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R-98-12-10-13B3 - 12/10/19981 9 8- /o /363 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 p CONTRACT DOCUMENTS F OR "RUBIO SUBDI STREET, DRAINAGE, WATER, UTILITY RELOCATION AND CHANNEL IMPROVEMENTS PREPARED FOR: CITY OF ROUND ROCK 2008 ENTERPRISE DRIVE ROUND ROCK, Texas 78664 December, 1998 DA PROJECT NO. 13571 RNEY L, LEE & ASSOCIATES, INC. Engineering • Surveying • Planning 601 Farley Drive Austin, Texas 78753 (512) 836 -1848 of rF * CHIN Y. LEE # 66022 0.: $ NAL. e CONTRACT DOCUMENTS FOR "RUBIO SUBDIVISION STREET, DRAINAGE, WATER, UTILITY RELOCATION AND CHANNEL IMPROVEMENTS PREPARED FOR: CITY OF ROUND ROCK 2008 ENTERPRISE DRIVE ROUND ROCK, Texas 78664 December, 1998 HLA PROJECT NO. 13571 HEJL, LEE & ASSOCIATES, INC. Engineering • Surveying • Planning 601 Farley Drive Austin, Texas 78753 (512) 836 -1848 I 1 HEJL,LEE & ' ASSOCIATES, INC. I 1 1 1 1 1 1 DANIEL P. HE1L, JR- P.E. RP.LS,AICP CI-DEN Y. LEE RE, AICP ENGINEERING SURVEYING PLANNING 601 FARLEY DRIVE AUSTIN, TEXAS 78753 PHONE 512 -636 -1848 FAX 512 -836 -6499 CITY OF ROUND ROCK RUBIO SUBDIVISION STREET, DRAINAGE, WATER, UTILITY RELOCATION AND CHANNEL IMPROVEMENTS PROJECT HLA PROJECT NO. 13571 ADDENDUM 1 Issued Date: November 10, 1998 The date of the pre -bid meeting at City Hall has been changed to November 19, 1998 at 2:00 p.m. See attached revised Notice to Bidders. Issued By: HEJL, LEE & ASSOCIATES, INC. . Hejl, Jr., P.E., R.P.L.S., AICP NOTICE TO BIDDERS Sealed bids addressed to the Purchasing Agent, City of Round Rock, 221 East Main Street, Round Rock, Texas 78664, for furnishing all labor, material and equipment and performing all work required for the project titled City of Round Rock Rubio • tft i I Wa .r s i 1 i : 1 t i s1 i' ii tit • or • , . projectincludes reinforced concrete box culvert, manholes, inlets, paving, channelization, water lines and valves, service connections, channel improvements, concrete headwalls and miscellaneous other items. City of Round Rock Rubio Subdivision Street, Drainage, Water, Utility Relocation and Channel Improvements will be received until 2:00 p.m.. November 24, 1998 then publicly opened and read aloud at the City Hall Council Chambers at the same address. Bid envelopes should state date and time of bid and "BID FOR CITY OF ROUND ROCK RUBIO SUBDIVISION STREET, DRAINAGE, WATER, UTILITY RELOCATION AND CHANNEL IMPROVEMENTS ". No bids may be withdrawn after the scheduled opening time. Any bids received after scheduled bid opening time will be returned unopened. Bids must be submitted on City of Round Rock bid forms and must be accompanied by an acceptable bid security 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, Bid Forms, Specifications, and Instructions to Bidders may be obtained from Hejl, Lee & Associates, Inc., 601 Farley Drive, Austin, Texas (512- 836 -1848) beginning November 02. 1998 for a non - refundable charge of $50.00 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 reject any or all bids and waive any informalities and irregularities in the bids 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. Contractors and subcontractors shall pay to laborers, workmen, and mechanics the prevailing wage rates as determined by the City of Round Rock. A pre -bid meeting will be conducted at City Hall in Round Rock on November 19, 1998 at 2:00 p.m. Interested bidders are encouraged to attend. Publish Dates: 11/1, 11/8, 11/15/98 Round Rock Leader notiocbd/.pec.master NB -1 Section TABLE OF CONTENTS Description Page 1.0 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 Technical Specifications TSS -1 Supplement Geotechnical Report GR -1 Series No. Description 101 Preparing Right -of -Way 110 Street Excavation 111 Excavation 120 Channel Excavation 130 Borrow 132 Embankment 201 Subgrade Preparation 210 Flexible Base 220 Sprinkling for Dust Control 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 230 Rolling (Flat Wheel) 301 Asphalts, Oils and Emulsions 306 Prime Coat 340 Hot Mix Asphaltic Concrete Pavement 401 Structural Excavation and Backfill 403 Concrete for Structures 405 Concrete Admixtures 406 Reinforcing Steel 408 Concrete Joint Materials 409 Membrane Curing 410 Concrete Structures 