at 325 F) (% by weight) Test Method Typical Analysis ASTM D 4 50 - 70 Tex -526 -C 30 -50 Tex -506 -C 2.0 Maximum The gasket joint sealing compound when immersed for 30 days at ambient room tempera- ture separately in 5 percent solution of caustic potash, a mixture of 5 percent hydrochloric acid, a 5 percent solution of sulfuric acid and a saturated FI,S solution shall show no visible deterioration. The physical properties of the gasket joint sealing compound as shipped shall meet he fol- lowing requirements: Property 6. Sulfide and Corrosion Control AWWA C -301 — Any Size AWWA C -303 — 24 inch maximum size Test Method Specific Gravity at 77 F ASTM D 71 . 1.20 Ductility at 77 (cm) Minimum Tex -503 -C 5.0 Softening point at 77 F Minimum Tex -505 -C 320 F Penetration: 32 F (300 g) 60 sec Tex -502 -C 75 77 F (150 g) 5 sec Tex -502 -C 50 115 F (150 g) 5 sec Tex -502 -C Flashpoint C.O.C. F Tex -502 -C 600 F Fire Point C.O.C. F Tex -504 -C 625 F Concrete steel cylinder pipe shall meet one bf the following specifications: Typical Analysis Minimum Maximum 1.35 120 150 When constructing wastewater lines, the Contractor shall use 0 -ring gasket joints conforming to ASTM C 443. Just before making a joint, the ends of the pipe shall be clean, dry, free of any foreign matter, lumps, blisters, excessive coal -tar coating and grease or oil and shall be wire brushed. The gasket and the inside surface of the bell shall be lubricated with a light film of sok vegetable soap compound to facilitate assembly of the joint. Rubber 0 -ring gaskets shall be stretched uniformly in the joint. No hori- zontal or vertical angles in the alignment of waste water pipes shall be permitted unless indicated. The spigot shall be centered in the bell, the pipe pushed uniformly home and brought into true alignment. Bedding material shall be placed and tamped against pipe to secure the joint. 5. Bends When horizontal or vertical angles in the alignment of storm sewers are Indicated, a bend shall be constructed with a minimum of a 6 inch reinforced concrete collar or as indicated. The bend shall be prefabricated. All bends shall be water tight, have a smooth flow line and be equal in strength to the adjacent pipe. All concrete pipe used for wastewater installations shall be protected from sulfide and corrosion damage by using limestone aggregate or wall thickness pipe which meets the 100 year life design. (d) Concrete Steel Cylinder (CSC) Pipe 1. General Requirements The Contractor shall submit to the Engineer for approval along with other required data a tabu- lated layout schedule with reference to the stationing and grade lines to be used. The manufacturer shall furnish all fittings and special pieces required for closures, i bends, branches, manholes, air valves, blowoffs and connections to main line valves and other fittings as indicated. Each pipe length, fitting and special joint shall have plainly marked on the bell end of the pipe, the head condition for which it is designed. In addition, marking will be required to indicate the location of each pipe length or special joint in the line and such markings will be referenced to the layout schedules and drawings and submitted for approval. Hydrostatic testing of concrete steel cylinder fittings during fabncation will not be required. 2. Design and Inspection ' Where not otherwise indicated, concrete steel cylinder pipe shall be Class 150, designed to with- stand a vacuum of not less than 28 feet of water in addition to other loads. Valve reducers, tees and outlets from a pipe run shall be designed and fabricated so that all stresses are carried by the steel plate forming the fitting or outlet. - All pipe flanges shall conform to AWWA C -207, requirements for standard steel flanges of pres- sure classes corresponding to the pipe class. Pipe to be installed in a tunnel or encasement shall be manufactured with 1 inch thick by 24 inch wide skid bands of mechanically impacted mortar in addition to the normal coating. Page 5 04/17/86 510 510 04/17/86 Page 6 All concrete steel cylinder fittings shall be constructed of steel plate of adequate strength to with- stand both intemal pressure and extemal loading. Rod reinforcing shall not be used to figure the required steel area. The fittings shall have a concrete lining and 1 inch minimum coating of cement mortar, except that centnfugally spun lining need not be reinforced. Minimum lining thickness shall be i/ inch for 16 inch pipe and 3 /. inch for sizes larger than 16 inch pipe. Where it is impractical to place such concrete protection on interior surfaces of small outlets, 2 coats of "Bitumastic Tank Solution" shall be applied. No fitting shall be made by cutting of standard pipe, except that outlets of less than 75 percent of the pipe diameter may be placed in a standard pipe. Beveled spigots may be placed on standard pipe. 3. Joint Materials Joints shall be of the rubber gasket type conforming to the applicable standards. The inside and outside recesses between the bell and spigot shall be completely filled with Cement Grout in ac- cordance with the pipe manufacturer's recommendations. Grout materials for Jointing such pipe, unless otherwise indicated, shall be as described herein. (e) Polybutylene Tubing All polybutylene (PB) plastic tubing shall be pressure rated at 250 psi working pressure and must bear the National Sanitation Foundation seal of approval for potable water service. The color of polybutylene tubing shall be blue. 1. Applicable Specifications All polybutylene plastic tubing shall conform to: ASTM D 2581 — Specification for Polybutylene Molding and Extrusion Materials. ASTM D 2666 — Specification for Polybutylene (PB) Plastic Tubing. 2. Material Requirements The polybutylene plastic tubing shall be homogenous throughout and free of visible cracks, holes, foreign inclusions or other injurious defects. It shall be uniform in color, opacity, density and other physical properties. The polybutylene plastic extrusion compound shall meet the requirements of Type II, Grade I, ASTM D 2581. Clean, reworked material, generated from the manufacturer's own tubing production may be used by the same manufacturer, as long as the tubing produced meets all the requirements of this specification. 3. Functional Requirements The polybutylene tubing shall not fail, balloon, burst or weep (this means a slow leak) as defined in Section 5 of ASTM D 1598, when tested in accordance with Section 7.6 of ASTM D 2666 (Sus- tained Pressure Test). The minimum burst pressure shall be 440 psi at 73 4 F determined in accor- dance with ASTM D 1599. The time of testing of each specimen shall be between 60 and 70 seconds. The polybutylene tubing shall be rated for use with water at 73.4 F at maximum working pressure of 250 psi. The tubing shall satisfactorily couple to standard brass water works flare fit- tings by ordinary cold methods, with no heating necessary. Permanent marking on the tubing shall include the following information at intervals of not more than 5 feet: Nominal tubing size. The type of plastic material, i.e., PB2110. The Dimension Ratio (DR) or the pressure rating in psi for water at 73.4 F (e.g, DR 9. 250 psi). Tubing shall conform to ASTM D 2666. The manufacturer's name or trade mark and code. It shall also include the seal of approval (NSF mark) of the National Sanitation Foundation. The tubing shall be standard copper tube size equal to DR9; standard sizes, dimensions and toler- ances shall be as follows: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (1) Polyethylene Tubing Nominal Outside Diameter Wall Thickness Tube Size Average Tolerance Minimum Tolerance (Inches) (Inches) (inches) (inches) (inches) 0.875 "±.008 0.097 + 010 1 1.125 ±.010 0.125 +.012 11/4 'i.375 ±.010 -• 0.153 +,015 11/2 1.625 ±.012 0.181 +,018 2 2.125 ±.012 0.236 +,024 1, General All polyethylene (PE) plastic tubing shall be high density, high molecular weight plastic tubing, pressure rated at 200 psi working pressure and must bear the National Sanitary Foundation seal of approval for potable water service. When tested for Environmental Stress Cracking, the PE tubing shall not show any loss of pressure in the 6 specimens tested for 3 hours in accordance with the requirements of ASTM D 2737 using the test pressure of 400 psi at 73.4 F. The minimum burst pressure shall be 630 psi at 73.4 F determined in accordance with ASTM D 1599, latest revision. The time of testing of each specimen shall be between 60 and 70 seconds. The tubing shall not fail, balloon, burst or weep as defined in ASTM D 1598, latest revision, when tested in accordance with the Sustained Pressure Test Method of ASTM D 2737 but under the following lest conditions: Temperature Time Pressure . 73.4 F . 1,000 hours 400 psi 100 F 1,000 hours 330 psi 2. Markings Permanent marking on the tubing shall include the following at intervals of not more than 5 feet: Nominal tubing size The type of plastic material, i.e., PE 3408. The Standard Dimension Ratio (SDR) and the pressure rating in psi for water at 73.4 F (e.g , SDR -9, 200 psi). ASTM D 2737 designation. The manufacturer's name or trademark code and seal of approval (NSF mark) of the Na- tional Sanitation Foundation. 3. Tube Size PE tubing shall be standard copper tube size outside diameter, with Standard Dimension Ratio (SDR) of 9. Standard sizes, dimensions and tolerances shall be as follows: Nominal Outside Diameter Wall Thickness Tube Size Average Tolerance Minimum Tolerance (inches) • (inches) (inches) (inches) (inches) 0.875 '_0.004 0.097 +0.010 1 1.125 ±0.005 0.125 +0.012 1.375 ±0.005 - 0.153 +0015 11/2 1.625 '_0.006 0.181 +0 018 2 2.125 '_0.006 0.236 4 0.024 Page 7 - 04/17/86 510 (1) 510 04/17/86 Page 8 (g) Copper Tubing All copper service tubing shall be annealed seamless Type K water tube rated at 150 psi working pres- sure. The tubing shall be homogenous throughout and free from cracks, holes, crimping, foreign inclu- sions or other defects. It shall be uniform in density and other physical properties. Nominal Outside Diameter Wall Thickness Tube Size Average Tolerance Minimum Tolerance (inches) (inches) (Inches) (inches) (inches) Y 0.625 ±0.0025 0.049 ±0.004 0.875 ±0.003 0.065 ±0.0045 1 1.125 ±0.0035 0.065 ±0.0045 1'/4 1.375 ±0.004 0.065 ±0.0045 11/2 1.625 ±0.0045 0.072 ±0.005 2 2.125 ±0.005 0.083 =0.007 (h) Service Connection Fittings All fittings used in customer service connection — tapping mains, connecting meters, etc. — must be currently listed in the "Standard Products List" or shown on the Standards. (1) Brass Goods All brass stops, couplings, bends, connections, nipples and miscellaneous brass pipe fittings and ac- cessories used in meter connections, copper service lines, air release piping assemblies and wherever needed in the water distribution system, shall conform to the standards set within AWWA C -800, except as herein modified or supplemented. Unless otherwise noted, the goods described herein shall be fabricated of standard Red Brass (Water- works Brass) consisting of 85 percent copper and 5 percent each of tin, lead and zinc. Exposed threads shall be covered with plastic caps or sheeting to protect the threads. Brass Goods of each type and class shall be compatible with other fittings in common usage for similar purposes. Where not otherwise indicated, all such materials shall meet the following requirements: Corporation stop thread (where used) shall conform to Table 1, Figure 1, AWWA C•800. com- monly called the Mueller Thread. Corporation stops with iron pipe threads are also permitted. Iron pipe threads shall conform to ANSI 82, 1 -1969 and Table 9, Figure 9, of AWWA C -800. Copper fittings threads shall conform to Table 2 and 3, Figure 2 and 3 of AWWA C -800 and ANSI 01.1960 with approximate tolerance of Class 2. Flanges shall conform to ANSI BI6.1, Class 125 (or Class 250 where so noted), as to dimensions, drillings, etc. Brass pipe shall conform to the weight and dimensions of Table 2 in the appendix for AWWA C -800. All fittings shall be suitable for use at hydrostatic working pressures up to 150 psi. - PVC — Plumbing Pipe 1. General Polyvinyl chloride pipe and fittings shall be Type I, Grade 1, schedule 40, 200 psi conforming to the City of Austin plumbing code, CS 270 and PS 21. 2. Physical Requirements Pipe shall be extruded from 100 percent virgin unplasticized Type 1, Normal Impact Polyvinyl Chloride (PVC) to conform to the following minimum physical properties: Specific Gravity 1.36 -1.40 Tensile Strength at 78 F (PSI) 7,500 Compression Strength (PSI) 9.400 Modulus of Elasticity 410,000 Coefficient of Linear Expansion 6.70 K/Cx10-' 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Izod Impact at 78 F (tt. lbs. /in. notch) 0.7 -1.5 . Burning Rate Self Extinguishing Heat Distortion at 264 PSI 160 F 3. Visual Inspection Pipe shall be homogenous throughout' and free from visible cracks, holes or foreign materials. Pipe shall be free from blisters, wrinkles and dents. This inspection shall be made on each length of pipe. _ - I 4. Dimensions and Tolerance - Dimensional measurements of plastic pipe will be made on the outside diameter, wall thickness and out -of- roundness. Pipe not meeting these requirements shall be rejected. Dimensions and tolerances shall be in accordance with Commercial Standard CS 256 -63. 5. Marking and Identification All PVC pipe shall be continuously and permanently marked with the following information: manu- facturer's name, pipe size, class or schedule, type of pipe and material. When used for potable water line, the pipe shall be stamped with the National Sanitation Foundation seal for potable water pipe. 6. PVC Pipe Fittings All fittings shall be of schedule 40 or heavier plasticized polyvinyl chloride 7. Inspection and Testing of Materials Test certificates from a testing laboratory and /or guarantee by the manufacturer satisfactory to the Engineer shall be furnished for the pipe and fittings to be incorporated in the work. As required by the Engineer, certificates shall be submitted for other materials to be incorporated in the work. These certificates,'stating that the materials meet the requirements of the specifications, will be required before permission is given to incorporate such materials in the work. The cost of this inspection and testing will be paid for by the Contractor and shall be included in his price bid for such materials complete in place. Any material brought on the ground for use in the work and deemed by the Engineer as unsuitable or not in conformity with the specifications shall be removed from the site of the work by the Con- tractor upon receipt of written notice from the Engineer to that effect. Handling of PVC Pipe and Fittirgs - The Contractor is cautioned to exercise care in handling, loading, unloading and storing PVC pipe and fittings. All PVC pipe and fittings will be stored under cover before using and will be trans- ported in a vehicle with a bed long enough to allow the length of pipe to lay flat so as not to be subject to undue bending or concentrated external load at any point. Any section of pipe that has been dented or damaged will be discarded until said section of pipe is cut out and rejoined with a coupling. - 9. Threaded Connections On PVC to metal connections, the Contractor shall work the metal connections first. A nonharden- ing pipe dope such as Permatex #2 or equal shall be used on all threaded PVC to metal joints and light wrench pressure is all that should be used. Where threaded PVC connections are required, use threaded PVC adapters into which the pipe may be welded. (k) Polyvinyl Chloride Water Pipe 1. General All polyvinyl chloride (PVC) water pipe shall be of the rigid (UNPLASTICIZED) type and must bear the National Sanitation Foundation seal of approval for potable water pipe. Each joint of pipe shall consist of single continuous extrusion; bells or other components attached by solvent welding are not acceptable. Pipe shall be pressure rated at 200 psi (SDR -14), or 150 psi (SDR -18) as indicated. Page 9 04/17/86 510 1. General 510 04/17/86 Page 10 Pipe shall have push -on, rubber gasket joints of the bell and spigot type with thickened integral bells or of the double spigot type with thickened coupling sleeves with rubber gasket joints. The wall thickness of each pipe bell and joint coupling must be greater than the standard pipe barrel thickness. Clearance must be provided in every gasket joint for both lateral pipe deflection and for linear expansion and contraction. Solvent welding of PVC water pipe shall not be allowed. All fittings shall conform to AWWA C -110. 2. Applicable Specifications Except as modified or supplemented herein. PVC pipe shall meet the following standards: AWWA C -900 for 4 inch to 12 inch PVC Plastic Pipe, having Cast Iron Pipe size outside diameter. . 3. Material Requirements All pipe and fittings shall be made from clean, virgin, NSF approved, Class 12454B PVC. Clean reworked materials generated from the manufacturer's own production may be used within the current limits of the referenced AWWA C -900. 4. Physical Requirements Pipe shall be extruded from 100 percent virgin unplasticized Type 1. Normal Impact Polyvinyl Chloride (PVC) to conform to the following minimum physical properties: Specific Gravity Tensile Strength at 78 F (psi) Compression Strength (psi) Modulus of Elasticity Coefficient of Linear Expansion Izod Impact at 78 F, (ft. Ibs.fin. notch) Burning Rate Heat Distortion at 264 (psi) Nominal Tube Size (inches) Outside Diameter Average Tolerance (inches) (inches) 4 4.800 ±0.009 6 6.900 ±0.011 8 9.050 ±0.015 10 11.100 ±0015 12 13.200 ±0.015 (I) Polyvinyl Chloride (PVC) Pipe (Nonpressure) and Fittings 1.36 -1.40 7,500 9,400 410,000 6.70 K/Cx10 - ' 0.7 -1.5 Self Extinguishing 160 F Wall Thickness DR14 Minimum Tolerance (inches) (inches) 0.343 0.493 0.646 0.793 0.943 +0.041 +0.059 +0.078 1-0.095 +0.113 Where PVC sewer or wastewater pipe is indicated, n shall conform to ASTM D 3034, Type PSM or ASTM F 679 Type T -1 Wall Polyvinyl Chloride (PVC) sewer pipe and fittings. Minimum wall dimen- sion ratio shall be SOR 35. 2. Joint Material PVC pipe shall have elastomeric gasket joints conforming to ASTM D 3212: gaskets I0 ASTM F 477. 3. Pipe Markings Permanent marking on the pipe and fittings shall include the following at intervals of not more than 5 feet: Manufacturer's name and/or trademark. Nominal pipe size. Minimum cell classification (12454 -B). - The legend "Type PSM SDR 35 PVC Sewer Pipe ". Designation ASTM D or ASTM F 679 Pipe. (m) Steel Pipe 1. Standard Weight ASTM A 53, Schedule 40. 2. Extra Heavy Weight Seamless ASTM A 53, Schedule 80. 3. Fittings .. - Nipples and fillings extra strong Federal Specification WW -N 351 or WW -P 521. 4. Coatings - Black or galvanized as indicated. (n) Continuous Welded Steel Pipe and Fittings for Water -Pipe 1. General Reference Standards Specification. •w a. Specifications of the American Water Works Association (AWWA) listed below shall apply to this Section. ( C -200 Steel Water Pipe 6 Inches and Larger. C -205 Cement -Mortar Protective Lining and Coating for Steel Water Pipe, 4 inches and larger, Shop Applied. C -206 Field Welding of Steel Water Pipe. C -207 Steel Pipe Flanges for Waterworks Services, Sizes 4 Inches through 144 Inches. C -208 Dimensions for Steel Water Pipe Fittings. C -602 Cement - Mortar Lining of Water Pipelines, 4 Inches and Larger in Place. 2. Submittals a. Furnish shop drawings, product data, design calculations and test reports as described below: Certified copies of mill tests confirming the type of materials used in steel plates, mill pipe flanges and bolts and nuts to show compliance with the requirements of the ap- plicable standards. (2) Complete and dimensional working drawings of all pipe layouts. Shop drawings shall include the grade of material, size, wall thickness of the pipe and fittings, type and location of fittings and the type and limits of the lining and coating systems of the pipe and fittings. (3) Product data to show compliance of all couplings, supports, fittings, coatings and re- lated items. ' * 3. " Job Conditions a. The intemal design pressure of all steel pipe and fittings shall be as indicated. b The intenor of all steel pipe for pot water, 4 inches and larger, shall be cement - mortar lined. Page 11 04/17/86 510 510 04/17/86 Page 12 4. Manufacturing a. Description Pipe shall comply with AWWA C -200. (1) Circumferential deflection of all pipe in -place shall not exceed 2.0 percent of pipe diameter. (2) Diameter b. Wall Thickness Nominal pipe diameter shall be the inside diameter of lining or pipe barrel, unless otherwise designated in Job Conditions. (1) Steel pipe wall thickness shall be designed for the internal and external loads speci- fied in this section and as indicated. The cylinder thickness needed to resist internal pressure shall be based on an allowable stress in the steel equal to 1/2 the minimum yield stress of the material used. 5. Fittings a. Welded Fabricated steel Iftings shall be of the same material as pipe and shall comply with AWWA C -208. 6. Flanges a. Flanges shall comply with the requirements of AWWA C -207. Class 0 or Class E. The class shall be based on operating conditions and mating flanges of valves and equipment.. b. Gaskets shall be cloth- inserted rubber, i/e inch thick. c. Flanges shall be flat faced with a serrated finish. 7. Pipe Joints a. Lap Joints for Field Welding ( Lap joints for field welding shall conform to AWWA C -206. This item applies only to pipes 72 inches in diameter and larger. (2) The bell ends shall be formed by pressing on a hydraulic expander or a plug die. After forming, the minimum radius of curvature of the bell end at any point shall not be less than 15 times the thickness of the steel shell. Bell ends shall be formed in a manner to avoid impairment of the physical properties of the steel shell Joints shall permit a lap of at least 1 h inches when assembled. The longitudinal or spiral weld on the inside of the bell end and the outside of the spigot end on each section of pipe shall be ground flush with the plate surface. The inside edge of the bell and the outside edge of the spigot shall be scarfed or lightly ground to remove the sharp edges or burrs. b. Bell and Spigot Joints with 0 -Ring Gasket (1) Bell and spigot joints with rubber gasket shall conform to AWWA C -200. (2) The bell and spigot ends shall be so designed that when the joint is assembled, it will be self- centered and the gasket will be restrained or confined to an annular space in such manner that movement of the pipe or hydrostatic pressure cannot displace it Compression of the gasket when the joint is completed shall not be dependent upon water pressure in the pipe and shall be adequate to ensure a watertight seal when subjected to the specified conditions of service. Bell and spigot ends shall be welded on preformed shapes. The bell and spigot ends shall conform to the reviewed shop drawings. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (0 ) 8. Interior and Exterior Protective Surface Coatings a. Exterior Surface to be mortar coated shall conform to AWWA C -205 for shop application and AWWA C -602 for field application. Pipe materials shall be the product of an organiza- tion which has had not less than 5 years successful experience manufacturing pipe materi- als and the design and manufacture of the pipe, including all materials, shall be th'e product of one company. b. All surfaces except as noted in c and d below shall receive shop application of mortar lining and coating. c. Field Welded Joints. After installation, clean, line and coat unlined or uncoated ends adja- cent to welded field joints, including the weld proper, as specified for pipe adjacent to the weld. d. Machined Surfaces. Shop coat machined surfaces with a rust preventative compound. After jointing surfaces, remaining exposed surfaces shall be coated per a and b above. Corrugated Metal Pipe 1. General u • Pipe shall be corrugated continuous lock or welded seam helically corrugated pipe. Corrugated metal pipe may be galvanized steel, aluminized steel or aluminum conforming to the following: Galvanized Steel - AASHTO M 218 Aluminized Steel AASHTO M 274 Aluminum AASHTO M 197 Where reference is made herein to gage of metal, the reference is to U.S. Standard Gage for uncoated sheets. Tables in AASHTO M 218 and AASHTO M 274 list thicknesses for coated sheets in inches. The Tables in AASHTO M 197 list thicknesses in inches for clad aluminum sheets. Sampling and testing of metal sheets and coils used for corrugated metal pipe shall be in accor- dance with SDHPT Test Method Tex - 708 -I. Damaged spelter coating shall be repaired by thoroughly wire brushing the damaged area and removing all loose, cracked or weld- burned spelter coating. The cleaned area shall be painted with a zinc dust -zinc oxide paint conforming to Federal Specifications TT -P 641b. Damaged pipe shall be rejected and removed from the project. Damaged aluminized coating shall be repaired in accordance with the manufacturer's . recommendations. The following information shall be clearly marked on each section of pipe: Thickness and corrugations Trade Mark of the manufacturer Specification compliance 2. Fabrication a. Steel Pipe Galvanized or aluminized steel pipe shall be full circle or arch pipe conforming lc AASHTO M 36, Type I or Type II as indicated. 