411 Surface Finishes for Concrete 430 Concrete Curb and Gutter 433 Concrete Driveways 436 Concrete Valley Gutters 503 Frames, Grates, Rings and Covers 504 Adjusting Structures 505 Encasement and Encasement Pipe 506 Manholes 509 Trench Safety Systems 510 Pipe 511 Water Valves 559 Concrete Box Culverts 591 Riprap for Slope Protection 601 Salvaging and Placing Topsoil 602 Sodding for Erosion Control 605 Soil Retention Blanket 606 Fertilizer 607 Slope Stabilization 610 Preservation of Trees and Other Vegetation 626 Grass -Lined Swale 633 Landgrading 641 Stabilized Construction Entrance 642 Silt Fence 701 Fencing 702 Removing and Relocating Existing Fences 703 Fencing for Excavations 704 Metal Beam Guard Railing 801 Construction Detours 803 Signs and Traffic Handling 824 Traffic Signs NOTICE TO BIDDERS Sealed bids addressed to the Purchasing Agent, City of Round Rock, 221 East Main Street, Round Rock, Texas 78664, for furnishing all labor, material and equipment and performing all work required for the project titled City of Round Rock Rubio Subdivis Street Drain Water U tili ty Relocation and Channel Improvements project includes reinforced concrete box culvert, manholes, inlets, paving, channelization, water lines and valves, service connections, channel improvements, concrete headwalls and miscellaneous other items. City of Round Rock Rubio Subdivision Street, Drainage, Water, Utility Relocation and Channel Improvements will be received until 2:00 p.m., November 24, 1998 then publicly opened and read aloud at the City Hall Council Chambers at the same address. Bid envelopes should state date and time of bid and "BID FOR CITY OF ROUND ROCK RUBIO SUBDIVISION STREET. DRAINAGE. WATER, UTILITY RELOCATION AND CHANNEL IMPROVEMENTS ". No bids may be withdrawn after the scheduled opening time. Any bids received after scheduled bid opening time will be returned unopened. Bids must be submitted on City of Round Rock bid forms and must be accompanied by an acceptable bid security 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, Bid Forms, Specifications, and Instructions to Bidders may be obtained from Hejl, Lee & Associates, Inc., 601 Farley Drive, Austin, Texas (512- 836 -1848) beginning November 02. 1998 for a non - refundable charge of $50.00 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 reject any or all bids and waive any informalities and irregularities in the bids 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. Contractors and subcontractors shall pay to laborers, workmen, and mechanics the prevailing wage rates as determined by the City of Round Rock. A pre -bid meeting will be conducted at City Hall in Round Rock on November 10, 1998 at 2:00 p.m. Interested bidders are encouraged to attend. Publish Dates: 11/1, 11/8, 11/15/98 Round Rock Leader noticebd /spec.mas[u NB -1 2.0 BID DOCUMENTS 1 1 I. Prior to submitting any proposal, bidders 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 accessibility 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. 1 1 1 1 i i 1 1 1 1 1 1 1 1 1 INSTRUCTIONS TO BIDDERS 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 "Sealed Bid" and showing the name of the project, the job number if applicable, and the opening date and time. 5. Bids shall be submitted on proposal forms furnished by the City of Round Rock. 6. All proposals shall be accompanied by a certified cashier's check upon a National or State bank in an amount not less than five percent (5%) of the total maximum bid price, payable without recourse to the City of Round Rock, or a bid bond in the same amount from a reliable surety company, as a guarantee 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. 7. All bid securities will be returned to the respective bidders within twenty-five (25) days after bids are opened, except those which the owner elects to hold 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. biddoc.msc /spec BD -1 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. 