11 may be fabricated with circumferential corrugations, lap joint construction with riveted or spot welded seams or it may be fabricated with helical corrugations with continuous helical lock seam or ultra high frequency resistance butt - welded seams. Aluminum Pipe Pipe shall conform to AASHTO M 196, Type I, circular pipe or Type II, pipe arch as indi- cated. It may be fabricated with circumferential corrugations, lap joint construction with riveted or spot welded seams or It may be fabricated with helical corrugations with a con- tinuous helical lock seam. Page 13 04/17/86 510 Portions of aluminum pipe that are to be in contact with high chloride concrete or inetal ' other than aluminum, shall be insulated from these materials by a coating of bituminous material. The coating applied to the pipe or pipe arch to provide an insulation between the aluminum and other material shall extend a minimum distance of 1 foot beyond the area of ' contact. 3. Selection of Gages t The pipe diameter, permissible corrugations and required gauges shall be as indicated. Table I • ' • Corrugated Steel 2% inches by 94 inch Corrugations Full Circle Pipe t Minimum Cover, Thickness Top of Pipe to Pipe Top of 0.064 Inch 0.079 Inch 0.109 Inch 0.138 Inch 0.168 Inch Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage Inches Maximum Fill Height Above Top of Pipe in Feet* ' 12 12 112 122 157 , 164 171 15 12 90 97 125 131 137 , 18 12 75 81 ` 104 109 114 21 12 64 70 82 94 98 24 12 56 60 69 78 86 27 •12 50 54 60 67 73 , 30 12 49 51 55 59 65 33 12 41 44 52 55 59 36 12 37 41 49 52 55 42 12 41 45(57) 46(90) 49(94) 50(98) ' 48 12 — 43(50) 44(78) 46(82) 47(86) 54 12 — 43 43(70) 44(73) 45(76) 60 12 — 43(63) 43(66) 44(69) 66 12 — 43(60) 43(62) , 72 12 — 43(55) 43(57) 78 12 — - — — 42(53) 84 12 — — — — 42(49) 1 • Fill heights in ( ) apply when pipe is 5 percent vertically elongated prior to installation. Note: Thickness in inches, as shown above, refers to the coaled metal after galvanizing. 1 The line in the gage columns is drawn below the maximum diameter allowed for that gage. Table II ' Corrugated Steel 3 inches x 1 inch or 5 inches x 1 inch Full Circle Pipe ' Minimum Cover, Thickness Top of , Pipe to Pipe Top of 0.064 Inch 0.079 Inch 0.109 Inch 0.138 Inch 0.168 Inch Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage 1 Inches Maximum Fill Height Above Top of Pipe in Feet 48 12 48 52(60) 56(89) 61(107) 60(118) , 54 12 43 48(53) 52(79) 55(95) 58(105) 60 12 38 46(48) 49(71) 51(85) 53(95) 66 12 35 43 47(65) 48(78) 50(86) 510 04/17/86 Page 14 1 Table ll (continued) • Corrugated Steel 3 inches x 1 inch or 5 inches x 1 inch Full Circle Pipe Minimum Cover, Thickness Top of Pipe to - Pipe Top of 0.064 Inch 0.079 Inch 0.109 Inch 0.138 Inch 0.168 Inch Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage Inches Maximum Fill Height Above Top of Pipe in Feet' 72 12 32 40 45(59) 47(71) • 48(79) 78 12 29 36 . 44(54) 45(66) 46(73) 84 12 — - 34 ' 43(51) 44(61) 45(68) 90 - 12 — 32 43 44(57) 44(63) • 96 12 — 30 43 43(53) - 44(59) 102 24 — 28 42 43(50) 43(56) 108 24 — — 39 42 43(53) 114 24 — . — 37 42 42(50) 120 24 — — 35 ' 42 42 x • Fill heights in () apply when pipe is 5 percent vertically elongated prior to installation. Note: Thickness in Inches, as shown above, refers to the coated metal after galvanizing. The line in the gage columns is drawn below the maximum diameter allowed for that gage. Table III Corrugated Aluminum 23'3 inches x + inch Corrugations Full Circle Pipe Minimum Cover, Thickness Top of Pipe to Pipe Top of 0.060 Inch 0.075 Inch 0.105 Inch 0.135 Inch 0.164 Inch Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage Inches Maximum Fill Height Above Top of Pipe in Feet* 12 12 45 • 45 77 — — 15 12 ' 36 37 . 56 — — 18 12 28 30 36 43 49 24 12 22 23 25 28 31 27 12 20 21 23 25 27 30 , 12 18 18 21 23 24 33 12 16 17 20 21 22 36 12 — 15 19 20 21 - ' . 42 12 — — 19 19 20 48 15 — 18 18 19 54 16 - — — 17 18 18 60 16- — — — 16 18 66 18 — — — 12 15 72 20 • — — — 18 11 78 20 — — — — 9 84 20 — — — — 7 • Fill heights in () apply when pipe is 5 percent vertically elongated prior to installation. Note: Thickness in inches, as shown above, refers 10 the clad sheet. The line in the gage columns is drawn below the maximum diameter allowed for that gage. Page 15 04/17/86 510 Table IV Corrugated Aluminum 3 Inches x 1 Inch or 6 inches x 1 inch Corrugations Full Circle Pipe Minimum Cover, Thickness Top of Pipe to Pipe Top of 0.060 Inch 0.075 Inch 0.105 Inch 0.135 Inch 0.164 Inch Diameter Subgrade 16 Gage 4. 14 Gage 12 Gage 10 Gage 8 Gage Inches Maximum Fill Height Above Top of Pipe In Feet* 30 12 27 30 35 41 46. 36 12 23 24 28 30 34 42 14 21 22 24 26 28 48 16 20 20 22 23 24 54 18 19 19 20 21 22 60 20 18 19 20 20 21 66 22 — 18 19 19 20 72 24 17 19 19 19 78 26 — 18 18 19 84 26 15 18 18 90 24 — 16 18 96 24 — 14 16 102 30 — — — 14 108 30 — — — 12 114 30 — . — — 10 120 30 — — — 8 Fill heights in ( ) apply when pipe is 5 percent vertically elongated prior to installation. Note: Thickness in inches, as shown above, refers to the clad sheet. The line in the gage columns is drawn below the maximum diameter allowed for that gage. For pipe arch. the design size and permissible corrugations only will be indicated. since the shape and minimum gage for pipe arch shall be as designated in Tables A, 5. C or D for the specified design size and corrugation for metal pipe. Table A Steel Pipe Arch 2% Inch by 1 Inch Corrugations H -20 Loading Coated Equivalent Diameter Design 'Span 'Rise Min. Cover Min. Gage Thickness Full Cir. Pipe Size Inches Inches Inches Required Inches Inches 1 17 13 12 16 0.064 15 2 21 15 12 16 0.064 18 3 28 20 12 16 0.064 24 4 35 24 12 16 0.064 30 5 42 29 12 14 0.079 36 6 49 33 12 14 0.079 42 7 57 38 12 12 0.109 48 8 64 43 12 12 0.109 54 9 71 47 12 10 0.138 60 The fill heights for all sizes of pipe arch are limited to a maximum of 7 feel 510 04/17/86 Page 16 A tolerance of plus or minus 1 inch or 2 percent of equivalent circular diameter, whichever is greater, will be permissible in span and rise, with all dimensions measured from the inside crests of the corrugations. Table B Steel Pipe Arch 3 Inch by 1 Inch Corrugations H -20 Loading Coated - Equivalent Diameter Design *Span *Rise Min. Cover Min. Gage Thickness Full Cir. Pipe Size Inches Inches Inches Required Inches Inches 7 53 41 12 12 0.109 48 8 60 46 12 12 0.109 54 9 66 51 12 12 0.109 60 10 73 55 12 12 0.109 66 11 81 59 12 12 0.109 72 12 87 63 12 12 0.109 78 13 95 67 12 12 0.109 84 14 103 71 18 12 0.109 90 15 112 75 18 12 0.109 96 16 117 79 18 12 0109 102 17 128 83 24 12 0.109 108 18 137 87 24 10 0.138 114 19 . 142 91 24 10 0.138 - 210 The fill heights for 'all sizes of pipe arch are limited to a maximum of 10 feel. A tolerance of plus or minus 1 inch or 2 percent of equivalent circular diameter, whichever is greater, will be permissible in span and rise, with all dimensions measured from the inside crests of the corrugations. Table C Steel Pipe Arch 5 lnch by 1 Inch Corrugations H -20 Loading Coated Equivalent Diameter Design *Span *Rise Min. Cover Min. Gage Thickness Full Cir. Pipe Size Inches Inches Inches Required Inches Inches 11 81 59 12 12 0.109 72 12 87 63 12 12 0.109 78 13 95 67 12 • 12 0.109 84 14 103 71 18 _ 12 0.109 90 15 112 75 18 12 . 0.109 96 16 117 79 - 18 12 0.109 102 17 128 83 24 10 0.138 108 18 137 87 24 10 0.138 114 19 142 91 24 10 0.138 120 The fill heights for all sizes of pipe arch are limited to a maximum of 10 feet. A tolerance of plus or minus 1 inch or 2 percent of equivalent circular diameter, whichever is greater, will be permissible in span and rise, with all dimensions measured from the inside crests of the corrugations. Page 17 04/17/86 510 Table D Aluminum Pipe Arch 2 Inch by' Inch Corrugations H -20 Loading Coated Equivalent Diameter Design 'Span 'Rise Min. Cover Min. Gage Thickness Full Cir. Pipe Size Inches Inches Inches Required Inches Inches 1 17 13 12 16 0.060 15 2 21 15 12 16 0.060 18 3 28 20 12 14 0.075 24 4 35 24 12 14 0.075 30 5 42 29 18 12 0.105 36 6 49 33 18 12 0.105 42 7 57 38 18 10 0.135 48 8 64 43 18 10 0.135 54 9 71 47 18 8 0.164 60 'A11 dimensions are measured from the inside crests of the corrugations. A tolerance of plus or minus 1 inch or 2 percent of the equivalent circular diameter, whichever is greater will be permissible in span and rise. 'The fill heights for all sizes of pipe arch are limited to a maximum of 7 feet. 4. Joint Material 510 04/17/86 Page 18 Except as otherwise indicated, coupling bands and other hardware for galvanized or aluminized steel pipe shall conform to AASHTO M 36 for steel pipe and AASHTO M 196 for aluminum pipe. Field joints for each type of corrugated metal pipe shall maintain pipe alignment during construc- tion and prevent infiltration of soil material during the hie of the installation. Coupling bands shall be not more than 3 nominal sheet thicknesses lighter than the thickness of the pipe to be connected and in no case lighter than 0.052 inch for steel or 0.048 inch for aluminum. Coupling bands shall be made of the same base metal and coating (metallic or otherwise) as the pipe. Coupling bands shall lap equally on each of the pipes being connected to form a tightly closed joint alter installation. Pipes furnished with circumferential corrugations shall be field jointed with corrugated locking bands. This includes pipe with helical corrugations which has reformed circumferential corruga- tions on the ends. The locking bands shall securely lit into at least one full circumferential corru- gation on each of the pipe ends being coupled. The minimum width of the corrugated locking bands shall be as shown below for the corrugation which corresponds to the end circumferential corrugations on the pipes being joined: 101/2 inches wide for 2 inches x 1 inch corrugations. 12 inches wide for 3 inches x 1 inch or 5 inches x 1 inch corrugations. Helical pipe without circumferential end corrugations will be permitted only when r is necessary to join a new pipe to an existing pipe which was installed with no circumferential end corrugations. In this event pipe furnished with helical corrugations at the ends shall be held jollied with either helically corrugated bands or with bands with projections or dimples. The minlmvn width of heli- cally corrugated bands shall conform to the following: 12 inches wide for pipe diameters up to and including 72 inches. 14 inches wide for 1 inch deep helical end corrugations. Bands with projections shall have circumferential rows of projections with one projection for each corrugation. The width of bands with projections shall be not less than the following: 12 inches wide for pipe diameters up to and including 72 inches. The bands shall have 2 circumferential rows of projections. 1 1 1 1 1 1 1 1 1 1 - 1 1 1 1: 1 1 1 1 161/4 inches wide for pipe diameters of 78 inches and greater. The bands shall have 4 cir- cumferential rows of projections. Unless otherwise indicated, al bolts for coupling bands shall be V2 inch diameter. Bands 12 inches wide or less will have a minimum of 2 bolts and bands greater than 12 inches wide shalt have a minimum of 3 bolts. Galvanized bolts may be hot dip galvanized conforming to AASHTO M 232, mechanically gal- vanized to provide the same requirements as AASHTO M 232 or electrogalvanized per ASTM A 164 Type RS. 5. Additional Coatings or Linings �. a. Bituminous Coated Bituminous Coated pipe or pipe arch shall be as indicated both as to base metal and fab- rication and in addition shall be coated inside and out with a bituminous coating which shall meet the performance requirements set forth herein. The bituminous coating shall be 99.5 percent soluble in carbon bisulphide. The pipe shall be uniformly coated inside and out to a minimum thickness of 0.05 inch, measured on the crests of the corrugations. -The bituminous coating shall adhere to the metal tenaciously, shall not chip off in handling and shall protect the pipe from deterioration as evidenced by samples prepared from the coating material successfully meeting the Shock Test and Flow Test in accordance with Test Method Tex - 522 -C. b. Paved Invert Where a Paved Invert is indicated, the pipe or pipe arch, in addition to the fully coated treat- ment described above, shall receive additional bituminous material of the same specifica- tion as above, applied to the bottom quarter of the circumference to form a smooth pave- ' ment with a minimum thickness of % inch above the crests of the corrugations. Cement Lined • (1) General Composition Except as modified herein, pipe shall conform to AASHTO M 36 for lock seam or welded helically corrugated steel pipe. Pipe shall be of full circle and shall be fab- ricated with two annular corrugations for purposes of joining pipes together with band couplers. Lock seams shall develop the seam strength as required in Table 3 of AASHTO M 36. Concrete lining shall conform to the following: Concrete for the lining shall be composed of cement, fine aggregate and water that are well mixed and of such consistency as to produce a dense, homoge- nous, nonsegregated lining. - Cement Portland Cement shall conform to AASHTO M 85. Aggregates shall conform to AASHTO M 6 except that the requirements for gra- dation and uniformity of gradation shall not apply. Mixture - The aggregates shall be sized, graded, proportioned and thoroughly mixed with such proportions of cement and water as will produce a homogenous concrete mixture of such quality that the pipe will conform to the design requirements indicated. In no case, however, shall the proportions of Portland Cement, blended cement or Portland' Cement plus pozzolanic admixture be less than 470 lb /cu. yd of concrete. Thickness The lining shall have a minimum thickness of i/e inch above the crest of the corrugations. Page 19 04/17/86 510 510 04/17/86 Page 20 d. Fiber Bonded - 6. Slotted Drain Storm Sewers Lining Procedures The lining shall be plant applied by a machine traveling through a stationary pipe. The rate of travel of the machine and the rate of concrete placement shall be mechanically regulated so as to produce a homogenous nonsegregated lining throughout. Surface Finish The lining machine shall also mechanically trowel the concrete lining as the unit moves through the pipe. Certification Fumish manufacturer's standard certification of compliance upon request of the purchaser. Joints Pipe shall be joined together with coupling bands made from steel sheets to an indicated thickness 010.064 inch (12 ga.). Coupling bands shall be formed with two corrugations that are spaced to provide seating in the third corrugation of each pipe end without creating more than '/a inch = annular space between pipe ends when joined together. Bands shall be drawn together by two V2 inch galvanized bolts through the use of a bar and strap suitably welded to the band. When 0 -ring gaskets are indicated they shall be placed in the first corrugation of each pipe and shall be compressed by tightening the coupling band. Rubber 0 -ring gaskets shall conform to Section 5.9, ASTM C 361. (2) Causes for Refection Pipe shall be subject to rejection on account of failure to conform to any of the indica- tions. Individual sections of pipe may be rejected because of any of the following: Damaged ends, where such damage would prevent making satistactory joint. Defects that indicate poor workmanship and could not be easily repaired in the field. Severe dents or bends in the metal itself. If concrete lining is broken out. pipe may be rejected or at the discretion of the Engineer, repaired in the field in accordance with the manufacturer's recom- mendation. Hairline cracks or contraction cracks in the concrete lining Is to be expected and does not constitute cause for rejection. Where fiber bonded pipe is indicated. the pipe or pipe arch shall be formed from sheets - whose base metal shall be as indicated. In addition, the sheets shalt have been coated with a layer of fibers, applied in sheet form by pressing them Into a molten metallic bonding. If a paved invert is indicated it shall be in accordance with the procedure outlined above The test for spelter coating is waived for asbestos bonded pipe. The pipes for the slotted dram oullall shall be helically corrugated, lock seam or welded seam pipe. Materials and fabrication shall be in accordance with the above. The metal thickness shall be a minimum 16 gage. The chimney assemblies shall be constructed of /,s inch welded plate or machine formed 14 gage galvanized steel sheets. The height of the chimney required will be as indicated. Metal for the welded plate slot shall meet the requirements of ASTM A 36 and the completed plate slot shall be galvanized after fabrication in accordance with ASTM A 123. - } Weld areas and the heat affected zones where the slot is welded to the corrugated pipe shall be thoroughly cleaned and painted with a good quality asphalt base aluminum paint. 7. Mortar , Mortar shall be composed of 1 part Type !Portland Cement and 2 parts clean, sharp mortar sand suitably graded for the purpose and conforming in other respects to the provisions for fine aggre- gate of Item No. 403, "Concrete for Structures ". Hydrated lime or lime putty may be added to the mix, but in no case shall it exceed 10 percent by weight of the total dry mix. (p) Vitrified Clay Pipe Vitrified Clay Pipe shall conform to ASTM C 700, extra strength clay pipe. The joint material for vitrified clay pipe shall conform to ASTM C 425 compression joints for vitrified clay bell and spigot pipe. 510.3 Construction Methods (1) General Prior to commencing this work, all erosion control and tree protection measures required shall be in place and all utilities located and protected as set forth in Section 00140, "General Conditions of Agreement". Clearing the site shall conform to Item No. 102, "Clearing and Grubbing ". Maintainance of environmental quality protection shall com- ply with all requirements of Section 00140, "General Conditions of Agreement" and Item No. 601, "Salvaging and Placing Topsoil ". The Contractor shall conduct his work such that a reasonable minimum of disturbance to existing utilities will result. Particular care shall be exercised to avoid the cutting or breakage of all existing utilities. If at any time the Contractor damages the utilities in place through his operations, the Contractor shall immediately notify the owner of the utility to make the necessary repairs. When active wastewater sewer lines are cut in the trenching operations, temporary ' flumes shall be provided across the trench, while open and the lines shall be restored when the backfilling has pro- gressed to the original bedding lines of the sewer so cut. The Contractor shall inform utility owners sufficiently in advance of the Contractor's operations to enable such utility owners to reroute, provide temporary detours or to make other adjustments to utility lines in order that the Contractor may proceed with his work with a minimum of delay and expense. The Contractor shall cooperate with all utility owners concerned in effecting any utility adjustments necessary and shall not hold the City liable for any expense due to delay or additional work because of conflicts arising from existing utilities. The Contractor shall do all trenching in accordance with the provisions and the directions of the Engineer as to the amount of trench left unfilled at any time. All excavation and backfilling shall be accomplished as indicated and in accordance with recommendations of the State Health Department Division of Occupational Safety. Where excavation for a pipe line is required in an existing City street, a street cut permit is required and control of traffic shall be as indicated and in accordance with the Texas Manual on Uniform Traffic Control Devices. Wherever existing utility branch connections, sewers. drains, conduits, ducts, pipes or structures present obstruc- tions to the grade and alignment of the pipe, they shall be permanently supported, removed, relocated or recon- structed by the Contractor through cooperation with the owner of the utility, structure or obstruction involved. In those instances where their relocation or reconstruction is impractical, a deviation from line and grade will be ordered by the Engineer and the change shall be made in the manner directed. Adequate temporary support, protection and maintenance of all underground and surface utility structures. drains, sewers and other obstructions encountered in the progress of the work shall be furnished by the Contractor, at his expense and as approved by the Engineer. Where traffic must cross open trenches, the Contractor shall provide suitable bridges. For trenches less than 2 leet in width, sheet steel plates having a minimum thickness of 1/2 inch shall be used. For trenches up to 4 feet in width, sheet steel plates having a minimum thickness of 1 4 inches shall be used. In all cases, the plates shall overlay the top of the trench a minimum of 18 inches on both sides and secured by asphalt. Adequate provisions shall be made for the flow of sewers, drains and watercourses encountered during construction and any structures which may have been disturbed shall be satisfactorily restored upon completion of work. When rainfall or runoff is occurring o"r is forecast by the U.S. Weather Service, the Contractor shall not perform or attempt any excavation or other earth moving work in or near the flood plain of any stream or watercourse or on slopes subject to erosion or runoff, unless given specific approval by the Engineer. When such conditions delay the work, an extension of time for working day contracts will be allowed in accordance with Section 00140, "General Conditions of Agreement ". Page 21 04;17/86 510 (2) Water Line /New Wastewater Line Separation Installation of Water and Wastewater lines shall conform to the latest Water Line /New Wastewater Line Separation guidelines as published by the State Health Department. When new wastewater lines are installed, they shall be no closer to water lines than 9 feet in all directions and parallel wastewater line and water lines must be installed in separate trenches. Where the 9 foot separation distance cannot be achieved, the following procedures shall be used: Where a new gravity wastewater sewer parallels a new water main, the wastewater line shall be constructed of cast iron, ductile iron or PVC pipe meeting AWWA Specifications for use as potable water pipe, with a pressure rating for both the pipe and the joints of greater than or equal to 150 psi. The wastewater line may be placed no closer than 2 feet vertically and 4 feet horizontally from the water line, with the separation distances measured between the nearest outside pipe diameters. The wastewater line shall be installed at a lower elevation than the water line. (3) Where a new wastewater line crosses a water line and that portion of the wastewater line is within 9 feet of the water main it shall be constructed as follows: 510 04/17/86 Page 22 The wastewater line may be placed no closer than 6 inches from the water line. The separation distance must be measured between the nearest outside pipe diameters. The wastewater line shall be located at a lower elevation than the water line wherever possible and one length of the wastewater line must be centered on the water line. Unless wastewater manholes and the connecting sewer can be made completely watertight and tested for no leakage, they must be installed so as to provide a minimum of 9 feet of horizontal clearance from an existing or proposed water line. Where a new wastewater force main parallels or crosses a water main, that portion of the force main which is within 9 feet of the water line shall be constructed of ductile iron or PVC meeting AWWA C -900 specifications. Utility and Storm Sewer Crossings When the Contractor installs a pipe that crosses under a utility structure or storm sewer and the top of the pipe is within 18 inches of the bottom of the utility structure, the pipe shall be encased as specified in Item No. 505. "En- casement and Encasement Pipe ", for a distance of at least 1 foot on either side of the ditch line of the utility structure or the storm sewer. Unless otherwise specified by the Engineer, concrete encasement will not be required for Ductile Iron or AWWA C -900 PVC pipe. When the Contractor installs a pipe that crosses over a utility structure or storm sewer and the top of the utility structure or storm sewer and the top of the utility structure is within 18 inches of the bottom of the pipe, the pipe shall be either Ductile Iron or PVC, unless otherwise specified by the Engineer. (4) Trench Excavation Unless otherwise indicated, all underground piped utilities shall be constructed in an open cut with vertical sides from the bottom of the bedding to a point 1 foot above the pipe with a minimum trench width of 6 ". (Defined as the pipe zone.) The excavation above this point may be stepped and/or the sides laid back to a stable slope. Required vertical sides shall be sheeted and braced to the extent necessary to maintain the sides of the required vertical excavation throughout the construction penod. Adequacy of the sheeting and bracing shall be the responsibility of the Contractor but shall be subject to review by the Engineer. After the pipe has been laid and the backlit' placed and compacted to 12 inches above the top of the pipe, any sheeting, shoring and bracing required may be removed with special care to insure that the pipe is not disturbed. As each piece of sheeting is removed, the space let by its removal must be thoroughly filled and compacted with suitable material and provision made to prevent the sides of the trench from caving until the backlit' has been completed. Any sheeting left in place will not be paid for and shall be considered subsidiary to the pipe item bid. (5) Trench Width Trenches for water and wastewater lines shall have a minimum width of 6 inches and a maximum width of 1 (dot on each side beyond the outside surfaces of the pipe bell or coupling. Trenches for Storm Sewers up to 42 inches shall have a width of 1 foot on each side beyond the outside surfaces of the pipe. Pipes more than 42 inches shall have a trench width not 0 exceed 18 inches on each side beyond the outside surfaces of the pipe. If trench width within the pipe zone exceeds this maximum, the entire pipe zone shall be refilled with approved backlit' material. thoroughly compacted to a minimum of 95 percent of maximum density as determined by SDHPT Test Method Tex -114 -E and then re- excavated to the proper grade and dimensions. Excavation alorg curves and bends shall be so oriented that the Trench and pipe are approximately centered on the centerline of the curve. using short links of pipe and /or bend fillings it necessary. (6) For all utilities to be constructed in fill above natural ground, the embankment shall first be constructed to an eleva- tion not less than :1 foot above the top of the utility after which excavation for the utility shall be made as indicated. Trench Depth and Depth of Cover All pipe and in -line appurtenances shall be laid to the grades indicated. The depth of cover shall be measured from the established finish grade, natural ground surface, subgrade for staged construction, street or other permanent surface to the top or.uppermost projection of the pipe. (a) Where not otherwise indicated, all water piping shall be laid to the following minimum depths. x 1. Water piping installed in undisturbed ground in easements of undeveloped areas which are not within existing or planned streets, roads or other traffic areas shall be laid with at least 36 inches of cover. 2. Water piping installed in existing streets, roads or other traffic areas shall be laid with at least 48 inches of cover below finish grade. 3. Unless approved by the Engineer installation of water piping in proposed new streets will not be permitted until paving and drainage plans have been approved and the roadway traffic areas ex- cavated to the specified or standard paving subgrade, with all parkways and sidewalk areas graded according to any applicable provisions of the drainage plans or sloped uniformly from the curb line to the right of way line. Piping and appurtenances installed in such proposed streets shall be laid with at least 36 inches of cover below the actual subgrade. (b) Where not otherwise indicated, all wastewater piping shall be laid to the following minimum depths: 1. Wastewater piping installed in natural ground in easements or other undeveloped areas which are not within existing or planned streets, roads or other traffic areas shall be laid with at least 42 inches of cover. 2. Wastewater piping installed in existing streets, roads or,other traffic areas shall be laid with at Least 66 inches of cover. 3. ' Wastewater piping installed in such proposed streets shall be laid with at least 48 inches of cover below the actual subgrade. Classification of Excavation Excavation will not be considered or paid for as a separate item of work, so excavated material will not be classified as to type or measured as to quantity. Full payment for all excavation required for the construction shall be included in the various unit or lump sum contract prices for the various items of work installed, complete in place. No extra compensation, special treatment or other consideration will be allowed due to rock, pavement, caving, sheeting and bracing. falling or rising water, working under and in the proximity of trees or any other handicaps to excavation. (8) Dewatering Excavation Underground piped utilities shall not be constructed or the pipe laid in the presence of water. All water shall be removed from the excavation prior to the pipe placing operation to insure a dry firm granular bed on which to place the underground piped utilities and shall be maintained in'such unwatered condition until all concrete and mortar is set. Removal of water may be accomplished by bailing, pumping or by a well -point installation as conditions warrant. In the event that the excavation cannot be dewatered to the point where the pipe bedding is free of mud. a seal shall be used in the bottom of the excavation. Such seal shall consist of Class B concrete, conforming to Item No. 403, "Concrete for Structures ", with a minimum depth of 3 inches. • - - ( (9) Trench Conditions Before attempting to lay pipe, all water, slush, debris, loose material, etc., encountered in the trench must be pumped or bailed out and the trench must be kept clean and dry while the pipe is laid and backfilled. Where needed, sump pits shall be dug adjoining the trench and pumped as necessary to keep the excavation dewatered. Backfilling shall closely follow pipe laying so.that no pipe is left exposed and unattended after initial assembly. All open ends, outlets or other openings in the pipe shall be protected from damage and shall be properly plugged and blocked watertight to prevent the entrance of trench water, dirt, etc. interior of the pipeline shall at all times be kept clean, dry and unobstructed. Where the soil encountered at established tooting grade is a quicksand, saturated or unstable material, the following procedure shall be used unless other methods are indicated: - Page 23 04/17/86 510 All unstable soils shall be removed to a depth of 2 feet below bottom of piped utility. Such excavation shall be carried out to the trench widths above. All unstable soil so removed shall be replaced with concrete seal foundation rock for the entire trench width or coarse aggregate materials placed in uniform layers not to exceed 6 inches, loose measure and compacted by mechanical tamping or other means which will provide a stable foundation for the utility. All forms, concrete seals, sheathing and bracing, pumping, additional excavation and backfill required shall be done at the Contractor's expense. (10) Blasting - All blasting shall conform to the provisions of Section 00140, "General Conditions of Agreement ". (11) Removing Old Structures When out of service masonry structures or foundations are encountered in the excavation, such obstructions shall be removed for the full width of the trench and to a depth of 1 foot below the bottom of the trench. When abandoned inlets or manholes are encountered and no plan provision is made for adjustment or connection to the new sewers, such manholes and inlets within the construction limits shall be removed completely to a depth 1 foot below the bottom of the trench. In each instance. the bottom of the trench shall be restored to grade by backfilling and com- pacting by the methods provided above. Where the trench cuts through storm or wastewater sewers which are known to be abandoned, these sewers shall be cut flush with the sides of the trench and blocked with a concrete plug in a manner satisfactory to the Engineer. When old structures are encountered, which are not visible from the existing surface and are still in service, they shall be protected and adjusted as required to the finished grade. (12) Lines and Grades Grades, lines and levels shall conform to Section No. 00341, "Grades, Lines and Levels ". Any damage to the above by the Contractor shall be re- established at the Contractor's expense. The location of the lines and grades indicated may be changed only by direction of the Engineer and it is understood that the Contractor will be paid on the basis of his unit contract prices bid for such work actually performed and will make no claim for damages or loss of anticipated profits due to the change of location or grade. The Contractor shall furnish, at his expense, all necessary batter boards or electronic devices for controlling the work. Batter boards shall be of adequate size material and shall be supported substantially The boards and all location stakes must be protected from possible damage or change of location. The Contractor shall furnish good, sound twilled lines for use in achieving lines and grades and the necessary plummets and graduated poles. The Contractor shall submit to the Engineer at least 6 copies of any layout plans from the pipe manufacturer for, - review and approval. The Contractor shall submit the layout plans at least 30 days in advance of any actual construc- tion of the project. The Engineer will forward all comments of the review to the Contractor for revision. Revisions shall be made and forwarded to the Engineer for his acceptance. Prior to commencement of the Project. reviewed layout plans will be sent to the Contractor marked for construction. Should the Contractor's procedures not produce a finished pipe placed to grade and alignment, the pipe shall be removed and relayed and the Contractor's procedures modified to the satisfaction of the Engineer. No additional compensation shall be paid for the removal and relaying of pipe required above. (13) Surplus Excavated Materials . Excess material or material which cannot be made suitable for use In embankments will be declared surplus by the Engineer and shall become the property of the Contractor to dispose of off site at a permuted fill site, without injury to the City or any individual. Such surplus material shall be removed from the work site promptly following the comple- tion of the portion of the utility involved. . (14) Pipe Bedding ' ' Where not otherwise provided, all piping shall be installed in a continuous envelope of sand, pea gravel, soil cement, cement stabilized or crushed stone meeting the requirements of materials above. The bedding material shall extend from 6 inches below to 12 inches above the outer parts of the pipe. fittings and accessories for Water and Wastewater pipe and from 6 inches below the pipe to at least 15 percent of the overall height of the pipe for storm sewers, over the full width of the excavation between the undisturbed trench walls. All bracing, struts, etc.. installed by the pipe manufacturer (or temporary replacements by the Contractor) shall be kept in place in the pipe. undisturbed, until the trench has been backfilled at least to the top of the pipe. When 510 04/17/86 Page 24 installing mortar lined and mortar coated steel pipe, al bracing, struts, etc., installed by the pipe manufacturer shall be kept in the pipe, undisturbed until the pipe has been backfilled. Where not otherwise indicated all pipe bedding materials shall conform to one of the classifications described above. (a) Sand Bedding All sizes of storm sewers and pipe for Water and Wastewater lines up to 15 inches inside diameter may be installed in sand bedding. All pipe installed in trenches excavated by blasting, regardless of pipe size or materi- als, must be laid in pea gravel or crushed stone bedding. (b) Pea Gravel Bedding Water and Wastewater pipe up to 15 inches diameter may be installed in pea gravel bedd, (c) Crushed Stone Bedding Pipe may be installed in crushed stone bedding. The crushed stone shall be placed in lilts not to exceed 18 inches and compacted. (d) Soil Cement Soil cement shall be installed beneath welded steel water pipe when unsuitable foundation conditions are encountered. (15) Laying Pipe No pipe shall be installed in the trench until excavation has been completed, the bottom of the trench graded and the trench completed as indicated. Laying of corrugated metal pipes on the prepared foundation shall be started at the outlet end with the separate sections firmly joined together, with outside laps of circumferential joints pointing upstream and with longitudinal laps on the sides. Any metal in joints which is not protected by galvanizing shall be coated with a suitable asphaltum paint. Proper facilities shall be provided for hoisting and lowering the sections of pipe into the trench without damaging the pipe or disturbing the prepared foundation and the sides of the trench. Any pipe which is not in alignment or which shows any undue settlement after laying or is damaged, shall be taken up and relaid without extra compensation. Multiple installations of corrugated pipe or arches shall be laid with the centerlines of individual barrels parallel. When not otherwise indicated, clear distances of 2 feet between outer surfaces of adjacent pipes shall be maintained. No debris shall remain in the drainways or drainage structures. All backlill in streets and under structures will be tested by the City and must satisfy the specified density require- ments conforming to Section 00344. "Testing Laboratory Services" before final acceptance of or payment for the work. All recommendations of the manufacturer shall be carefully observed during handling and installation of each mate- rial. Unless otherwise indicated, all materials shall be delivered to the project by the manufacturer or agent and unloaded as directed by the Contractor. Each piece shall be placed facing the proper direction near to where it will be installed. The interior of all pipe, fittings and other accessories shall be kept free from dirt and foreign matter at all times and stored in a manner that will protect them from damage. Stockpiled materials shall be stacked so as to minimize entrance of foreign matter. The interior of all pipeline components shall be clean, dry and unobstructed when installed. - Piping materials shall not be skidded or rolled against other pipe, etc. and under no circumstances shall pipe. fittings or other accessories be dropped or jolted. During handling and placement, materials shall be carefully observed and inspected and any damaged, defective or unsound materials shall be marked, rejected and removed from the job site. Minor damage shall be marked and repaired in a manner satisfactory to the Engineer. Joints which have been placed but not joined, backfilled, etc., shall be protected in a manner satisfactory to the Engineer. (16) Assembling of Pipe Angular spacing of all joints shall meet the manufacturers recommendations for the pipe and accessories being - used. Side outlets shall be rotated so that the operating stems of valves will be vertical when the valves are installed. Page 25 04/17/86 510 Pressure pipe shall be laid with bell ends facing the direction of pipe installation. Pipe end bells shall be placed upgrade for all wastewater lines. Before joining any pipe, all foreign matter, lumps, blisters, excess coal tar coating, oil or grease shall be removed from the ends of each pipe and the pipe ends shall then be wire brushed and wiped clean and dry. Pipe ends shall be kept clean until joints are made. Every precaution shall be taken to prevent foreign material from entering the pipe during installation. No debris, tools, clothing or other materials shall be placed in the pipe. (17) Joints (a) Mortar Pipe ends shall be clean, free of asphalt or other contaminants which will inhibit the bond of the mortar to the pipe. The pipe ends shall be moistened immediately prior to placing the mortar in the joint. (b) Cold Applied Preformed Plastic Gaskets (c) 0 -Ring 510 04/17/86 Page 26 The pipe ends shall be clean and the joint material applied to the dry pipe. In cold weather, the joint matenal shall be heated to facilitate the seal of the joint. Just before making a joint the ends of the pipe shall be clean, dry, free of any foreign matter, lump blisters, excessive coal tar coating and grease or oil and shall be wire brushed. The gasket and the inside surface of the bell shall be lubncated with a light film of soft vegetable soap compound to facilitate assembly of the joint. The rubber gasket shall be stretched uniformly as it is placed in the spigot groove to insure a uniform volume of rubber around the circumference of the grove. The spigot shall be centered in the bell, the pipe pushed home uniformly and brought into true alignment. Bedding material shall be placed and tamped against pipe to secure the joint. (d) Push -on Joints Just before making a joint, the bell and spigot rings shall be clean and dry. The gasket and the inside surface of the ball shall be lubricated with a light film of soft vegetable soap compound (Flax Soap) to facilitate telescop- ing the joints. The rubber gasket if not factory installed shall be stretched uniformly as it is placed in the spigot groove to insure a uniform volume of rubber around the circumference of the groove. The spigot shall be cen- tered in the bell, the pipe pushed home and brought into true alignment. It shall be secured there with bedding material which is carefully tamped under and on each side of the pipe. Care should be taken to prevent dirt or foreign matter from entering the joint space. (e) Bolted Joints All flanged, mechanical or other bolted joints shall be joined with nuts and bolts of high strength. low alloy, corrosion resistant steel, stainless steel or be coated as indicated above in Iron Pipe. (f) Solvent Weld — For plumbing pipe. (18) Pressured Pipe Laying (a) Grout for Concrete Steel Cylinder Pipe (CSC) and Welded Steel Pipe Aggregate, cement, etc., shall be as indicated in "Mortar" herein. Grout shall be poured into the recess between the bell and spigot on the outside of the pipe and contained by a joint wrapper ( "diaper") recommended by the pipe manufacturer. The wrapper shall have a minimum width of 7 inches for 30 inch and smaller and 9 inches for larger pipe, secured to the pipe by "Band Iron" steel straps. The grout shall be poured in 1 continuous operation in such manner that atter shrinkage and curing the joint recess will be completely filled. Mortar for the inside recess shall be of the consistency of plaster. The inside recess between the bell and spigot shall be filled with mortar after the pipe joint on either side of the recess has been backfilled and well tamped in and no less than one pipe joint has been installed ahead of the p'pe forming the recess. The mortar shall completely fill the recess and shall be trowelled and packed into place and finished off smooth with the inside of the pipe. The Contractor shall inspect the joint after the mortar has set and make repairs of any pockets, cracks or other defects caused by shrinkage. The inside surface shall be cleared of any mortar droppings, cement, water, slurry, etc., before they have become set and shall be cleared of any other foreign matter. The inside surface of the pipe shall be lett clean and smooth. Pipe shall be handled at all times with wide nonabrassive slings, belts or other equipment designed to prevent damage to the coating and all such equipment shall be kept in such repair that its continued use is not injurious to the coating. The use of tongs, bare pinch -bars, chain slings, rope slings without canvas covers, canvas or composition belt slings with protruding nvets, pipe hooks without proper padding or any other handling equip- ment which the engineer deems to be injurious to the coating shall not be permitted. The spacing of pipe supports required to handle the pipe shall be adequate to prevent cracking or damage to the cement mortar lining. (19) Placing Pipe In Tunnels Piping installed as a carrier pipe in a tunnel, encasement pipe, etc., shall have uniform alignment, grade, bearing and conform to the reviewed shop drawings. All necessary skid blocks, rails, bedding material, grout cradle or paving, bracing, blocking, etc., as stipulated by the Contract or as may be required to provide and maintain the required pipe alignment and grade, shall be provided by the Contractor at no cost except as provided by the Bid Items. This shall include at least 1 screw -type hold down jack per joint of pipe to prevent flotation of the pipe, unless otherwise indi- cated. Such carrier piping shall have flexible bolted or gasketed push -on joints or Concrete Steel Cylinder pipe in- stalled as follows: - (a) 21 Inch Pipe and Smaller Prior to placing the pipe in the tunnel, the inside joint recess at the bell shall be buttered with cement mortar. After the joint is engaged, the excess mortar shall be smoothed by pulling a tight fitting swab through the joint. The pipe joints shall then be welded rigid by placing 3 segments of weld, having a minimum length of 9 inches each and equally spaced around the joint. Cement mortar protection shall then be placed in the normal manner to the exterior of the joint and allowed to harden sufficiently to avoid dislodgement during installation. If time is of the essence, a quick setting compound may be used. (b) 24 inch Pipe and Larger • Each length of pipe shall be pushed into the tunnel as single units. A flexible mastic sealer shall be applied to the exterior of the joint prior to joint engagement. The surfaces receiving the mastic sealer shall be cleaned and primed in accordance with the manufacturer's recommendation. Sufficient quan- tities of the mastic sealer shall be applied to assure complete protection of all steel in the joint area. The interior of the joint shall be filled with cement mortar in the normal manner after the pipe is in its final position within the tunnel. (20) Temporary Pipe Plugs, Caps and Bulkheads Temporary plugs, caps or plywood bulkheads shall be installed to close all openings of the pipe and fittings when pipeline construction is not in progress. - Standard plugs shall be inserted into the bells of all dead ends of pipes, lees or crosses and spigot ends shall be capped. All end plugs or caps shall be secured to the pipe as provided under Item No. 507, "Bulkheads ". (21) Corroslon Control (a) Protective Covering Unless otherwise indicated, all flanges, nuts, bolts, threaded outlets and all other iron or steel components buried and in contact with earth or backfill shall be wrapped with 8 -mil (minimum) polyethylene film meeting ANSI /AWWA C -105 to provide a continuous wrap. (b) Corrosion Monitoring System 1. If indicated the corrosion monitoring system shall be furnished and Installed to meet the following requirements: a. Bonds shall be provided between steel cylinders of adjacent pipe sections and all nonin- sulating joints as necessary to assure electrical continuity except where electrical isolation is necessary or required. The joint bonds shall be designed: - (1) With sufficient slack to allow for a total joint displacement of 1/2 inch. Page 27 04/17/86 510 g • (2) Using insulated copper cable metallurgically bonded to adjacent cylinders. All bare copper and steel at the connection shall be insulated by an approved 'means. b. Intermediate bonds for the prestress wire of embedded cylinder prestressed concrete pipe shall also be provided as required to minimize attenuation. The intermediate bonds shall be in the form of steel straps embedded in the outer surface of the concrete core directly upon which the prestress wire is tightly wound. The size and number of straps shall be designed to provide uniform current distribution to all embedded metallic surfaces of the pipe. c. Electrical isolation in the form of either flexible or rigid insulating fittings as specified herein shall be provided as required to obtain electrical discontinuity. d. Flexible insulating fittings required shall be style 39 insulating couplings as manufactured by Dresser Industries, 41 Fisher Avenue, Bradford, PA 16701; or equal. e. Rigid insulating fittings required shall be insulated with fuliface gaskets and combination bolt sleeves and washers for flanges as manufactured by Central Plastics Co P O Box 762, Shawnee, OK 74801 or equal. f. Corrosion test stations shall be installed on the pipeline at: (1) All buried line crossings. (2) The beginning and end of the portions of the pipeline to be monitored. a. Both sides of insulating fittings. b. Intermediate locations along the line, such that the test stations are no more than 1,000 feet apart. c. For the embedded cylinder prestressed concrete pipe alternative, test stations, with wires originating at the prestress wire at the midpoint of the pipelaying length at the above locations, shall also be provided. Test stations shall be of the two -wire type with one of the wire being sized (No. 6 AWG or larger) such that it can be used for bonding. The other wire, tor determining pipe -to -soil po- tentials, shall be No. 12 AWG or larger. Both leads shall be continuous (without splices) and laid with sufficient slack to prevent stress. The leads shall be insulated with 600 -volt rated insulation suitable for direct burial. Prior to backfilling, the insulation shall be inspected for defects. All defects shall be repaired by approved methods. h. Test stations shall be of the flush type (terminal below grade) or the above surface type, protected as required for permanency. The flush type shall be Installed in developed, urban areas (streets, alleys, sideways, etc.,) and the above - surface type (mounted on a post) shall be installed in cross - country areas (rangeland, farmland, etc.). Where practicable. test sta- tions shall be located at or closely adjacent to clearly identifiable topographical features (fence line, road intersection, section line, etc.) of the pipeline right of way. i. The Contractor shall perform tests as required to determine the following and correct the corrosion - monitoring system to comply with these specifications: 1. Pipeline electrical continuity. 2. Effectiveness of insulating joints. 3. Test station integrity. 4. Static pipe -to -soil potentials at each lest station. 5. Soil resistivity at each test station. All design, installation and testing shall be consistent with sound corrosion engineering practice. (22) Pipe Anchorage, Support and Protection All pressure pipelines tees, plugs, caps and bends exceeding 221 degrees and other bends as directed, shall be securely anchored by suitable concrete thrust blocking or by approved metal harness. Unless otherwise indicated, on 24 inch or larger piping, all bends greater than 111/4 degrees shall be anchored as described herein. I• 510 04/17/86 Page 28 Storm sewers on steep grades shall be lugged as indicated. (a) Concrete Thrust Blocking Concrete for use as reaction or thrust blocking shall be Class B conforming to Item No. "403, "Concrete for Structures". Concrete blocking shall be placed between solid ground and the fitting to be anchored. The area of blaring on the pipe and on the ground shall be as indicated or directed by the Engineer. The blocking shall, unless other- wise indicated, be so placed that the pipe, fittings and joints will be accessible for repair. The trench shall be excavated at least 6 inches outside the outermost projections of the pipe or appurtenance and the trench walls shaped or undercut according to the detail draw ings or as required to provide adequate space and bearing area for the concrete. The pipe and fittings shall be adequately weighted and laterally braced to prevent floating, shifting or straining of the pipeline while the concrete is being placed and taking initial set. The Contractor shall be solely respon- sible for the sufficiency of such restraints. (b) Metal Thrust Hamess (1) A metal harness of tie rods and pipe clamps of adequate strength to prevent movement or other suitable means may be used instead of concrete backing, as approved or directed by the Engineer. Harness rods, clamps, lugs, etc., shall be of stainless steel or hot - dipped galvanized steel and ductile iron, with 2 coats of Bitumastic #50 and wrapped with a layer of 8 mil polyethylene film, to form a continuous protec- tive wrap. - a (c) Concrete Encasement, Cradles, Saddles and Seals The pipe shall not be laid, except where indicated or approved by the Engineer when the pipe is found to have less than 30 inches or more than 8 feet of cover or that the trench bottom is unstable or excessively wet. The Engineer shall be notified and he may direct the Contractor to install a concrete seal, cradle, saddle or encase- ment. Unless otherwise approved by the Engineer, all concrete cradles, concrete encasements, etc., shall be continuous and shall begin and end within 6 inches of the pipe joints. Concrete material and placement as seal, cradles or saddles shall be Class B, Item 403, "Concrete for Structures ". When indicated, pipe will be cradled in concrete per the Standard Detail Drawing for Concrete Cradle. Con- crete for cradling will be poured after the pipe is in place and has been blocked or braced to prevent floating or shifting. (d) Anchorage Bulkheads Concrete bulkheads keyed into the undisturbed earth shall be placed as indicated to support and anchor the pipe and /or backlit) against end thrust. slippage on slopes, etc. Concrete material and placement shall be Class A, Item No. 403, "Concrete for Structures .% (e) Trench Caps, Concrete Rip -Rap and Shaped Retards Where called for by the Contract or as directed by the Engineer, concrete trench caps" concrete rip -rap and /or shaped retards shalt be placed as detailed by the standard drawings as protection against erosion. Concrete matedal and placement shall be Class B, Item No. 403, "Concrete for Structures ". (23) Wastewater Connections (a) Connections to Mains 12 Inches and Smaller All branch connections of new main lines shall be made by use of manholes. Service stubs shall be installed as indicated. Minimum grade shall be 1 percent and minimum cover shall be 41/2 feet at the curb. Standard plugs shall be installed in the dead end before backtllling. Where a service connection to a main 12 inches or smaller is indicated, a wye, tee or double wye shall be installed. Where a service connection to a main 15 inches or larger is indicated, a field tap may be made with the pipes installed crown to crown. The tap should be made conforming to the pipe manufacturers recommendations with the Engineer's approval. Page 29 04/17/86 510 Where not otherwise indicated, service connections to mains shall be installed at an angle approximately 45 degrees above the horizontal. (b) Connections to the Existing System Unless otherwise specified by the Engineer, all connections made to existing mains shall be made at man- holes with the crown of the inlet pipe installed at the same elevation as the crown of the existing pipe. Service stubs installed on the existing system shall be installed by use of tapping saddles unless otherwise approved by the Engineer. Extreme care shall be exercised to prevent material from depositing in the existing pipe as the taps are being made. When connections to existing mains are made. a temporary plug approved by the Engineer must be installed downstream in the manhole to prevent water and debris from entering the existing system before final accep- tance. These plugs shall be removed after the castings are adjusted to finish grade or when final acceptance is given. (24) Water System Connections . The Contractor shall, at his expense, make all necessary connections of new piping or accessories to the existing water system. To minimize any inconvenience from outages, the Contractor shall schedule all such connections in advance and such schedule must be approved by the Superintendent of Water Division before beginning any work. (a) Shutoffs The City will make all shutoffs on existing water mains where more than one valve is involved. The Contractor will be required to notify the Engineer's field representative on the job at least 24 hours pnor to the desired time for any shutoff. Where only one valve will be operated, the Contractor may operate the valve under the imme- diate supervision of the Engineer's field representative. (b) Wet Connections to Existing Water System The Contractor shall make all wet connections called for by the Contract or required to complete the work. A wet connection shall include draining and cutting into existing piping and connecting a new pipeline or other extension into the existing pressure piping, forming an addition to the water transmission and distribution network. The contract price for wet connections shall be full payment for all necessary shutoffs, excavation, removing plugs and fittings, pumping water to drain the lines, cutting in new fittings, blocking and anchoring piping, bed- ding and backfilling, placing the tines and service and all site cleanup. No water containing detectable amounts of chtonne may be drained, released or discharged until specific plan- ning and appropriate preparations to handle, dilute and dispose of such chlorinated water are approved in advance by the City and the disposal operations shall be witnessed by an authorized representative from the City. (c) Pressure Taps to Existing Water System The Contractor shall make all pressure taps called for by the Contract Documents or required to complete the work. A pressure tap shall consist of connecting new piping to the existing water system by drilling into the existing pipe while it is carrying water under normal pressure without taking the existing piping out of service. Unless otherwise provided by the Contract, the Contractor shall, at his expense, perform all necessary ex- cavation, furnish and install the tapping sleeve, valve and accessories, provide the tapping machine, drill the tap (unless otherwise indicated) and shall block, anchor and backfill the piping, valve and all accessories, place the new piping in service and perform all site cleanup. Where that the City will make the tap, City forces are not obligated or expected to perform any work except to provide tapping machine and drill the actual hole. The lull cost of such drilling and any other work required of City crews in order to complete the drilling, will be charged to the Contractor and will be deducted from funds due the Contractor. (d) Service Connections 510 04/17/86 Page 30 Tapping of PVC or AC pipe for service connections may be made using either a service clamp or saddle or a tapping sleeve recommended by the manufacturer and approved as satisfactory by the Engineer. Direct tap- ping will not be permitted. All service connections shall be installed so that the outlet is at an angle of approximately 45 degrees above honzontal at the main line. Precautions should be taken to ensure that the tapping saddle or sleeve is placed on the pipe straight to pre- • vent any binding or deformation of the PVC pipe. The mounting chain or U -bolt strap must be tight. Tapping shall be performed with a sharp shell type cutter so designed that it will smoothly penetrate heavy walled PVC DR14 and 200 psi AC and will retain and extract the coupon from the pipe. (25) Backfilling (a) General After the pipe has been bedded, laid, jointed, approved and any bedding envelope placed, backfilling shall be done immediately in accordance with the details indicated, with approved material, except that when mortar joints are used for jointing storm sewers, no backfill above the bedding shall be placed until the mortar has cured for at least 6 hours. During backfilling operations, no heavy equipment which might damage the pipe will be allowed until a mini- mum cover.of 12 inches above the top of pipe is obtained. During the backfilling operations, special emphasis is placed upon the need for obtaining uniform backfill ma- terial and uniform compacted density throughout the length and depth of the structure. Extreme care is to be taken to insure proper backfill over the pipe. The maximum Oft of backfill shall be determined by the equipment selected and in no case shall it exceed 18 inches, loose measurement. All backfill in streets and under structures will be tested by the City and must satisfy the specified density requirements conforming to Section 00344, "Testing Laboratory Services" before final acceptance. (b) General Corrugated Metal Pipe , - After the corrugated metal pipe structure has been completely assembled an the proper line and grade and headwalls constructed when indicated, selected material free from rocks over 8 inches in size from excavation or borrow, as approved by the Engineer, shall be placed along both sides of the completed structures equally, in uniform layers not exceeding 6 inches in depth (loose measurement), sprinkled if required and thoroughly compacted between adjacent structures and between the structures and the sides of the trench or for a dis- tance each side of the structures equal to the diameter of the pipe it pipe is laid above the existing ground. Backfill material shall be compacted to the same density requirements as indicated for the adjoining sections of embankment in accordance with the governing specifications thereof. Above the '/a point of the structure, the fill shall be placed uniformly on each side of the pipe in layers not to exceed 12 inches, loose measure. Prior to adding each new layer of loose backfill material, until a minimum of 12 inches of cover is obtained over the crown of the pipe, an inspection will be made of the inside periphery of the corrugated metal structure to determine if any floating, local or unequal deformation has occurred as a result of improper construction methods. - (c) Backfill Materials , t The Engineer may approve any of the following well graded materials: 1. Select trench material 2. Sand 3. Crushed rock cuttings 4. • Rock cuttings 5. Foundation Rock 6. Blasted material with fines and rock 7. Cement stabilized material s 8. Borrow , Within the 100 year flood plan sand will not be permitted for bedding or backfilling. The Engineer shall approve the topsoil for areas to be seeded or sodded. (d) Backfill in Street Right of Way Placement of backfill under structures and within 2 feet of structures shall be compacted to the required den- sity using any method, type and size of equipment which will give the required compaction without damaging I Page 31 04/17/86 I 510 510 04/17/86 Page 32 the pipe or bedding. The depth of layers, prior to compaction, shall depend upon the type of sprinkling and compacting equipment used and the test results thereby obtained. Prior to and in conjunction with the com- paction operation, each layer shall be brought to the moisture content necessary to obtain the required density and shall be kept leveled to insure uniform compaction over the entire layer. Testing for density will be in accor- dance with Test Method Tex -114 -E and Test Method Tex - 115 -E. Each layer of backfill must provide the density as required herein. Swelling soils (soils with plasticity index of 20 or more) shall be sprinkled as required to provide not less than optimum moisture nor more than 2 per- cent over optimum moisture content and compacted to the extent necessary to provide not less than 95 per- cent nor more than 102 percent of the density as determined in accordance with Test Method Tex - 114 -E. Nonswelling soils (soils with plasticity index less than 20) shall be spnnkled as required and compacted to the extent necessary to provide not less than 95 percent of the density as determined in accordance with Test Method Tex - 114 -E. After each layer of backfill is complete, tests may be made by the Engineer. If the material fails to meet the density indicated, the course shall be reworked as necessary to obtain the indicated compaction and the com- paction method shall be altered on subsequent work to obtain indicated density and conform to Section 00344, "Testing Laboratory Services". At any time, the Engineer may order proof rolling to test the uniformity of compaction of the backfill layers. All irregularities, depressions, weak or soft spots which develop shall be corrected immediately by the Contractor. Should the backfill, due to any reason or cause, lose the required stability, density or finish before the pave- ment structure is placed, it shall be recompacted and refinished at the sole expense of the Contractor. Exces- sive loss of moisture in the subgrade shall be prevented by sprinkling, sealing or covering with a subsequent backfill layer or granular material. Excessive loss of moisture shall be construed to exist when the subgrade soil moisture content is more than 4 percent below the optimum of compaction 'ratio density. Backfill shall be placed from the top of the bedding material to the existing grade, base course, subgrade or as indicated. The remainder of the street backfill shall be Flexible Base, Concrete or Hot Mix Asphalt Concrete as indicated or to replace in kind the surface removed to construct the pipe. , . (e) BackklI in County Street or State Highway Right of Way All work within the right of way must meet the requirements of (d) above, as a minimum and shall meet the requirements of the permit issued by the County when their requirement are more stringent. Prior to the start of construction, the Contractor will be responsible for contacting the appropriate SHPT office or County Commissioner's Precinct Office and for coordinating his activities with the operating procedures in effect for utility cut permits and pavement repair under their jurisdiction. Approval for all completed work in the State or County right of way must be obtained from the appropriate Official prior to final payment by the Owner. (1) Backfill in Railroad Right of Way All work within the railroad right of way must meet the requirements of (d) above, as a minimum and shall meet the requirements of the permit issued by the Railroad Owner when their requirements are more stringent. Approval for all completed work in the railroad right of way must be obtained from the Railroad prior to final acceptance. (g) Backfill in Easements Where not otherwise indicated, all backfill in easements across dedicated parkways, planting spaces, under or adjacent to utilities, structures, etc., shall satisfy all the requirements for backfill in streets or under structures. Where there are no requirements for density, the Contractor may select whatever methods and procedures may be necessary to restore the entire work area to a safe, useful and geologically stable condition satisfac- tory to the Engineer and generally equal or superior to the conditions prior to construction. In and near the flood plain of all streams and watercourses and on all slopes subject to erosion by runoff, all backlill shall be compacted to at least 95 percent of maximum dry density as for street right of way. unless otherwise directed by the Engineer. All soil areas disturbed by the construction shall be covered with top soil and seeded conforming to Item No. 604, "Seeding for Erosion Control ". All turf, drainways and drainage structures shall be constructed or re- placed to their original condition or better. No debris shall remain in the drainways or drainage structures. (26) Quality Testing for Installed Pipe (a) Wastewater Pipe Acceptance Testing After the construction is complete, the Engineer shall determine whether the pipeline is to be tested for infiltra- tion and exfiltration by the low pressure air test method. Wastewater pipe installed in the City of Austin and its ETJ areas shall be tested for exfiltration and infiltration as described below in "Exfiltration Test" and "Infiltration Test" or by acceptable low pressure air test, as de- scribed below. At the conclusion of either test series, the work shall be further tested for pipeline settlement as described below. The Contractor shall be solely responsible for making proper structural repairs to those ele- ments which do not pass these test requirements. (b) Exfiltration Test ., The pipeline shall be completely filled with water for its complete length or by sections as determined by the _ Engineer. II tested for its complete length, the maximum head at any point shall not exceed 25 feet unless otherwise indicated. If tested in sections, the manholes in the test section shall be completely filled with water. After the pipeline has been filled and allowed to stand for 24 hours, the amount of exfiltration shall be calcu- lated. Any amount in excess of 200 gallons per inch of inside pipe diameter per mile per day shall be cause for rejection. (c) Infiltration Test When the pipe placed in easements is completed, the upper portion of the ditch backfill shall be removed to a depth of not less than 18 inches below the finished surface and width equal to the original trench width. The trench shall then be flooded with water until it is completely saturated and water stands in the ditch a minimum of 12 inches deep. In cases of steep terrain, earthen dikes shall be used to assure that water will stand over the trench. After it is apparent that the trench is completely saturated, the main shall then be inspected with closed - circuit television for infiltration. Any section of (he-main or any service stub that indicates excessive infiltration shall be cause for rejection. This procedure shall not be used for pipes installed in areas where the P.I. of the surrounding material is 20 or higher or where the backfill material has a P.I. of 20 or more. (d) Pipeline Settlement Test During the infiltration test or after the exfiltration test, the pipe will be TV inspected for possible settlement. When air testing has been used, water shall be flowed into the pipe to permit meaningful observations. Any pipe settlement which causes excessive ponding of water in the pipe shall be cause for rejection. (e) Low Pressure Air Test of Gravity Flow Wastewater Lines (1) General Wastewater lines in sizes for which the City has testing equipment may, at the discretion of the Engineer, be air tested between manholes. Backfilling to grade shall be completed before the test and all laterals and stubs shall be capped or plugged by the Contractor so as not to allow air losses which could cause an erroneous test result. Manholes are to be plugged so they are isolated from the pipe and cannot be included in the test. 'All plugs used to,close the sewer tor the air test must be capable of resisting the internal pressures and must be securely braced. Place all air testing equipment above ground and allow no one to enter a manhole or trench where a plugged sewer is under pressure. Release all pressure before the plugs are removed. The testing equipment used must include a pressure relief device designed to relieve pressure in the sewer under test at 10 psi or less and must allow continuous monitoring of the test pressures in order to avoid excessive pressure. Use care to avoid the flooding of the air inlet by infiltrated ground water. (Inject the air at the upper plug 3 possible.) Use only qualified personnel to conduct the test. (2) Ground Water Since the presence of ground water will affect the test results, test holes shall be dug to the pipe zone at intervals of not more than 100 feet and the average height of ground water above the pipe (11 any) shall be determined before starting the test. (3) Test Procedure The Engineer may, at any time, require a calibration check of the instrumentation used. Use a pressure gauge having minimum divisions of 0.10 psi and an accuracy of 0.0625 psi. (One ounce per square inch.) All air used shall pass through a single control panel. Clean the sewer to be tested and remove all debris where indicated. Wet the sewer prior to testing. The average back pressure of any groundwater shall be determined (0.433 psi) for each foot of average water depth (if any) above the sewer. Add air slowly to the section of sewer being tested until the internal air pressure is raised to 4.0 psig greater than the average back pressure of any ground water that may submerge the pipe. Page 33 04/17/86 . 510 After the internal test pressure Is reached, allow at least 2 minutes for the air temperature to stabilize, adding only the amount of air required to maintain pressure. After the temperature stabilization period, disconnect the air supply. Determine and record the time in seconds that is required for the internal air pressure to drop from 3.5 psig to 2.5 psig greater than the average back pressure of any ground water that may submerge the pipe. Compare the time recorded with the time required as follows: Pipe Size (Inches) 6 8 10 12 15 18 21 24 Time (Minutes) 3 4 5 6 7.5 9 10.5 12 Any drop in pressure, from 3.5 psig to 2.5 psig, in a time less than that required by the above table shall be cause for rejection. When the line tested includes more than one size pipe, the minimum time shall be that given for the largest size pipe included. When lines are air tested, manholes are to be tested separately by exfiltration or infiltration. (27) Pressure Pipe Hydrostatic Testing After the pipe has been installed and backtilled and all service laterals, fire hydrants and other appurtenances in- stalled and connected, a leakage test, followed by a pressure test, will be conducted by the City. The City will furnish the pump and gauges for the tests. The Contractor will be present and shall furnish all necessary assistance for conducting the tests. The specified test pressures will be based on the elevation of the lowest point of the line or section under test. Before applying the specified test pressure, all air shall be expelled from the pipe. If permanent air vents are not located at all high points, the Contractor shall install corporation cocks at such points. (a) Pressure Test The entire project or each valved section shall be tested, at a pressure of 200 psi for a sufficient period (ap- proximately 10 minutes) to discover all leaking or defective materials. Repairs shall be made by the Contractor to correct any leaking or defective materials. (b) Pressure Pipe Leakage Test 510 04/17/86 Page 34 A leakage test will follow the pressure test and be conducted on the entire project or each valved section. The leakage test shall be at 150 psi for at least 1 hour. (1) Allowable Leakage Leakage shall be defined as the quantity of water that must be supplied into any test section of pipe to maintain the specified leakage test pressure (see above, "Pressure Pipe Leakage Test ") after the air in the pipeline has been expelled and the pipe has been filled with water. The allowable leakage shall com- ply with AWWA C -600 which defines the allowable leakage as: L S D P 133,200 • where L = Leakage in gallons per hour S = Length of pipe in feet D = Diameter (inside) of pipe in inches P = Pressure in pounds per square inch It such testing discloses leakage in excess of this specified allowable, the Contractor, at his expense, shall locate and correct all defects in the pipeline until the leakage is within the indicated allowance. (28) Service Charges for Testing No charge will be made to the Contractor for the City's test equipment, inspection, etc., when the test results show that leakage is within the indicated allowable limits. For each test, either for leakage or for pressure, which fails to meet the indicated requirements, the City's flat charge of $50.00 for such tests will be charged to the Contractor and will be deducted from any funds due the Contractor. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (29) Sterilization of Potable Water Lines The Contractor shall protect all piping materials from contamination during storage, handling and installation. Prior to disinfection, the pipeline interior shall be clean, dry and unobstructed. All dirt, debris, gasket lubricant, etc., shall be washed from the line by swabbing with hypochlorite solution and /or flushing with clean water. The City, at its expense, will supply the test gauges and the concentrated disinfecting material and City personnel will supervise and direct the overall sterilization procedure. The Contractor, at his expense, shall provide all other equipment, supplies and the necessary labor to perform the sterilization under general supervision of the City. (a) Procedure and Dosage All valves shall be arranged to prevent the strong disinfecting dosage from flowing back into the existing water supply piping. The new pipeline shall then be completely filled with disinfecting solution by feeding the concen- trated chlorine and approved water from the existing system uniformly into the new piping in such proportions that every part of the line has minimum concentration of 50 parts per million (50 ppm or 50 mg /liter) available chlorine. Unless otherwise indicated, all quantities called for herein refer to measurements by the testing procedures in the current edition of "Standard Methods ". The chlorine concentration of each step in the sterilization proce- dure shall be verified by chlorine residual determinations. This disinfecting solution shall be retained in the piping for at least 24 hours and all valves, hydrants, etc., shall be operated to disinfect all their parts. After this retention period, the water shall contain no less than 25 parts per million chlorine throughout the treated sec- tion of the pipeline. • This heavily chlorinated water shall then be carefully flushed from the line until the chlonne concentration is no higher than the residual generally prevailing in the existing distribution system or approximately one part per million. Proper planning and appropriate preparations to handle, dilute and dispose of this strong chlorine solu- tion without causing injury or damage to the public, the water system or the environment must be approved by the City before flushing of the line may begin and the flushing shall be witnessed by an authorized represen- tative of the City. (b) Bacteriological Testing After final flushing of the strong disinfecting solution, water samples from the line shall be tested for bac- teriological quality by the City and must be found free of coliform organisms before the pipeline may be placed in service. One test sample shall be drawn from the end of the main and additional samples collected at inter - vals of not more than 1000 feet along the pipeline. The Contractor, at his expense, shall install sufficient sampling taps at proper locations along the pipeline. Each sampling tap shall consist of a standard corporation cock installed in the line and extended with a copper tubing gooseneck assembly. After samples have been collected, the gooseneck assembly may be removed and retained for future use. Samples for bacteriological analysis shall be collected only from suitable sampling taps in sterile bottles treated with sodium thiosulfate. Samples shall not be drawn from hoses, fire hydrants, etc. The City, at its expense, will furnish the sterile sample bottles and may, at its discretion, collect the test samples with City personnel. If the initial disinfection fails to produce acceptable sample tests, the disinfection procedure shall be repeated (without extra compensation) until satisfactory test results have been obtained before the piping may be placed in service. - ° • (30) Cleanup and Restoration ' • • It shall be the Contractor's responsibility to keep the construction site neat, clean and orderly at all limes. Cleanup shall be vigorous and continuous to minimize traffic hazards or obstructions along the streets and to drive- ways. Trenching, backfill and cleanup shall,be coordinated as directed by the City. The Engineer shall regulate the amount of open ditch and may hall additional trenching if cleanup is not adequate to allow for orderly traffic flow and access. • Materials at the site shall be stored in a neat and orderly manner so as not to obstruct pedestrian or vehicular traffic. All damaged matenal shall be removed from the construction site immediately and disposed of in a proper manner. All surplus excavated materials become the property of the Contractor for disposal at his expense. After trenching, the Contractor shall immediately remove all excavated materials unsuitable for or in excess of, backfill requirements. Immediately following the pipe laying work as it progresses, the Contractor shall backfill, grade and compact all excavations as provided elsewhere and shall immediately clean up and remove all unused soil, waste and debris and restore al surfaces and improvements to a condition equal or superior to that before construction began and to Page 35 04/17/86 510 510.5 Measurement Pipe will be measured by the linear toot along the centerline of the pipe for the various sizes and classes of pipe in place, in accordance with these specifications, complete and accepted by the Engineer, including excavation and backfill, unless they are included in the bid as a pay item. Where wyes, branches or connections to existing pipe lines are involved. measurement of the new connecting pipe will be made from the intersection of its central axis with the outside surfaces of the pipe into which it connects. Where inlets. headwalls, catch basins, manholes, junction boxes or other structures are included in lines of pipe, that length of pipe tying 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. Any foundation mat required shall be measured by the cubic yard of the unstable material removed between the next line of the trench to a depth 2 feet below the design bedding elevation. 510.6 Payment Payment for pipe, measured as prescribed above. will be made at the unit price bid per linear foot for the various sizes of pipe, of the materials and class indicated, unless unstable material is encountered or trench excavation and backfill is bid as a separate item. (1) Pipe an appearance which complements the surroundings. The Contractor shall grade and dress the top 6 inches of earth surfaces with soil or other material similar and equal to the surrounding, fill and smooth any visible tracks or ruts, replace and re- establish all damaged or disturbed turf or other vegetation and otherwise make every effort to en- courage the return of the entire surface and all improvements to a pleasant appearance and useful condition appro- priate and complementary to the surroundings and equal or similar to that before construction began. The foundation seal shall be paid for at the unit price bid per cubic yard, which shall be full payment for all excavation and removal of unsuitable material and furnishing, placing and compacting the foundation rock, coarse aggregate or other approved material all complete in place. Excavation and backfill, when included as a separate pay item, will be measured by Item No. 510 -C or D. , Excavation and backfill, when included as pipe installation will not be measured as such but shall be .nctuded in the unit price bid for constructing pipe and measured as pipe complete in place including excavation and backfill. As established in the bid, pipe including excavation and backfill may be either (1) payment for any and all depths or (2) payment in 2 foot incremental depth. Payment for pipe excavation will be included in the Bid to be measured and paid by any of the methods of measurement and payment methods indicated above or may be measured as "Structural Excavation and Backfill" as indicated. Payment shall be full compensation, in accordance with the pay items set in the bid, for excavation, furnishing, hauling and placing pipe including lugs and all incidental and subsidiary materials and work; preparing, shaping, dewatering and shoring of trenches; hauling, placing and preparing bedding; for connecting to new or existing systems or structures; for hauling, moving, placing and compacting backfill matenals and for all other incidentals necessary to complete the pipe installation as indicated. When called for in the Bid, pipe shall be paid for at the unit contract price bid per linear loot for the size and type of pipe specified at the depth specified, complete in place. The bid price per linear foot shall include all clearing, ex- cavation, bedding material, fittings, plugs, lugs, pipe coatings, connection to the existing system, disposal of surplus materials, laying of pipe, backfilling and cleanup. Measurement for depth shall be from the existing ground surface or proposed street subgrade, whichever is less, over the centerline of the pipe. Measurement for length shall be the horizontal distance along the centerline of the pipe as surveyed by the Engineer. Payment will also represent com- pensation for removal and replacement of pavement, curb. drainage structures, driveways and any other improve- ments damaged during construction. Concrete blocking for supporting and reinforcing bends and thrust blocks shall be included in the cost for pipe. No separate payment will be made for welded joints or hamessed joints required for thrust restraint which are sched- uled or indicated. (2) Concrete Cradles and Seals When called for in the Bid, concrete seals or cradles shall be paid for at the unit contract puce bid per linear loot for the size of pipe specified, complete in place. (3) Concrete Retards When called for in the Bid, Concrete Retards shall be paid under Item No. 593, "Concrete Retards". 510 04/17/86 Page 36 (9) Concrete Encasement When called for in the Bid, Concrete Encasement shall be paid under Item No. 505, "Encasement and Encasement Pipe ". Payment, when included as a contract pay item, will be made under one of the following: Pay Item No. 510 -A: Pipe, _Dia. (all depths), including Excavation and Backfill — Per Linear Foot. Pay Item No. 510 -B: Concrete Seal or Cradle, Fool diameter pipe, complete in place — Per Linear Foot. Pay Item No. 510 -C: Pipe Excavation, Foot Width — Per Linear Foot. Pay Item No. 510 -D: Pipe Trench Backfill, Foot Width — Per Linear Foot. Pay Item No. 510 -E: Concrete Trench Cap, complete in place, Foot Width — Per Linear Foot. Pay Item No. 510 -F: Wet Connections (— dia x _ dia), complete in place, — Per Each. Pay Item No. 510 -G: Pressure Taps ( dia x _ dia), complete in place — Per Each. Pay Item No. 510 -H: Cast Iron or Ductile Iron Fittings complete in place — Per Ton. Pay Item No. 510 -1: Concrete Cap and Encasement, Diameter Pipe, complete in place — Per Linear Foot. Pay Item No 510-J: Cement Stabilized Backfill Diameter Pipe, complete in place — Per Linear Foot. Pay Item No. 510-K: Foundation Rock, complete in place — Per Cubic Yard. Pay Item No. 510-L: Coarse Aggregate, complete in place — Per Cubic Yard. End (4) Boring, Jacking and Tunneling When called for in the Bid, boring, jacking and tunneling shall be paid under Item No. 501, "Jacking or Boring" or Item No. 502, "Tunneling ". (5) Wet Connections to Water Mains Wet connections shall be paid for at the unit price bid per each, complete in place, according to the size of the main that is in service and shall be full compensation for all work required to make the connection and place the pipe in service. Cast iron fittings shall be paid for as a separate item. (6) ` Fittings Cast iron and ductile iron fittings of the class indicated, fumished in accordance with these specifications will be paid for at the unit price bid per ton, complete in place, according to ANSI A 21.10 (AWWA C - 110) scheduled weights for mechanical joint fittings fumished, including glands, bolts and gaskets. Class to be as specified in the Contract. Steel cylinder concrete pipe fittings will not be paid for separately. The Contractor shall include these in his bid for pipe. - (7) Concrete Trench Cap and Encasement Where the distance between the top of the concrete encasement and the top of the trench cap is less than 36 inches, the concrete cap and encasement will be poured as one unit and paid for under this bid item at the contract price bid per linear foot. When the distance above is greater than 36 inches or when the trench cap is placed separately, the trench cap shall be paid for as a separate item, per linear foot, complete in place. (8) Cement Stablilized Backfill Cement - stablilized backhll shall be paid for at the unit price bid per linear foot and shall be full payment to the Con - tractor for furnishing and installing the required material, mixed, placed and cured complete in place. Page 37 04/17/86 510 601.2 Construction Methods Item No. 601 Salvaging and Placing Topsoil 601.1 Description This item shall consist of removing and salvaging clean, friable topsoil consisting of loam, sandy loam or clay loam free of roots and rocks larger than 2 inches and debris and placing where indicated. The existing topsoil shall be removed from the area indicated, stockpiled in a windrow along the right of way or at designated locations or spread over an area that is ready for topsoil application in accordance with the plans or as directed by the Engineer. Trash, wood, brush, stumps, rocks over 2 inches in size and other objectionable material encountered shall be removed and disposed of as directed by the Engineer prior to beginning of work required by this item. Grass and other herbaceous plant materials may remain. Large clumps shall be broken up. After the grading has been completed to the required alignment, grades and cross - sections and prior to the spreading of the salvaged topsoil, any clay or tight soil surfaces shall be scarified by plowing furrows approximately 4 inches deep along horizon- tal slope lines at 2 foot vertical Intervals. The spreading of the salvaged topsoil shall be undertaken as soon as the grading has been completed. The topsoil shall be spread so as to form a cover of uniform thickness indicated. After the topsoil has been placed and shaped, it shall be sprinkled and rolled to provide a suitable seed bed. 601.3 Measurement and Payment Salvaging and/or placing topsoil shall not be measured for payment, but shall be subsidiary to other items of work. End Page 1 04/17;86 601 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Item No. 602 Sodding for Erosion Control 602.1 Description This item shall consist of providing fertilizer and planting Bermuda Grass or other acceptable sod indicated, along or across such areas as are indicated and in accordance with specification requirements herein outlined. 602.2 Materials (1) Sod The sod shall consist of live. growing Bermuda Grass or other acceptable sod indicated secured from sources where the soil is fertile. St. Augustine and Bermuda sod shall have a healthy, virile root system of dense, thickly matted roots throughout the soil of the sod for a minimum thickness of 1 inch. The thickness measure does not include grass. The sod shall be cut in rectangular pieces with its shortest side not less than 12 inches. 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. The sod shall be free from noxious weeds or other grasses and shall not contain 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. Sources from which sod is to be secured shall be approved by the Engineer /Architect. Care shall be taken at all times to retain the native soil of the roots of the sod during the process of excavating, hauling and planting. Sod material shall he kept moist from the lime fl is dug until planted. When so direcigd by the Engineer, the sod existing at the source shall be watered to the extent required prior to excavating. 1 (2) Fertilizer Fertilizer and the rate of application shall conform to Item No. 606, "Fertilizer ". '(3) Mulch - Straw mulch shall be oat, wheat or rice straw. Hay mulch may be substituted for straw mulch and shall be Prairie Grass, Bermuda Grass or other hay approved by the Engineer. The hay shall be free of Johnson Grass or other noxious weeds and foreign materials. It shall be kept in a dry condition and shall not be molded or rotted. (4) Water Water shall be clean and free of industrial wastes and other substances harmful to the growth of sod or to the area irrigated. 602.3 Planting Season All planting shall be done between April and November except as specifically authorized in writing by the Engineer /Architect. 602.4 Construction Methods y ' After the designated areas have been completed to the lines, grade and cross sections indicated, the surface shall be worked to a depth of not less than 4 inches with a disc, tiller or other equipment approved by the Engineer /Architect. Fertilizer nutrients shall be applied and tilled. Areas that become crusted shall be reworked to an acceptable condition before sodding. Sodding of the type specified shall conform to the requirements hereinafter described. The Contractor shall give continuous care to the sodded area until the sod is accepted. - (1) Placing The sod shall be placed on the prepared surface with the edges in close contact and alternate courses staggered. In ditches the sod shall be placed with the longer dimension perpendicular to the flow of water in the ditch On slopes, starting at the bottom of the slope, the sod shall be placed with the longer dimension parallel to the contours of the ground. The exposed edges of sod shall be buried flush with the adjacent soil. On slopes exceeding 3:1 or where the sod may be displaced, the sod shall be pegged with not less than 4 stakes per square yard with at least 1 stake for each piece of sod. Pegs shall be of wood lath or similar material, pointed and driven with the flat side against the slope, 6 inches into the ground, leaving approximately/ inch of the top above the ground. Page 1 • 04/17/66 602 (2) Watering Immediately after the area is sodded, It shall be watered with a minimum of 5 gallons of water per square yard or at 10 day intervals as needed and as directed by the Engineer /Architect. Water shall be applied at a minimum rate of 3 gallons per square yard as required or as directed by the Engineer until final acceptance by the City or until the grass uniformly reaches 21/2 inches in height. Availability of water from Water and Waste Water Utility will be limited as stated under the Emergency Water Conser- vation Plan, Stages II, III and IV, City Ordinance No. 85- 0207 -0, effective May 1, 1985. The Ordinance provides for special permits, variances and compliance agreements to meet special watering requirements. For more information call the Water- Saver's Hotline. 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 dirt 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. All areas sodded shall be rolled, when sufficiently dry after the initial watering application. 602.5 Block Sodding At locations indicated or where directed, sod blocks shall be carefully placed on the prepared areas. The fertilizer shall then be applied in accordance with the applicable provisions of Item No. 606, "Fertilizer" and thoroughly watered. 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 driven through the sod blocks into firm earth suffi- ciently close to hold the block sod firmly in place. Edges along curbs and drives, walkways, etc., shall be carefully trimmed and maintained until accepted. (3) 602.6 Mulch Sodding The sod source shall be disked in 2 directions cutting the sod thoroughly to a depth of not less than 4 inches. Sod material shall be excavated to a depth of not less than 4 inches or more than 10 inches, being careful to avoid having sod containing no grass roots. The disked sod may be windrowed or otherwise handled in a manner satisfactory to the Engineer /Architect. The material may be rejected if not kept in a moist condition. Prior to placing mulch sod, the slopes shall be scarified by plowing furrows 4 inches to 6 inches deep along horizontal slope lines at 2 loot intervals measured along the slope. 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 the applicable provisions of Item No. 606, "Fertilizer ". The sod shall then be dumped upon the prepared area and spread uniformly to the thickness indicated. 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 ", above. After the sod material has been spread and shaped, it shall be compacted with a corrugated roller of the "Cultipacker" type. All rolling of slope areas shall be on the contour. 602.7 Measurement Work and acceptable material for "Sodding for Erosion Control" will be measured by the square yard complete in place with a minimum of 95 percent growth with a 2' inch stand of grass. 602.8 Payment The work performed and materials furnished and measured as provided under "Measurement" will be paid for at the unit price bid for Bermuda Block Sodding ", "St. Augustine Block Sodding" or "Bermuda Mulch Sodding" as the case may be. which prices shall each be full compensation for completing the work including all water, rolling, pegging and fertilizer as indicated. Payment will be made under one of the following: Pay Item No. 602 -A: Bermuda Block Sodding — Per Square Yard. Pay Item No. 602 -13: St. Augustine Block Sodding — Per Square Yard. Pay Item No. 602 -C: Bermuda Mulch Sodding — Per Square Yard. End 602 04/17/86 Page 2 604.1 Description - Item No. 604 Seeding for Erosior) Control This item shall consist of preparing a seed bed to the lines and grades indicated, sowing of seeds, fertilizing, mulching with straw, asphalt, cellulose fiber and other management practices along and across such areas as are indicated or as directed by the Engineer /Architect/Landscape Architect. 604.2 Materials (1) Seeds All seed must meet the requirements of the Texas Seed Law including the labeling requirements for 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 months of the time of delivery to the project. Each variety of seed shall be furnished and delivered in separate bags or containers. A sample of each variety, of seed shall be furnished for analysis and testing when directed by the Engineer /Architect. The amount of seed planted per acre shall be of the type specified below. (2) Water Water shall be clean and free of industnal wastes and other substances harmful to the growth of grass or the area irrigated. (3) Top Soil Top soil shall conform to Item No. 130, "Borrow". (4) Fertilizer ( Fertilizer shall conform to Item No. 606, "Fertilizer ". The fertilizer used shall have an analysis of 15- 15 -15, homoge- neous 13-13-13 or the analysis indicated. (5) Straw Mulch Straw Mulch shall be oat, wheat or rice straw, Prairie Grass, Bermuda Grass, other straw or hay approved by the Engineer /Architect. The straw or hay shall be free of Johnson Grass or other noxious weeds and foreign materials. It shall be kept in a dry condition and shall not be molded or rotted. (6) Asphalt Emulsion Asphalt Emulsion shall be SS -1 or CSS -1 asphalt emulsion or as indicated and shall conform to Item No. 301, "As- phalt, Oils and Emulsions ". Cellulose Fiber Mulch Cellulose Fiber Mulch shall be natural cellulose fiber mulch produced from grinding clean whole wood chips. The mulch shall be designed for use in conventional mechanical planting, hydraulic planting of seed or hydraulic mulch- ing of grass seed, either alone or with fertilizers and other additives. The mulch shall be such, that when applied, the material shall farm a strong, moisture- retaining mat without the need of an asphalt binder. 604.3 Construction Methods (1) Preparing Seed Bed After the designated areas have been rough graded to the lines, grades and typical sections indicated or as provided for in other items of this contract and any other soil area disturbed by the construction, a suitable seed bed shall be prepared. The seed bed shall consist of either 4 inches of approved topsoil or 4 inches of approved salvaged topsoil cultivated and rolled sufficiently to a state of good tilth which could prevent the seed from being covered too deep for optimum germination. The optimum depth for seeding shall be V. inch. Water shall be applied as required to prepare the seed bed. Seeding shall be performed in accordance with the requirements hereinafter described. (2) Watering All watering shall comply with City Ordinances. The broadcast and asphalt mulch seeded areas shall immediately be watered with a minimum of 5 gallons of water per square yard or as needed and in the manner and quantity as directed by the Engineer /Architect. Water shall be applied at a minimum rate of 10 gallons per square yard weekly, Page 1 04/17/86 604 604.4 Non - Native Seeding (1) 604.5 Mulch except when rainfall of i/z inch or greater occurs on the site, the watering can be postponed for one week or as directed, until the grass is uniformly 11/2 inches in height and accepted by the City. Hydraulic planted seeded area shall be watered weekly, except when rainfall of ' inch or greater occurs on the site, the watering can be postponed for one week, commencing after the tackifier has dried until final acceptance by the City or until the grass is uniformly 11/2 inches in height. The native grass seeded area shall be watered at a minimum rate of 5 gallons per square yard weekly commencing after the tackifier has dried until final acceptance by the City or until the grass is uniformly 11/2 inches in height. The watering can be postponed for one week or as directed, when rainfall of % inch or greater occurs on the site. Method A — Broadcast Seeding The seed or seed mixture in the quantity specified shall be uniformly distributed over the prepared seed bed areas indicated or where directed. If the sowing of seed is by hand, rather than by mechanical methods, the seed shall be sown in two directions at nght angles 10 each other. If mechanical equipment is used, all varieties of seed, as well as fertilizer, may be distributed at the same time, provided that each component is uniformly applied at the specified rate. After planting, the planted area shall be rolled with a corrugated roller of the "Cultipacker" type. All rolling of the slope areas shall be on the contour. Seed Mixture and Rate of Application for Broadcast Seeding: From September 15 to March 1, seeding shall be with a combination of unhulled Bermuda Grass at a rate of 2 pounds per 1000 square feet and winter rye at a rate of 7 pounds per 1000 square feet that has a PLS = 0.83. From March 1 to September 15, seeding shall be with hulled Bermuda Grass at a rate of 2 pounds per 1000 square feet with a PLS = 0.83. Fertilizer shall be applied and shall conform to Item No. 606. "Fertilizer ". (2) Method B — Hydraulic Planting The seed bed shall be prepared as specified above and hydraulic planting equipment, which is capable of placing all materials in a single operation, shall be used. March 1 to September 15 604 04/17/86 Page 2 Hydraulic planting mixture and minimum rate of application per 1000 square feet September 15 to March 1 (1) Mulch — Asphalt Mulch Hulled Bermuda Water Soluble Cellulose Fiber Soil Seed (PLS = 0.83) Fertilizer Mulch Tackifier 1 lb. 15 lbs. 45.9 lbs. 1.4 lbs. Add 7 pounds per 1000 square feet of winter rye with a PLS = 0.83 to above mixture. Fertilizer shall conform to Item No. 606, "Fertilizer ". The cultivated area or seed bed shall have a relatively smooth surface without ruts or tracks. Water shall be applied to the seed bed until a minimum depth of 4 inches is uniformly moistened. The water shall be applied in such a manner as not to erode the smooth surface. After the watering, when the surface of the seed bed has become sufficiently dry to permit planting, the seed mixture and fertilizer application specified above shall then be planted at the rate required and the application shall be uni- form. If the sowing of seed is by hand, rather than mechanical methods, the seed shall be sown in two directions at right angles to each other. Seed and fertilizer may be distributed at the same lime provided the specified uniform rate of application for both is obtained. When seed and fertilizer are to be distributed as a water slurry, the mixture shall be applied to the area to be seeded within 30 minutes after all components are placed in the equipment. Upon the completion of the sowing of the seed, the application of the asphalt emulsion shall follow as rapidly as possible. Immediately prior to the application of the asphalt emulsion, the planted area shall be watered sufficiently to assure uniform moisture from the surface to a minimum of 4 inches in depth. Application of the asphalt emulsion shall be at the rale of approximately 0.3 gallon per square yard. It shall be ap- plied to the area in such a manner that a complete film is obtained and the finished surface shall be comparatively smooth. (2) Asphalt Coated Straw Mulch (3) (4) (5) Cellulose Fiber Mulch 604.7 Measurement 604.8 Payment End Straw mulch shall be spread uniformly over the area indicated or as designated by the Engineer /Architect at the rate of 2 to 21/2 tons of straw per acre. The actual rate of application will be designated by the Engineer /Architect. A mulching machine, approved by the Engineer /Architect, shall be equipped to inject asphalt emulsion material into the straw uniformly as It leaves the equipment at a rate of 0.05 to 0.10 gallons of asphalt per square yard Qt mulched area. If the straw and asphalt emulsion are placed by hand, the rate of application for asphalt emulsidn shall be approximately 0.15 gallons per square yard. Shredded Brush Mulch Small brush or tree limbs, except Juniper, which have been shredded may be used for mulching Native Grass seeding. Straw Mulch Straw mulch shall be spread uniformly over the area Indicated or as designated by the Engineer /Architect at the rate of 2 to 21/2 tons of straw per acre. The actual rate of application will be designated by the Engineer /Architect. Straw may be hand or machine placed and adequately secured. Cellulose fiber mulch shall be spread uniformly over the area indicated or as designated by the Engineer /Architect at the rate of 45 to 80 lbs. per 1000 square feet. 604.6 Native Grass Seeding The seed bed shall be prepared as specified above. The seed mixture and the rate of application shall be as follows. Alamo Switchgrass Lometa Indiangrass Premier Sideoats grama Green spangletop Buffalo Grass Bermuda Grass 0.1 lbs/1000 sq. ft. 0.1 lbs/1000 sq. ft. 0.2 Ibs /1000 sq. ft. 0.1 Ibs /1000 sq. ft. 0.2 lbs/1000 sq. ft. 0.2 lbs/1000 sq ft. Total Seeding Rate 1.0 lbs/1000 sq. ft. Species substitution as necessary due to availability shall be approved by the Engineer /Architect. Watering and fertilizer applica- tion shall follow procedures outlined above or as otherwise specified. Seed shall be applied by broadcast or drill method and shall be distributed evenly over the topsoiled areas. Mulching shall imme- diately follow seed application. Work and acceptable material for "Seeding for Erosion Control" will be measured by the square yard or by the acre, complete in place, with a minimum of 95 percent coverage with no bare areas exceeding 16 square feet and a 11/2 inch stand of grass Bare areas shall be reprepared and reseeded as required. The work performed and materials furnished and measured will be paid for at the unit price bid for "Seeding for Erosion Control" of the method specified, "Asphalt Mulch ", "Asphalt Coated Straw Mulch" or "Shredded Brush Mulch", as the case may be, which price shall be full compensation for furnishing all materials, including all topsoil, water, seed, fertilizer or mulch and for performing all operations necessary to complete the work. All fertilizer will be measured and paid for conforming to Item No. 606, "Fertilizer ". • Payment will be made under one of the following: Pay Item No. 604 -A: Seeding for Erosion Control — Method — Per Square Yard. Pay Item No. 604 -B: Seeding for Erosion Control — Method — Per Acre. Pay Item No. 604 -M: Mulch — Per Square Yard. Pay Item No. 604-N: Native Grass Seeding — Per Square Yard. Page 3 04/17/86 604 606.1 Description This item shall consist of providing and distributing fertilizer over such areas as indicated and in accordance with these specifications. 606.2 Materials All fertilizer used shall be delivered in bags or containers clearly labeled showing the analysis. The fertilizer is subject to testing by the State Chemist in accordance with the Texas Fertilizer Law. A pelleted or granulated fertilizer shall be used with an analysis indicated below. 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 Agricultural Chemists. Fifty percent or greater of the Nitrogen re- quired shall be in the form of Nitrate Nitrogen (NO,). The remaining Nitrogen required may be in the form of Urea Nitrogen (CO(NH,),). In the event it is necessary to substitute a fertilizer of a different analysis, it shall be a pelleted or granulated fertilizer with a lower concentration. The total amount of nutrients furnished and applied per acre shall equal or exceed that specified for each nutrient. 606.3 Construction Methods Pelleted or granulated fertilizer shall be applied uniformly over the area specified to be fertilized and in the manner directed for the particular item of work. The fertilizer shall be dry and in good physical condition. Fertilizer that is powdered or caked will be rejected. Distribution of fertilizer for the particular item of work shall meet the approval of the Engineer. Unless otherwise indicated, fertilizer shall be applied uniformly at the following rate: FERTILIZER APPLICATION NEW CONSTRUCTION FERTILIZER ANALYSIS USE TYPE POUND PER ACRE NEW PLANTING MAINTENANCE Broadcast Seeding Any 400 15 -15 -15 15 -10 -5 Hydraulic Planting Water Soluble 653 15 -15 -15 15-10-5 Sodding Any 300 15-15-15 15 -10 -5 Trees Any — 16 -8 -0 15 -15 -15 Damaged Trees Any — 16 -8 -0 15 -15 -15 Shrubs and Plants Any — 16 -8 -0 15 -15 -15 Maintenance fertilizing shall be applied every 6 months after the new sod or grass is placed or until the work is accepted by the City. 606.4 Measurement Work and acceptable material for "Fertilizer" will be measured by the ton of 2,000 pounds or by the 100 pounds as determined by approved scales or guaranteed weight of sacks shown by the manufacturer. 606.5 Payment The work performed and materials furnished and measured as provided under "Measurement" will be considered subsidiary to other items in the contract unless shown in the Bid as a Pay Item, in which case it will be paid for at the unit price bid for "Fertil- izer" of the analysis specified, which price shall be full compensation for furnishing all materials and performing all operations necessary to complete the work. Payment, when specified, will be made under one of the following: Pay Item No. 606 -A: Fertilizer — Per Ton. Pay Item No. 606 -B: Fertilizer — Per 100 Pounds. End Item No. 606 Fertilizer Page 1 04/17/86 606 608.1 Description This item shall consist of digging, preparing plant holes, furnishing, transplanting, initial planting, maintenance of plantings, any replacement of trees, plants and ground cover which are damaged, diseased or otherwise in an unhealthy state during the war- ranty period or as directed by the Engineer /Architect. Planting Season All planting shall be done between November 15 and March 15, except as otherwise indicated or as specifically permitted by written order of the Engineer /Architect. - 608.2 Materials Plant material shall be first class grade, true to name and of the size indicated. All plants shall be nursery grown unless otherwise indicated. When the Engineer is furnished sufficient evidence that a specified plant cannot practically be obtained, the Engineer/ Architect may approve in writing the use of collected native material. Plant material having any of the following features will be rejected: (1) Standard Nomenclature Botanical names as specified in "Standardized Plant Names" by the American Joint Committee on Horticultural No- menclature or other referenced text including the "Manual of the Vascula Plants of Texas for Native Flora ". (2) Delivery (3) (4) Size Item No. 608 Planting a. Undue abrasions of the bark. b. Dried root system. c. Dried top wood of deciduous plants or dried foliage of evergreens. d. Prematurely opened buds or with buds stripped off. e. Diseased or insect infested plants. f. Balled and burlapped plants which have dry, loose, broken and /or undersized balls which do not conform to sizes indicated. g. Showing evidence of heating, molding or freezing. h. Plants in containers that are overgrown or rootbound. I. Plants with bench balls. j. Plant ball encased in plastic or other impervious material. Material shall not be delivered to the project until ordered in writing by the Engineer /Architect and when so ordered, the Engineer shall be notified of a proposed delivery of plant material at least 24 hours prior to its arrival at the project. Each shipment shall be accompanied by an invoice showing the number, size and name of each of the several kinds of plant material included with each kind of plant adequately identified by tags. The entire plant shall be properly protected from sun and air damage from the time of digging until delivery on the project. Upon arrival, the Engineer /Architect shall make an immediate inspection and shall accept for planting or heeling -in all plants comply- ing with these specifications and any plants rejected under the same shall be immediately removed from the project. Unless plants are placed in predug holes and planted as specified herein, they shall be heeled -in and inspected again prior to planting. If delivered to predug planting holes, balled and burlapped plants shall be planted within 1 to 6 hours depending upon the drying effect of the wind and sun. No bare rooted plants shall be placed in predug holes from the delivery truck unless actual planting occurs immediately after removal from its moist packing. Receipt of Plants No shipment of plant material shall be accepted, planted and /or heeled -in by the Contractor until such material has been inspected and accepted by the Engineer /Architect. The Contractor shall assist the Engineer in the inspection of material. I The caliper for trees shall be taken 1 foot above original ground line and trees larger in size than indicated may be used with the approval of the Engineer /Architect, but such use shall not increase the contract price Plant measure- ment for height shall be measured from the ground line 10 the top of the canopy. Plants having a spreading or semi - spreading habit shall be measured by the average diameter of the spread. Size of special plant classes like roses. vines and groundcovers, will be measured as indicated. Container -grown plants which are well established in ade- quate size containers and are of equal quality and size to the specified balled plants may be accepted in lieu of balled plants; likewise, balled plants of equal quality and size may be substituted for container -grown plants when permitted by the Engineer /Architect. Soil shall be approximately 3 /. depth of container and contained roots of the plant throughout the soil. Page 1 04/17;86 608 The ball size for a balled and burlapped plant shall be firm natural balls equal to or in,excess of the ball sizes indi- cated. Collected plant material substituted for a nursery-grown plant shall have a ball or root system / greater in s diameter and in depth than the nursery-grown plant for which it is substituted. The ball size shall be the average of the diameters taken at 90 degrees. (5) Mulch Mulch material shall consist of loose organic residue derived from plants or other granular material approved by the Engineer /Architect and shall be of such nature that adequate protection is provided against sun baking and quick drying out of the soil; will not impede aeration or water penetration nor deplete the soil of nitrogen. Minch material shall be free of excess amounts of large leaves and sticks that would prevent proper dressing of the mulched sur- face, free of harmful chemicals and free of detrimental amounts of soil or other foreign matter that would promote early compaction, matting or deterioration of the mulch. Peat Moss shall be of sphagnum origin of commercial quality. (6) Fertilizer Fertilizer shall be applied uniformly conforming to Item No. 606, "Fertilizer" at the rate indicated. (7) Water Water shall be clean and free of industrial wastes and other substances harmful to the growth of plants and the areas irrigated. (8) Planting Soil Mixture Materials shall be a soil mixture of 3/4 fine sandy loam, '/8 peat moss and '/8 leaf mold. The sandy loam shall be taken from a well drained, arable site. It shall be free of subsoil, stones, clay, roots, weeds. grass or other objectionable debris, matter or toxic wastes. (9) Stakes and Guys Stakes shall be 2 x 2 x 18 inch sound hardwood or treated pine with tapered point and chamfered tops. Guys shall be 2 strand 12 ga. galvanized steel wire with '/z inch diameter reinforced plastic or rubber hose trunk bushings and yellow plastic flagging. (10) Bracing Bracing shall be 2 x 4 inch hardwood or metal fence posts, 6 ft. long with guys and bushings (11) Pesticides Pesticides shall be selected for the species planted and applied in accordance with the manufacturer's recommen- dations upon approval of the Engineer /Architect. (12) Trunk Wrapping Trunk wrapping shall be 4 inch wide commercial trees wrapping paper with asphalt core. 608.3 Construction Methods Immediately following delivery and acceptance at the job, all plants shall be planted or heeled -in in adequate moist material. All plants heeled -in shall be properly maintained by the Contractor until planted. In handling plants, the utmost care shall be exer- cised to prevent injuries to the plants. The solidity of the ball or balled and burlapped plants shall be carefully preserved and such plants shall not be handled by the stems. Plants with exposed roots shall be protected from drying out dunng the time the plants are removed from the heeling -in bed and until actually planted. (1) Preparation of Planting Holes Planting holes may be dug by hand or by mechanical means. Trimming of the sides or bottom of the hole to uniform shape will not be required. Planting holes shall have a minimum horizontal dimension of 2 times the specified diame- ter of the ball or balled and burlapped plants or the average root spread of bare - rooted plants. Planting holes shall be excavated to a depth of at least 4 inches but not more than 8 inches greater than the depth of the ball or balled and burlapped plants or the depth of the root system of bare - rooted plants. Holes dug to excess depths shall be back - filled with topsoil and tamped to bring the holes to the specified depth. The depth of holes on slopes shall be mea- sured at the lower side. Special sized holes shall be shown on plans. Where holes are dug with an augur and the sides of the holes become plastered or glazed, this plastered or glazed surface shall be scarified. 608 04/17/86 Page 2 Topsoil from the planting hole may be used for backfiliing provided it is kept separate from subsoil and rendered loose and friable. Additional topsoil required to backfill the holes shall be furnished in the amount directed and from a source approved by the Engineer /Architect. (2) Pruning Roots Root pruning shall be limited to the amount necessary to prune away broken and badly damaged roots (3) Pruning of Tops Plants shall not be pruned before delivery to the job, except by written permission of the Engineer /Architect. Pruning of plants shall conform to the best horticultural practice and shall be appropriate to the various types of plants and the special requirements of each. Deciduous (nonevergreen) shrubs and trees with heavy tops shall have about '/ to Y of the top growth removed. Plants otherwise acceptable, but with broken or badly bruised branches. shall have such branches removed with a clean cut. All cut surfaces over 1 Inch in diameter shall be painted with a tree pruning compound. (4) Planting and Backfilling (a) Depth of Transplanting In general, plants shall be Installed and covered with top soil approximately 1 inch above the top of the root ball or container soil surface. (b) Bare Root Plants After the soil in the bottom of the hole has been firmed and the plant placed in the proper position, loose friable topsoil (or loam) shall be worked about the roots and thoroughly settled with water as the backfill is made. Care should be taken to avoid bruising or breaking the roots. No sticks, sods, clods or other material which would tend to form large air pockets in the soil shall be included in the backf ill. . (c) Balled and Burlapped Plants Plants of this type shall not be handled by the stems nor in such manner that the soil of the ball will be loosened A saddle around the ball shall be used for lifting. The burlap shall not be removed from the ball After the soil in the bottom of the hole has been firmed and the plant placed in the proper position, loose friable soil shall be worked about the ball until the hole is 2 h full. The hole then shall be filled with water and the backfiiling completed, working the soil and water well to prevent any air pockets. (d) Container -Grown Plants ' At the time of planting container -grown plants, the root ball and plant shall be removed from the container with a minimum damage to the root ball. If in the opinion of the Engineer /Architect a sufficient amount of soil has fallen off or the ball has been broken to such an extent as to reduce the chances of the plant to grow, the plant will be rejected. Container -grown plants shall be acclimated to outside growing conditions. Container -grown plants shall be planted in the same manner as balled and burlapped plants. (e) Finishing Surface after Backfilling A basin, 8 to 10 inches deep, shall be formed by constructing a neat levee around the planting hole. The inside measurement of the basin shall be not less than the minimum specified diameter of the planting hole, unless indicated. On slopes, the soil on the lower side shall be graded in such a manner that an adequate basin will be provided. Material excavated from the planting holes which is unsuitable for backfilling may be used to form a basin around the plant. Excess excavated material may be scattered thinly and leveled oft provided it is of such consistency and character that it can be readily scattered in an acceptable manner In case the scattering of material will interfere with drainage, mowing or otherwise be detrimental, all such material shall be removed and disposed of as directed by the Engineer /Architect. (5) Bracing Trees All trees 1' inches and over in caliper shall be adequately braced immediately after the plants have settled. Unless otherwise indicated, trees 11/4 to 2 inches in diameter shall be braced with 1 brace of sawed lumber, 2 2 inches (nominal size), firmly fastened to the tree at a point 5 to 6 feet above ground or as directed by the Engineer Architect. Fastening shall not be by nails, staples, wire or other materials that may damage the tree. Braces shall be of suffi- cient length to provide bracing when firmly driven into the ground. The tree trunk shall be adequately padded with a section of flexible hose at the point of attachment with a figure 8 tie. Trees 2 inches to 4 inches in diameter shall be Page 3 04117.86 608 braced with wires at a height of 6 to 8 feet that are firmly attached to 3 equally spaced concentric stakes which are Irmly driven into the ground. The trunk of the tree shall be adequately and securely padded with rubber at the point of attachment of the wire to prevent damage. Wire shall be number 16 gauge galvanized. Trees larger than 4 inches in diameter shall be braced in accordance with notes on plans. The Contractor shall repair braces as often as required until acceptance of the project for "Plant Establishment ". (6) Tree Trunk Protection For protection of the tree trunk, all trees indicated to be protected shall be neatly and securely wrapped. The tree wrapping is to begin at the base of the trunk and extend upward with a 50 percent overlap to the first major branch. Secure the tree wrapping paper at the top of wrap with soft twine or weatherproof type tape or any suitable method, approved by the Engineer /Architect. (7) Mulching All plants shall receive mulching to a minimum depth of 2 inches within the planting basin unless otherwise indicated. A small amount of soil shall be spnnkled on top of organic mulch to hold it in place if directed by the Engineer/ Architect. If hay is used, the depth shall be 4 inches loose measurement. (8) Maintenance and Initial Plant Replacement The Contractor shall water the plants as often as necessary, cut the weeds and grass around the planted area including the plant basin and bracing, prune the plants, treat the plants in accordance with approved methods of honicuttural practice where insects or disease affect the plants after planting and repair or replace the bracing as may be required or as ordered by the Engineer /Architect until the planting project has been accepted for "Plant Establishment". If the Contractor completes the initial planting prior to March 1, he will be required to replant all material found to be missing, damaged or dead during this time. This replanting shall be done between March 1 and March 15 or as directed by the Engineer /Architect. In the event that the planting project is not completed by March 15 and no further planting is permitted until the following "Planting Season" the partial planting will be cared tor as prescribed under "Plant Establishment ". 608.4 Plant Establishment "Plant Establishment" commences with notice of substantial completion and extends to the following November 15. For the work of "Plant Establishment ", all possible means shall be employed to preserve the plants in a healthy and vigorous growing condi- tion to insure their successful establishment. Such work shall consist of watering the plants, cutting weeds and grass around the planted area including the plant basin and bracing, pruning the plants and repair or replacement of bracing as may be required or as ordered by the Engineer /Architect. Where insects or disease affect the plants after planting, the plants shall be treated in accordance with approved methods of horticultural practices. Plants that die during the period of "Plant Establishment" shall be removed from the project and replaced during the prescribed planting season. 608.5 Acceptability of Plants Between June 1 and June 10 following the initial planting and initial plant replacement, the Engineer /Architect will make an inspection of the project to determine the acceptability of the plant material. At this time. an inventory of missing, dead or rejected plant material will be made and the Contractor notified that the plants on the inventory are to be replanted the following planting season between November 15 and December 15 or as specifically permitted by the Engineer/Architect. Plant material for the replacement planting shall meet all the requirements specified for the original plant material and shall be planted in accordance with the planting instructions listed under "Construction Methods ", except that no further plant replacement will be required. Working days stated in the Contract shall apply to the initial construction period only and will not include the time necessary for replanting. A final inspection shall be made within 10 days after the replacement planting is completed. 608.6 Measurement Work and accepted material as prescribed for this item including "Plant Establishment" will be measured as each plant in place. 608.7 Payment Work performed and accepted matenal as prescribed by this item, measured as provided under "Measurement ", will be paid for at the unit price bid for each plant of the various plants specified in place, which price shall be full compensation for all items necessary to complete the work. Payment will be made under: Pay Item No. 608: Planting, — Per Each. End 608 04/17/86 Page 4 610.1 Description This item shall consist of the proper care and treatment of all trees and shrubs in the vicinity of the construction site. 610.2 Materials - (1) Strapped -on Planking Burlap; any rough -cut 2 x 4 inch or 2 x 6 inch planking; plastic strap. (2) Tree dressing - Any asphaltic Tree wound paint. Dry Wells Native stone, railroad ties or equivalent timber with PVC aeration systems in fill areas conforming to ASTM D 2729, SDR 35. - (3) (4) Fencing Item No. 610 Tree and Shrub Trimming and Preservation Any (rough -cut) planking, plastic construction fencing, chain link fencing or other restraining material approved by the Engineer /Architect. (5) Paving Permeable segmented pavers in conjunction with PVC pipe aeration system or concrete on gravel base with cored holes. (6) Fertilizer Fertilizer shall conform to Item No. 606, "Fertilizer ". 610.3 Construction Methods All trees and shrubs in the proximity of the construction site shall be carefully checked for possible construction damage before work begins. All trees and shrubs which will be undisturbed by the construction work shall be properly treated to prevent distur- bance from construction work. Trees in the construction area shall be trimmed or removed from the site as indicated. ; (1) Control of Damage Construction damage will be kept to an absolute minimum by strict adherence to careful operations in the proximity of trees. Trees will be protected by fencing erected prior to beginning any construction activity. Fencing will completely sur- round the tree or clusters of trees and will be located at the outermost limits of the dripline or as indicated. Fences will be constructed at locations with materials indicated to prevent the following: (a) Soil compaction resulting from vehicle traffic or storage of equipment or materials. (b) Root zone disturbances due to grade changes (greater than 6 inches cut or fill) or trenching. (c) Wounds to exposed roots, trunk or limbs by mechanical equipment. (d) Other activities detrimental to trees such as chemical storage, transit mixer truck cleaning and fires. When construction progresses and it becomes necessary to work in closer proximity to the tree(s), the fence may be drawn back to the limits of the construction zone around the tree(s). In the event that no room for a fence remains, the tree trunk(s) will be protected with strapped -on planking or approved material to a height of 8 feet or to the limits of lower blanching as indicated. - (2) Repair of Damage Tree roots scarred by equipment will be cut cleanly and covered with top soil. When tree roots are pruned, a compa- rable porton of selected branches will be cut from the tree on the opposite side. Limb pruning will be made at the branch cdlar as indicated. All limbs greater than 1 Inch in diameter must be precut to prevent splitting. All cut limbs Page 1 04/17/86 610 shall be treated with an approved tree dressing. Tools are to be disinfected with alcohol or 5 ppm chlorine solution between trees to prevent transmitting diseases. All trees damaged during construction shall receive an application of fertilizer within the drip line conforming to Item No. 606, "Fertilizer" at the rate of 4 pounds per caliper inch. (3) Cutting and Filling Around Trees When an excavation or embankment is placed within the dripline of any tree greater than 8 inches in diameter, a dry well will be constructed to protect the tree as indicated, when the cut or fill exceeds 8 inches. (4) Paving Around Trees Where paving is necessary within the dripline of any tree greater than 6 inch diameter, a permeable pavement and aeration system must be installed as indicated, except for street construction. (5) Tree Removal Any Trees which are indicated for removal or which may interfere with the construction shall be removed subject to the approval of the Engineer. Trees over 19 inches in diameter, measured 41/2 feet above the existing ground, shall require review by the City Arborist prior to removal in accordance with the Tree Ordinance. When a tree or shrub is determined to be removed, it shall be cut to a depth of 12 inches below the surrounding ground line. After removal, soil is to be placed in the hole to match the existing grade. After cutting the tree into pieces that can be managed, it will be removed from the site and disposed of. All work shall be conducted in such a manner as to protect all facilities, improvements and vegetation in the work area. All damage resulting from tree removal or pruning shall be repaired at the Contractor's expense. (6) Final Cleanup All temporary tree and shrub preservation measures shall be removed when the construction has been completed. 610.3 Measurement Tree and shrub trimming, fencing, drains, fertilization, etc., will not be measured for payment. Dry wells for tree protection will be measured by the units, complete in place, conforming to Item No. 623, "Dry Stack Rock Wall ". 610.4 Payment The work and matenals prescnbed herein will not be paid for directly, except the dry wells, but shall be considered subsidiary to other items unless payment is included as a contract pay item. Payment for dry wells will be made under: Pay Item No. 610T: Dry Stack Rock Wall (Tree Protection) — Per Each. End 610 04/17/86 * Page 2 (1) Seeding Seeding shall conform to Item No. 604, "Seeding for Erosion Control ". (2) Pipe Underdrains Pipe underdrains shall conform to Item No. 551, "Pipe Underdrains ". 633.3 Construction Methods 633.4 Measurement End Item No. 633 Landgrading 633.1 Description This item shall consist of reshaping the existing topography in accordance with the plans. The purpose of landgrading is to provide for erosion control and vegetation establishment on those areas where the existing topography Is to be reshaped by grading. 633.2 Materials All sediment control practices and measures shall be constructed and in place before proceeding with the construction of "Land - grading". The sediment control practices and measures shall be maintained in accordance with the sediment control plan. Strip- ped topsoil and fill for the establishment of vegetation shall be stockpiled in amounts necessary to complete finished grading of all exposed areas. Temporary stockpiles, borrow areas and permitted spoil areas shall be shown on the plans and no other areas shall be used for these purposes. Cleared areas to be filled shall be grubbed to remove trees, vegetation, roots and other objec- tionable material as required by Item No. 102, "Clearing and Grubbing ". Seeps or springs encountered during construction shall be intercepted and diverted to a pipe underdrain conforming to Item No. 551, "Pipe Underdrains ". Except for approved landfills, fill material shall be free of brush, rubbish, rocks, logs, stumps, building debris and other objectionable materials that would interfere with or prevent construction of satisfactory fills. All fills shall be compacted as required to reduce erosion, slippage, settlement, subsidence or other related problems. Fill intended to support buildings, structures and conduits, etc., shall be com- pacted in accordance with Item No. 132, "Embankment ". All graded areas shall be permanently stabilized and seeded imme- diately following finished grading. Acceptable work performed as prescribed by this item will be measured by the square foot of the area to be graded which will include stabilization and groundcover re- establishment. 633.5 Payment Work performed and material furnished for this item will be paid for at the unit price bid per square foot of the area graded. Pipe Underdrains, when required, will be paid for in accordance with Item No. 551, "Pipe Underdrains". Payment will be made under: Pay Item No. 633: Landgrading — Per Square Foot. Page 1 04/17086 633 642.1 Description This item shall consist of providing and placing a filter fabric fence to temporarily control erosion by intercepting and retaining sediment along or across such areas as indicated, in accordance with these specifications, including maintaining fence, remov- ing silt and removing fence upon completion of the project. 642.2 Materials (1) Fabric - - (a) General The filter fabric shall be either woven or nonwoven synthetic thermoplastic fiber material which 1 is non - biodegradable, inert to most soil chemicals, contains ultraviolet stabilizers, is unaffected by moisture or other weather conditions, has nonravelling edges and will allow water to pass through it while retaining sediment. The filter fabric shall be supplied in rolls a minimum of 36 inches wide and be manufactured for use as a silt fence. (b) Physical Requirements The fabric shall meet the following requirements when sampled and tested in accordance with the methods indicated. - Test Original Physical Properties Fabnc weight, on an ambient tempera- ture air -dried tension free sample, ex- pressed in oz/sq. yd. Water flow rate by falling head method, 7.9 inches (20 cm) to 3.9 inches (10 cm) on 2 inch ID cylinder with 1 inch diameter orifice, with flow rate ex- pressed in gal /sq. ft/minute Breaking load in either machine or cross - machine direction, expressed in pounds Equivalent opening size (US Standard sieve no.) "Apparent elongation" at breaking load in either machine or cross - machine di- rection, expressed as percent Puncture Strength Pounds Mullen Burst Strength, psi Abrasion Resistance, Pounds Ultraviolet Resistance % strength retention Method - Requirements SDHPT Test Method - 6.0 minimum Tex -616 -J "Testing of Con- struction Fibers" Tex -616 -J ASTM D 1682 grab method G 100 minimum as modified by Tex -616 -J CW- 02215, US Army Corps of Engineers, Civil Works Construction Guide Specifica- tion. "Plastic Filter Fabric ", November, 1977. ASTM D 1682 grab method G 100 maximum as modified by Tex -616 -J ASTM D 751 (modified) ASTM D 3786 ASTM D 1175 Taber Test (1000 Rev., 1 kg load per wheel) Page 1 40 minimum 40 to 100 60 220 30 ASTM D 1682 (500 Xenon 70 Weatherometer hours) Item No. 642 Silt Fence (2) Posts Posts shall be painted steel Tee posts, not less than 5 feet in length with a minimum weight of 1.3 pounds per foot with stabilizers plates. Hangers shall be aquated to secure fence and fabric to posts. 04/17/86 642 (3) Wire Fence Wire fence shall be welded wire fabric 6x6- W1.4xW1.4 and shall conform to Item No. 406", Reinforcing Steel". 642.3 Construction Methods The silt fence fabric shall be securely attached to the posts and the wire support fence with the bottom 12 inches of the filter material toed -in to prevent sediment passing under the fence. The filter fabric and wire fence shall be a minimum of 30 inches high. Posts shall be embedded a minimum of 18 inches in the ground, placed 6 to 10 feet apart and set on a slight angle toward the anticipated runoff source. No honzontal joints will be allowed in the filter fabric. Where it is necessary to have a vertical joint, the fabric shall be overlapped a minimum of 12 inches with the ends sewn or otherwise securely attached to prevent sediment loss. When silt fence is constructed on impervious material, an 18 inch flap of fabric shall be extended upstream from the bottom of the silt fence and weighted to limit the bypassing of silt. The "Silt Fence" shall be repaired or replaced and silt buildup removed when necessary or as directed by the Engineer. 642.4 Measurement The work performed and the materials furnished prescnbed by this item will be measured by the linear foot of "Silt , Fence", complete in place. 642.5 Payment The work performed and materials furnished and measured as provided under "Measurement" will be paid for at the unit price bid per linear foot of "Silt Fence" as indicated, which price shall be full compensation for furnishing, hauling and placing all materials including all labor, tools, equipment and incidentals needed to complete the work for inspecting, repairing and removing silt after every rainfall and for removing and disposing of all materials at the completion of construction. Payment will be made under: Pay Item No. 642: Silt Fence for Erosion Control — Per Linear Foot. End 642 04/17/86 Page 2 803.1 Description This item shall consist of providing, installing, moving, replacing, maintaining, cleaning and removing temporary or permanent street closure barricades signs or other devices required to handle the traffic in conformance with the current edition of the Texas Manual of Uniform Traffic Control Devices for Street and Highways and as indicated or directed by the Engineer. Construction Detours, if required, shall conform to Item No. 801, "Construction Detours ". Capital Improvement Project signs shall conform to Item No. 802, "Capital Improvement Project Signs ". 803.2 Materials All materials used in barricades, signs and traffic handling shall conform to the following: (1) Signs Sign Plates — .080 in thickness alodine finished Federal Specification 6061 — T6 aluminum Sign Posts — 1.25 ounce /square foot hot dipped galvanized welded steel tubing ASTM A 513, O.D. 2.375 inches, wall thickness .065 inch, 1.60 pounds per foot. Hardware — Aluminum alloy ASTM A 444 sign hardware for clamp casting or stainless steel with galvanized or electroplated cold rolled steel U bolts, bolts, washers and nuts. (2) Sign Plate Message and Size Sign Designation Size OM — 4R 18 inch x 18 inch W14 — 1 30 inch x 30 inch (3) Lumber Rails shall be new unweathered S4S grade #2 fir or yellow pine, of the size indicated. Posts, of the size indicated, shall be pressure treated with pentachlorophenol. (4) Concrete Concrete shall be Class A Concrete conforming to Item No. 403, "Concrete for Structures ". (5) Retro - Reflective Sheeting Red and white strips shall conform to Table I CIE Chromaticity Coordinates, ASTM Designation D 523, ASTM 397, SDHPT Test Method Tex - 842 -B, ASTM D-987-48%, Atlas Twin ARC Weathering ASTM E 42-69, Type E in accor- dance with ASTM D 822.60X which requires the ASTM E 42 Type E Atlas XW data; L -23008 dated January 7, 1970. (6) Paint - Exterior Oil base paint, colors as indicated. 803.3 Construction Methods Item No. 803 Barricades, Signs and Traffic Handling Prior to commencing construction, suitable "Barricades, Signs and Traffic Handling" devices shall be installed to protect the workers and the public. The Contractor shall be responsible for installing all markers, signs and barricades conforming to the Manual on Uniform Traffic Control Devices and /or as indicated. If, in the opinion of the Engineer, additional markers, signs or barricades are needed in the interest of safety, the Contractor will install such as are required or as directed by the Engineer. 803.4 Maintenance It shall be the Contractor's responsibility to maintain, clean, move and replace ff necessary, barricades, signs and traffic handling devices during the time required for construction of the project. Permanent barricades shall be constructed as required after the completion of the street by drilling holes to place the posts and concrete foundations. Foundation concrete shall be cured before the rails are attached. When no longer needed all temporary Barricades, Signs and Traffic Handling Devices shall be removed and the area restored to its original condition or as directed by the Engineer. Page 1 04/17/86 803 803.5 Measurement The work performed and the materials furnished by this item as indicated, except for barricades, will not be measured for pay- ment but will be considered subsidiary to the work or to Item No. 801, "Construction Detours ". Barricades shall be measured as each complete barricade constructed and placed as indicated. Any temporary barricades fur- nished shall not be measured for payment and shall be considered subsidiary to the work or to Item No. 801, "Construction Detours ". 803.6 Payment The work performed and material fumished as prescribed by this item will be paid for at the unit price bid for "Barricades" per each complete barncade. Payment will be made under: Pay Item No. 803: Barricades — Per Each. End 803 04/17/86 Page 2 860.1 Description This item shall consist of the installation of rellectorized paint pavement marking. The width of the line shall be 4 inches and the color as indicated. 860.2 Materials (1) Traffic Stripe Reflective Glass Spheres (a) The glass spheres shall not contain more than 30 percent (by weight) irregular shaped particles when tested by ASTM Designation: D 1155. Spheres shall be essentially free of sharp angular particles and particles show- ing milkiness or surface scarring or scratching. Spheres shall be water white in color. (b) The glass spheres shall meet the following gradation requirements when tested: Openings U.S. Std. Sieves Percent Passing (c) , The spheres, when tested by the liquid immersion method at 25 C. shall show an index of refraction within the range of 1.50 to 1.98. ■ (d) The spheres shall be capable of being readily wet with water when tested according to SDHPT Test Method Tex - 826 -B. . (e) The spheres shall show no tendency toward decomposition, surface etching, change in retroreflective charac- teristics or change in color after 24 hours exposure (according to SDHPT Test Method Tex - 833 -B) to weak acids, weak alkali or 100 hours of weather -o -meter exposure. (f) Spheres shall contain less than V. of 1 percent moisture by weight. (g) Spheres shall be manufactured from glass. (h) Spheres shall be free of trash, dirt, etc. (i) Spheres shall show no evidence of objectionable static electricity when flowing through a regular traffic bead dispenser. (j) The recommended application rate shall be 6 pounds per gallon of paint. (k) Sampling and Testing shall be in accordance with the latest applicable SDHPT Manual on Testing Procedures. Applicable test methods are, but are not limited to the following: Tex -822 -B Tex -826 -B Tex -830 -B Tex -831 -B Tex-83243 Tex -833 -B (2) Pavement Marking Paint (a) Functional Requirements #20 Sieve 100 #30 Sieve 80-100 #50 Sieve 18 -35 #100 Sieve 0 -4 ASTM Designation: D 476, Type II Federal Spec. TT- P -463A, Type I (March 3, 1961) National Bureau of Standards — Chromatic Standard No. Sch. -30 Federal Spec. TT- P -403a Federal MIL- C -429C, Type I (March 6, 1969) ASTM D 362 Page 1 Item No. 860 Pavement Marking Paint 1. All materials required to meet Federal, ASTM or SDHPT specifications must meet the specification as shown. 04/17/86 1 860 ASTM D 740 (Reapproved 1974) ASTM D 600 SDHPT Test Method Tex -806 -B SDHPT Test Method Tex -811 -8 SDHPT Test Method Tex -814 -B 2. The paint shall be homogenous, well ground to a uniform and smooth consistency and shall not skin nor settle badly nor cake, liver, thicken, curdle or gel in the container. 3. The paint. when applied to a bituminous pavement surface under normal field conditions at the required rate of .015 inch wet film thickness, shall have a maximum "no pickup" drying time of 15 minutes to prevent displacement or discoloration under traffic. 4. In preparation of the paint, the pigments shall be dispersed in the vehicle by appropriate methods so that a fineness reading of not less than 4 is obtained with a Hegman grind gauge. 5. Consistency viscosity as determined by the Stromer Viscosimeter at 25 C shall be from 85 to 100 K.U. 6. A thin film of paint spread on a glass plate and allowed to dry thoroughly shall not darken or show any discoloration when subjected to ultraviolet rays for a period of 5 minutes. (b) Material Requirements 1. Raw Materials 860 04/17/86 Page 2 a. The exact brands and types of raw materials used in the wet standards are listed for the purpose of facilitating the selection of parallel materials equal, not only in quality and composition but also in physical and chemical behavior after aging in the finished product. b. It shall be the responsibility of the Contractor to utilize materials that not only meet the individ- ual raw material specification, but that also produce a coating that meets the specific formula requirements. c. Matenals required to meet Federal and ASTM specifications must meet the specification as indicated. 2. Pigments a. White (1) Lead free zinc oxide: shall meet Federal specification TT- P -463A, Type I, March 3, 1961. (2) Pure Titanium Dioxide, Rutile, Nonchalking: shall meet ASTM D 476, Type II. b. Medium Chrome Yellow (1) The luminescent factors of the pigment shall be within the limits listed below when tested before and after exposure. Minimum Maximum Initial 53 59.0 Final 45 In addition, the allowable change between the initial and final luminescent factors shall be no more than 9 units. The initial x, y chromaticity color coordinates of the pigments shall tie within the rectangle defined by the sets of coordinates shown below. 0.490 0.511 0.514 0.535 y 0.455 0.433 0.480 0.458 The pigments shall be tested according to SDHPT Test Method Tex - 810 -8. The color standard shall conform to the National Bureau of Standards Chromatic Standard No. Sch -30. The formulation of the test enamel using the pigments to be tested is as follows: Material • Parts by Weight Medium Chrome Yellow 54.0 Long Oil Alkyd Resin (1) 31.5 4% Calcium Drier - 0.6 6% Cobalt Drier 0.3 Anti- Livering Agent 0.1 Anti- Skinning Agent 0 2 Mineral Spirits (2) 13.3 (3) (2) Alkyd Resin Solution meeting Federal specification TT- R -266D, Type I, Class A, November 17, 1971. (3) Mineral Spirits shall conform to ASTM D 235, Type IV. (4) The amount of mineral spirits may be varied slightly to produce the desired,'gnnding consistency. Two coats of pigments shall be required. 3. Inert a. Talc, paint -grade magnesium silicate shall meet ASTM D 605. b. Calcium Carbonate shall conform to the following: CaCO, Maximum 97.0 percent 11,0 Maximum 0.4 percent Specific Gravity 2.63-2.73 Weight retained on 4325 Screen Maximum 0.75 percent Color shall be equal to material listed in standard formula. Substitution in standard formula shall not result in a viscosity variation greater than 4 K.U. 4. Resins a. Chlorinated Paraffin shall conform to Federal Specification MIL- C -429C, Type I, May 6, 1969. b. Chlorinated Rubber shall have a viscosity (ii) 15 C (20% solution with Toluene)' 4-6 cps. • Toluene shall meet ASTM D 362 c. Traffic paint alkyd resin solution shall conform to the following: (1) General Type: Pure, drying alkyd Length: Medium Type oil: Soya, linseed or tall. No mixture of 2 or more oils will be permitted. Type Solvent: Toluene, ASTM D 362 Compatibility: A solution of 1 part 75 percent traffic alkyd and 5 parts toluene shall be clear. • A solution containing the equivalent of 150 grams o(5 cps. chlorinated rubber, 130 grams of 75% traffic alkyd, 200 grams of methyl ethyl ketone shall be clear, transparent and show no separation alter 24 hours of storage in a 34 full test tube at 80 degrees t5 F. This rubber - alkyd- solvent•solution shall produce a clear film upon drying. Page 3 04/17/86 860 860 04/17/86 Page 4 (2) Solid Resin Basis Percent Phthalic Andydrides Percent Oil Acids Acid number, maximum Ash residue, maximum Unsaponifiable, maximum Iodine number of fatty acids, minimum Retractive Index of fatty acids, minimum (Tall oil alkyds), maximum (3) 45 Percent Solids Basis - Color: Gardner 1953 Standard -9 maximum. Drying Time: A wet film 3 mils thick shall set to touch in not more than 90 minutes. (Driers: Based on the resin solids present, add the equivalent of 0.06 percent Cobalt (metal) and 1.0 percent lead metal) 'Toluene shall be used to reduce the resin solution to 45 percent solids and shall meet ASTM D 362. (4) In addition to the above requirements, the traffic alkyd resin shall meet the following percent transmittance requirements when tested according to SDHPT Test Method Tex - 814 -B, uti- lizing menthyl isobutyl ketone as primary solvent and methyl alcohol as precipitating agent. Percent Transmittance Minimum Maximum T, T, V, = 91X Appearance Color Boiling Range Kauri Butanol Value Specific Gravity, 25 C Flash Point F (TCC) (2) Treated Bentonite Clay 10% 70% Calculate volume in milliliters of precipitating agent as follows: Where: V, = volume of precipitating agent required for T, X = grams of alkyd resin solids and V = 1.398 V, Where: V, = additional volume of precipitating agent required tor T. 5. Thinners a. Methyl Ethyl Ketone shall conform to ASTM 0 740 b. Aromatic Naphtha clean, free of sediment water, white 360 F — 415 F 88 minimum 0.884 — 0.894 140 minimum 6. Additives and Chemicals a. Driers shall conform to ASTM 0 600. b. The additives below must be supplied by the manufacturer, as listed: (1) Thermo lite 813 Available from: M & T Chemicals, Inc. 530 Exchange Bank & Trust Tower Dallas, Texas 75235 A. Bentone 34, N.L Industries B. Claytone 40, Southern Clay Products 33 to 37 48 to 55 8.0 0.10 percent 2.0 percent 115 1.4660 1.0 Formula: White Traffic Paint Pounds Traffic Alkyd, 75 Percent Solids 130 Chlorinated Rubber, 5 cps., Hercules. parlon S -5 150 Chlorinated Paraffin, Type I, Hercules, Chlbrafin 40 ^ ' 75 Treated Bentonite Clay - 5 Titanium Dioxide, Rutile, DuPont, R -900 200 Lead Free Zinc Oxide, ASARCO, A2O -33 50 Talc, Nytal 300 225 Calcium Carbonate, T.W. Snowflake White 250 24% Lead Drier 3 6% Cobalt Drier 2 Thermolite 813, M & T Chemicals, Inc. 0.75 Aromatic Naphtha, SC -150 5 Methyl Ethyl Ketone • 245 - 1,340.75 Grind particles: 4 minimum 8 maximum (SDHPT Test Method Tex 806 -B) Gallon Weight ± 0.05 lbs. of theoretical gallon weight Consistency: 85 to 100 K.U. Skinning: No skinning within 48 hours (SDHPT Test Method Tex- 811 -B) Formula: Yellow Traffic Paint Pounds Traffic Alkyd, 75 Percent Solids 130 Chlorinated Rubber, 5 cps., I.C.I. Alloprene X -5 150 Chlorinated Paraffin, Type I, I.C.I., Cereclor 42 75 Treated Bentonite Clay 5 Titanium Dioxide, Rutile, Du Pont, R -900 25 Lead Free Zinc Oxide, ASARCO, A20.33 ' 50 Medium Chrome Yellow, Du Pont, Y -469 -D 157 Calcium Carbonate, T.W., Snowflake White 250 Talc, Nytal 300 250 24% Lead Drier 3 6% Cobalt Drier 2 Thermolite 813, M & T Chemicals, Inc. 0.75 Aromatic Naphtha, SC -150 5 , Methyl Ethyl Ketone 250 1,370.75 Grind Particles: 4 minimum, 8 maximum (SDHPT Test Method Tex - 806 -B) Gallon Weight: ± 0.05 lbs. of theoretical gallon weight Consistency: 80 to 100 K.U. Skinning: No skinning within 48 hours (SDHPT Test Method Tex - 811 -B) 860.3 Construction Methods The Contractor shall use a crew experienced in the work of installing pavement markings and in the necessary traffic control for such operations on the roadway surface and shall supply all the equipment, personnel, traffic control and materials necessary for the placement of the pavement markings as indicated or as directed by the Engineer. All work shall conform to the current edition of the Texas Manual of Uniform Traffic Control Devices (MUTCD) The pavement surface to receive the pavement markings shall be thoroughly cleaned of all dirt, organic growth or other material that will prevent adhesion of the paint to the roadway surface. , The pavement markings shall be placed in the proper alignment with guides established on the roadway. Deviation from the alignment established shall not exceed 2 inches and in addition, the deviation in alignment of the markings being placed shall not exceed 1 inch per 200 feel of roadway nor shall any deviation be abrupt. - When deemed necessary by the Engineer, the Contractor, at his expense, shall place any additional pilot markings required to facilitate the placement of the permanent markings in the alignment specified. Any and all additional markings placed on the roadway for alignment purposes shall be temporary in nature and shall not establish a permanent marking on the roadway. Materials used for pilot markings and equipment used to place such markings shall be approved by the Engineer. Page 5 04/17/86 860 Paint markings on the roadway that are not in alignment or sequence as indicated shall be totally and completely removed by any effective method approved by the Engineer, except that grinding will not be permitted. • Paint shall be applied at a rate of not less than 15 gallons nor more than 20 gallons per mile of solid 4 inch stripe. Application rate for solid 8 inch stnpe shall be between 30 and 40 galions per mile. (These rates yield wet film thickness from 15 to 20 mils.) . Beads shall be applied to the paint markings at a uniform rate sufficient to achieve the retroreflective characteristics specified when observed in accordance with SDHPT Test Method Tex - 828 -B. All markings placed shall have uniform and distinctive retro- reflective charactenstics. Linder no circumstances shall the bead application rate be less than 6 pounds of beads per gallon of paint applied to the road surface. Applied markings shall be protected from traffic until they have dried sufficiently so as not to be damaged or tracked by normal traffic movements. 860.4 Equipment Paint striping equipment used to place 4 inch solid or broken lines shall have the capability of placing a minimum of 60,000 linear feet of marking per working day. Equipment used for placing markings in widths other than 4 inches shall have capabilities similar to 4 inch marking equipment and shall be capable of placing linear markings up to 8 inches in width in 1 pass. The equipment shall be maintained in satisfactory operating condition. Four inch marking equipment will be considered as un- satisfactorily maintained if it falls to have an average hourly placement rate of 7000 linear feet in any 5 consecutive working days of 7 hours or more. The equipment shall be equipped so that one 4 inch broken line and either 1 or 2 solid lines can be placed at the same lime in alignment and spacing as indicated. The equipment shall be equipped with an automatic cutoff device (with manual operating capabilities) to provide clean, square marking ends and to provide a method of applying broken line in a stripe to gap ratio 0115 to 25. The length of the stripe shall not be less than 15 feet nor longer than 15.5 feet. The total length of the stripe -gap cycle shall not be less than 39.5 feet nor longer than 40.5 feet in vanance from one cycle to the next nor shall the average total length of a cycle for a road mile of broken line exceed 40.5 feet or be less than 39.5 feet. • The equipment shall be capable of placing lines of all widths with clean edges and of uniform cross section. Four inch lines shall be 4 inches plus or minus '/e inch. Eight inch lines shall be 8 inches minimum and 81/4 Inches maximum in width. The equipment shall be equipped with an outrigger or outriggers as required to place edgelines as called for in the plans. The equipment shall be equipped with bead dispensers. 1 for each paint spray gun. placed on the equipment so that beads are applied to the paint almost instantly as the marking is being placed on the roadway surface. The bead dispensers shall be de- signed and aligned so that beads are applied uniformly to the entire surface of the marking. The bead dispensers shall be equipped with automatic cutoff controls, synchronized with the cutoff of the marking equipment. Paint pots or tanks shall be equipped with an agitator that will keep the paint thoroughly mixed and may be either a pressurized or nonpressurized type. 860.5 Measurement Work for Pavement Marking Paint lines will be measured by the linear foot of the various widths. Work for pavement marking. paint letter or figures will be measured by the square foot. 860.6 Payment Work performed as prescribed by this item, measured as provided under "Measurement ", shall be paid for at the unit price bid for "Pavement Marking Paint" per linear foot or square foot of the various widths specified. This price shall be full compensation for furnishing all labor, tools, equipment, materials and incidentals necessary to complete the work specified. Payment will be made under one of the following: Pay Item No. 860-A: Pavement Marking Paint— Per Linear Foot. Pay Item No. 860 -8: Pavement Marking Paint — Per Square Foot. Pay Item No. 860 -C: Pavement Marking Paint ( Reflectorized) — Per Linear Foot. Pay Item No. 860•D: Pavement Marking Paint (Reflectorized) — Per Square Foot. End 860 04/17/86 Page 6 863.1 Description This item consists of reflectorized pavement markers to be used to delineate traffic lanes or fire hydrants. 863.2 Materials (2) Optical Item 140.863 Reflectorized Pavement Markers All materials shall meet the requirements as indicated below and on Standard Drawing. (1) Design and Shape The outer surface of the marker shall be smooth. All corners and edges exposed to traffic must be rounded. The base of the marker shall have a width of 4.0 inches + inch and shall have a minimum area exposed to traffic of 12.5 square inches. The maximum height shall be'/. inch. The maximum slope of the reflector face or faces shall be not more than 30 degrees from the horizontal. The bottom surface of the markers shall be of a design for adhesion with epoxy adhesives to comply with SDHPT Test Method Tex- 611-J. The marker shall be designed to withstand a falling -ball impact of 5 feet without breaking, cracking or being signifi- cantly deformed when tested according to SDHPT Test Method Tex - 430 -A. The marker shall be designed to show no change in shape or color when subjected to the requirements of SDHPT Test Method Tex - 846 -B, at a temperature 01 140 F with the marker in a vertical position. (a) Definitions (1) Horizontal entrance angle is defined as being in a plane parallel to the base of the road marker, between a line in the direction of the incident light and a line perpendicular to the leading edge of the reflective surface. • (2) Divergence angle shall mean the angle at the reflector between observer's line of sight and the direction of. the light incident on the marker. - Specific intensity shall mean candle power of the returned light at the chosen divergence and entrance angles for each lootcandte of incident light per reflective face. SDHPT Test Method Tex -842 -B will be used to determine specific intensity. (3) (b) Performance For the pavement markers the specific intensity of the reflecting surface at a 15 degree divergence angle shall be not less than the following when the incident light is parallel to the base of the marker. Specific Intensity Horizontal Entrance Angle Degrees Crystal Amber 0 20 3.0 2.0 1.5 . 1.0 The specific intensity of the marker shall not be less than 80 percent of the above minimum values after being subjected to heat test SDHPT Test Method Tex - 846 -B. (3) Pavement Marker Types Pavement markers shall be of the following types: Type l -A shall contain one face that reflects amber light. The body, other than the reflective face, shall be yellow. - Type l -C shall contain one face that reflects white light. The body, other than the reflective face, shall be white, silver white or light gray. Type II -A -A, shall contain two reflective faces, each of which shall reflect amber light. The body, other than the reflective faces, shall be yellow. Page 1 04/17/86 863 End 863 04/17/86 Page 2 Type II -B -B shall contain two reflective faces, each of which shall reflect blue light. The body, other Than the reflective faces, shall be yellow. Type II -C -R shall contain two reflective faces one of which reflects white light and one of which reflects red light; the body, other than the reflective faces shall be white, silver white or light gray or may be one -hall white, silver white or light gray on the side that reflects white light and one -half red on the side that reflects red light. The reflective faces of the Type II markers shall be located so that the direction from one face shall be directly op- posite the direction of reflections of the other face. 863.3 Testing The Contractor shall certify that the markers meet the requirements defined in the specification and meet or exceed the appli- cable tests required. All testing will be in accordance with the SDHPT manual of Testing Procedures. Applicable tests include the following: Tex -611 -J Adhesion Requirements Tex -430 -A Impact Test Tex -842 -B Light Reflectorbility Tex -846 -B Color Requirement for Traffic Delineation Blue markers' color will require Fire Department approval. 863.4 Construction Methods The Reflectonzed Pavement Markers shall be applied using an approved epoxy adhesive to the lines and spacings as indicated or as directed by the Engineer. _ 863.5 Measurement Reflectorzed Pavement Marker will be measured as per each, complete in place. 863.6 Payment Payment will be made at the unit price per each, which price shall be full compensation for all work performed and all materials furnished in constructing, transporting and placing the markers. Payment will be made under: Pay Item No. 863: Reflectonzed Pavement Markers, Type — Per Each. Item No 867 Epoxy Adhesive 867.1 Description - This item shall consist of the use of various types of epoxy materials suitable for the construction and maintenance of streets and roads. All of these materials consist of a resin component and a hardener component which must be mixed just prior to use to produce the finished epoxy. Unless otherwise indicated, these materials should not be used if the substrate temperature is below 50 F. The specific materials covered by this item are as follows: (1) Traffic marker adhesives (2) Concrete adhesives (3) Binder for producing epoxy grout or concrete (4) Epoxy for crack injection (5) Epoxy for coating for concrete (6) Surface sealing of cracks (7) Epoxy Stone Coating for concrete 867.2 Epoxy Materials Requirements (1) General Epoxy materials described herein shall be in accordance with SDHPT Specification D -9 -6100. Additional information regarding epoxy characteristics and copies of specification D-9-6100 are available from the SDHPT Materials and Tests Engineer, 38th and Jackson Streets, Austin, Texas 78703. (2) Packaging, Labeling and Storage The components shall be packaged in suitable, well - sealed containers clearly labeled as to the type material and the ratio of the components to be mixed by volume. Any special instructions regarding mixing shall .be included. The label shall show resin or hardener component, the brand name, name of manufacturer, lot or batch number, date of packaging and the quantity contained therein. Caution warnings regarding contact of the epoxy with skin and eyes, shelf life and vapor warning must be included on the labels. The epoxy components must be stored at temperatures between 60 F and 100 F. Any material which shows evi- dence of crystallization, lumps, skinning, extreme thickening or settling of pigments which cannot be readily re- dispersed with normal agitation shall not be used. (3) Mixing Prior to use, each component shall be stirred to redisperse any settling or separation of the fillers and liquid portions. The components shall then be placed immediately in the proper reservoir when used in automatic mixing and dis- pensing equipment. For application by other means, the components must be properly proportioned and mixed until - a uniform color and appearance are obtained. Unless otherwise indicated, no addition of solvents is allowed. 867.3 Application and Surface Preparation Requirements on application and preparation of the surface upon which the epoxy is to be placed shall be in accordance with manufacturer's recommendation. 867.4 Epoxy System - The materials covered by this specification and their intended use are shown below. (1) Traffic Marker Adhesive System This system consists of five basic types of epoxy adhesive for bonding ceramic, plastic or metal markers to roadway or bridge surfaces. Types I and I -M Rapid Setting Marker Adhesive (for use when a very fast set is required or if markers must be placed when pavement temperature is below 50 F). Types 11, II -M and II -MA i Medium Setting Marker Adhesive Page 1 04/17/86 867 Types III and III -M Standard Setting Marker Adhesive Types IV and IV -M Slow Setting Marker Adhesive (for use where setting time is not a consideration). Those adhesives designated as Types I through IV are intended for hand mixing and application. On projects where the adhesive is to be handled by automatic metering, mixing and application equipment, Types I -M through IV -M, which are designed specifi- cally for machine application, shall be used. Type II-MA adhesive is designed for placement of all- weather markers. For all types of marker adhesives, the resin component shall be pigmented white and the hardener component black. The type of adhesive to be used for placing ceramic or plastic markers on a specific project shall be designated by the Contractor and approved by the Engineer, based upon the setting time required under the prevailing weather and traffic conditions. (2) Concrete Adhesives System This system consists of three types of epoxy adhesive with different viscosities designed to bond fresh Portland Cement concrete to existing Portland Cement concrete, hardened concrete to hardened concrete and steel to fresh or hardened concrete. Type V Standard (medium viscosity) for applying to horizontal and vertical surfaces. This material is suitable for sur- face sealing of fine cracks in concrete. Type VI Low viscosity for application with spray equipment to horizontal surfaces. Type VII Paste consistency for overhead application and where a high build -up is required. This material is suitable for surface sealing of cracks in concrete which are veed out prior to seahng and for grouting of dowel bars where clearance is ' /,s inch or less. Any specific coloring of resin and hardener components shall be as directed by the Engineer. (3) Epoxy Binder System This system is intended for mixing with selected aggregates to produce an epoxy mortar or concrete for grouting dowel bars or repairing spalls and other defects in existing Portland Cement concrete. Type VIII Shall comply with the requirements for Type VI epoxy except that the mixing ratio of resin and hardener shall be as specified by the manufacturer and the requirement for ability to bond fresh Portland Cement concrete to hardened concrete does not apply. The aggregates used with the epoxy binder to form the epoxy mortar or concrete must be clean and surface dry. (4) Type IX This system is a low viscosity epoxy material designed for pressure injection into cracks in existing concrete to re- store the structural integrity. The system shall be capable of bonding to damp surfaces. (5) Epoxy Coating System This is a high - solids epoxy designed for application by brush or roller. The material can also be aiplied by airless spray by addition of a maximum of 5 percent toluene solvent at the direction of the Engineer (6) Type X — Epoxy Coating for Waterproofing of Pier Caps This material may also be used to coat the interior concrete block walls and as a coating for concrete picnic tables and benches. 867 04/17/86 Page 2 867.5 Measurement and Payment No direct measurement or payment will be made for the work to be done or for the materials to be furnished under this item, but they shall be considered subsidiary to the particular items indicated. End Page 3 04 17 86 867 1 1 1 1 7.0 SPECIAL PROVISIONS SPECIAL PROVISIONS Item No. 301 Asphalts, Oils, and Emulsions. The - asphaltic- matarial _specified -fog the-City= 5f- Round_Rdak a — All Laaat_ oect- is-HFRS -2- (Polymer). When tested according to Texas Highway Department Test Methods, this material shall meet the applicable requirements of this section. Application_rate_to_be :27 to-:30 -9a�- Per- sluare :yarth Item No. 302 Aggregates For Surface Treatment. The aggregate to be used for the City of Round Rock sPalroat project is TypeTZE;�Grade175) and shall meet the applicable requirements of this section. The aggregate shall be applied at the rate yards :per cubic- yardlor as directed by the engineer. The contractor will be responsible for maintaining all streets until final acceptance of the project. Maintenance will consist , of drag brooming, rolling and adding more aggregate as directed by the engineer. Prior to final acceptance of the project, the contractor shall remove all excess aggregate from the R 0 W utilizing a vacuum type sweeper only and post a one year warranty bond in the amount of one hundred percent (100%) of the contract price. Excess aggregate shall be stockpiled at a location as directed by the engineer. Item No. 312.3 Equipment. Paragraph one shall be ammended as follows: The phrase "flat wheel ro11Pr" shall be deleted. Flat wheel roper is not to be used. Rotary type broom is to be used only for cleaning existing surfaces. Item No. 312.4 Construction Methods. sp /5 Paragraph (2), the first sentence shall be amended to read as follows: prior to placing the sealroat, remove loose dirt, gravel, weeds and other objectionable material from the existing roadway surface. Item No. 312.5 Traffic Control. Facilities. Paragraph two shall be ammended to read as follows: The contractor shall notify all_ abutting - residents =or_owriers-alDrigl street -a -minimum- of_48- hours - prior -to -real - coat - operation:? SP -1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Them No's. 312.7 & 312.8. Measurement and Payment. tSeal. coat_ shall_ be= meacnred= byzthe :s= yazd=of_ surface- treated: Payment will be made under Seal Coat Complete in place, per ware yard. Item No. 315.5 Payment. Eayment_will - be- made =ur es Mill ng =asphaltic= Concrete = Payment, Peg: square_yaid Item No. 340.10 iMeasurement: ands Payment. c Measurement- shall- be- by,Method= A7=Payment-will _be -made -under (Hot= Mix = Asphaltic- Concrete= Pavement - the - type= VeCi fiedFper- ` ton - so. sp/5 SP -2 ATTEST: AO ,/ / JO LAND, City Secretary RS09130D RESOLUTION NO. / D q/e WHEREAS, the City of Round Rock has duly advertized for bids for the Tower Drive and South Creek Drive Improvements, and WHEREAS, Pool & Rogers Paving Company, Inc. has submitted the lowest and best bid, and WHEREAS, the City Council wishes to accept the bid of Pool & Rogers Paving Company, Inc., Now Therefore BE IT RESOLVED BY THE COUNCIL OF THE CITY OF ROUND ROCK, TEXAS, That the bid of Pool & Rogers Paving Company, Inc., is hereby accepted as the lowest and best bid, and the Mayor is hereby authorized and directed to execute on behalf of the City a contract with Pool & Rogers Paving Company, Inc. for the Tower Drive and South Creek Drive Improvements. RESOLVED this 13th day of September, 1990. MIKE ROBINSON, Mayor City of Round Rock, Texas THE C1PY OF o�v pace,,f{ PUBLIC LORKS ROUND ROCK DEPARTMENT - - Street - Texas 78664 - -3612 -_ DID TABULFO'ICNS - -- - - BIDS EXTENDED AND CHECKED - BY: Ann Jones 221 - East Main � `0y Round Rock , (512) 255 - -- - - DATE: Sept 5, 1990 -- • SREET _ 1 OF 3 .South Creels Drive and Tower Drive _ CXEN8RACT Street Improvements _ - BIDDERS - - BID DATE Sept. 4, 1990 TIME 2:00 P.M. Pool & Rogers Paving Company, Inc. - - Sid Bond? Yes Asphalt Paving Ompany of Austin, Inc. Bid Boil? Yes Austin Paving Canpany . Bid Bond? Yes - , . . IIICAT ION City Council Chambers DESCRIPTION Bid Opening rkEM UNIT APPROX. QUANTITY UNIT PRICE ODST UNIT PRICE' COST UNIT PRICE COST UNIT 1 PRICE COST UNIT PRICE; - ' mer #1. Type D Mix Asphalt ' Ton' ' 1795 30.97' 7 500 80' 3.75 7,050.00 4.50 8,460.00 ,, ...... ..-ks if0lao 88 Manhole /Finish Grade -Fach 6 435.00 2,610.00 200.00 . 1,200.00 400.00 2,400.00 /® .. 1:.4 � 1 #4 Cva1 Coat S.Y. - 7150 .94 6,721.00 1.50 10,725.00 1.40 10,010.00 � � 0 ' . ._ N NHL - ,,. 6�7?5 � 0 - , .¢ ., #5 Curb & Gutter. L.F. - 782 ._ '- 11.80' 9,227.60 12.50 9,775.00 " 16.00 12,512.00 - - 1 ,o, 31sle'r4 416. Valley Gutter S.F. - 753 4.60 3,463.80 5.00 3,765.00 15.50 11,671.50 x/7 Pemve /replace Valley Wing S.F. 107 6.90 738.30 5.00 ` 535:00 - 15.50 1,658.50 - #8_ Sidewalk Few S.F. 28 6.90 193.20 10.00 280.00 8.50 238.00 88 Resto /reveg. S.Y. 300 1.15 345.00 2.50 750.00 18.00 5,400.00 #10 Spot Repair S.F. 180 6.75 1,215.00 . 4.50 810.00 24.00 4,320.00 ;kll Rouble Yellow Stripe L.F. 3390 .20 678.00 .25 847.50 .25 847.50 #12 Itiite Stop Bar L.F. 202 .65 ,. 131.30 .60 121.20 .75 151.50 #13 Traffic Buttons - Each 85 6.00 510.00 5.75 488.75 - 6.50 552.50 - South Creek Drive and Tower Drive CONT RACT S+,pet T nQmrvee i s - BIDDERS 0113 DATE Sept. 4, 1990 TIME - 2:00 P.M. Pool & Rogers Paving Ourpmly, Inc. Bid Bond? Yes Asphalt .Paving Canpany of Austin, Inc. - Bid Bond? Yes Austin Paving Carpany _ Bid Bond? Yes _ . . LO".ATION City Council Chanters - ' DESCRIPTION Bid Opening ITEM UNIT APPROX. GUANPTIY UNIT PRICE COST UNIT PRICE COST • UNIT PRICE COST UNIT PRICE • COST UNIT PRICE COST ' #14 Street Excavation S.Y. ' 810 8.55 6,925.50 5.50 4,455.00 - 16.50 13,365.00 #15 Flexible Base - 15" S.Y. 570 9.34 5,323.80 10.00 5,700.00 16.00 . 9,120.00 1 #16 Type D, 1MAC - S.Y. ' 1 - - 570 ' - 2.85 '1,624.50 4.50 2,565.00 - 3.40 1,938.00 - -- --- 4117 Curb & Gutter L.F. 282 8.05 2,270.10 12.50 3,525.00 7.50 2,115.00 1 418 Concrete Driveway S.F. •• 820 - - - 3.35 2,747.00 4.00 ` 3,280.00 -- 8.50 6,970.00 - . _- 4119 10' Curb Inlet Each 2 -- 1,840.00 3,680.00 2,250.00 4,500.00 2,500.00 5,000.00 • • . 4120 Rmnve /replace Curb /gutter L.F. 100 11.75 1,175.00 12.50 1,250.00 . 16.50 . 1,650.00 42.1 18" RCP L.F. 91 29.90 2,720.90 25.00 2,275.00 63.00 5,733.00 #22 Pavement Repair L.F. 64 8.75 560.00 7.50 480.00 6.20 396.80 - - #23 Seal Coat Canplete S.Y. 1650 1.00 1,650.00 2.00 3.300.00 1.50 2,475.00 424 Resto /reveg. S.Y. 200 1.10 220.00 7.50 500.00 1R 011 3 600 - 00 • TILE CITY OF ROUND 12CCK PUBLIC WORKS DEPARTMENT 221 Cast Main Street Round Rock, Texas 78664 (512) 255 - 3612 - BID TABULATICNS BIDS EKTENDED AND - OIECKED BY: Ann Jones DATE: Sept. 5, 1990 - SIIEEP 2 OP 3 SouthCreek BRACT Drive and Tower Drive - _ - - - - BIDDERS - - _ - Street Iarovairnts - r Sent. 4, 1990 Tit-E- 2:00 P.M. BID DATE. Pool & Rogers Paving �,y, Inc. Bid Bond? Yes Asphalt Paving of Austin, Inc. Bid Bond? Yes - Austin Paving ConParry - Bid Bord? Yes - LDjTTION City Council Chambers i g DESCRIPTION Bid Opening • ITEM UNIT APPROX. CUANPITY UNTP - PRICE COST UNIT._ PRICE cosr UNIT PRICE QDST - " UNIT • PRICE': '" COST - -- UNIT . PRICE • • Ci141'---- (Subtotal South Creek Drive _. - - - - , . - -..... i( Items 1 thru 13) $ 71,686.25 $ 79,222.45 $ 96,196.50 Subtotal Tower Drive It 14 that 24 ) ' $ 28,896.80 $ 31,830.00' - ' "'•" $ 52,362.80 •-_..- f 1$1TOTAL BID FOR B0111 PROJECTS 7.00,583.05 $111,052.45 $148,559.30 • • TILE ( PY OF ROUND ROCK P °CR PUBLIC WORKS DEPMI'ML•T`T .rlI 221 - east Main Street Round Rock, T•zas 78604 " ;512) 255 - 3512 BID T ABUiiu ID:5 BIOS E>0' DED AND Q:CCKED( BY: Ann Jones j Dt E: Sept. 5, 1990 - SI :EEr 3 OF 3 DATE: September 11, 1990 SUBJECT: City Council Meeting, September 13, 1990 ITEM: 14.D. Consider a resolution authorizing the Mayor to enter into a contract for the Tower Drive and South Creek Drive Improvements. STAFF RESOURCE PERSON: Jim Nuse STAFF RECOMMENDATION: On September 4, 1990 at 2:00 P.M., three bids were opened for the Southcreek Drive, and Tower Drive Improvements. Pool and Rogers Paving Company submitted a bid of $100,583.05 for both projects. Pool and Rogers has successfully completed projects with the City of Round Rock in the past. Staff recommends award to Pool and Rogers.