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 bids. 10. Award of the contract, if awarded, will be made within sixty (60) days after opening of the proposals, 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 a performance bond and a payment bond in the amount of one - hundred percent (100 %) of the total contract price. If the total contract price is $25,000.00 or less, the performance and payment bonds will not be required. Said performance bond and payment bond shall be from an approved surety company holding a permit from the State of Texas, with approval prior to bid opening, indicating it is authorized and admitted to write surety bonds in this state. In the event the bond exceeds $100,000.00, the surety must also (1) hold a certificate of authority from the United States secretary of the treasury to qualify as a surety on obligations permitted or required under federal law; or (2) have obtained reinsurance for any liability in excess of $100,000.00 from a reinsurer that is authorized and admitted as a reinsurer in this state and is the holder of a certificate of authority from the United States secretary of the treasury to qualify as a surety or reinsurer on obligations permitted or required under federal law. In determining whether the surety or reinsurer holds a valid certificate of authority, the City may rely on the list of companies holding certificates of authority as published in the Federal Register covering the date on which the bond is to be executed. 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 biddoc.mstlspec BD -2 if applicable, and payment bond as required by item I1 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. The certificate of insurance form included in the contract documents must be used by the Contractor's insurer to furnish proof of insurance. 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. 17. Bids shall be submitted on a separated contract basis. No Texas sales tax shall be included in the prices bid for materials consumed or incorporated into the finished product under this contract. This contract is issued by an organization which is qualified for exemption pursuant to the provisions of Section 151.309(5) of the Texas Tax Code. The City of Round Rock will issue an exemption certificate to the Contractor. The Contractor must then issue a resale certificate to the material supplier for materials purchased. The Contractor must have a valid sales tax permit in order to issue a resale certificate. In obtaining consumable materials, the Contractor will issue a resale certificate in lieu of payment of sales tax, and the following conditions shall, be observed; 1) The contract will transfer title of consumable, but not incorporate, materials to the City of Round Rock at the time and point of receipt by the Contractor; 2) The Contractor will be paid for these consumable materials by the City of Round Rock as soon as practicable. Payment will not be made directly but considered subsidiary to the pertinent bid item. The Contractor's monthly estimate will state that the estimate includes consumables that were received during the month covered by the estimate; and biddoc.mst /spec BD -3 3) The designated representative of the City of Round Rock must be notified as soon as possible of the receipt of these materials so that an inspection can be made by the representative. Where practical, the materials will be labeled as the property of the City of Round Rock. 18. No conditional bids will be accepted. 19. If the bidder's insurance company is authorized, pursuant to its agreement with bidder, to arrange for the replacement of a loss, rather than by making a cash payment directly to the City of Round Rock, the insurance company must furnish or have furnished by bidder, a performance bond in accordance with Section 2253.021(b), Texas Government Code, and a payment bond in accordance with Section 2253.021(c). biddoc. mst /spec BD - BID BOND Conforms with The American Institute of Architects, A.I.A. Document No. A -310 KNOW ALL BY THESE PRESENTS, That we, BAY MAINTENANCE COMPANY, INC. as Principal, hereinafter called the Principal, and the AMERICAN NATIONAL FIRE INSURANCE COMPANY of CINCINNATI, OHIO , a corporation duly organized under the laws of the State of NEW YORK , as Surety, hereinafter called the Surety, are held and firmly bound unto CITY OF ROUND ROCK as Obligee, hereinafter called the Obligee, in the sum of FIVE PERCENT GREATEST AMOUNT BID -- Dollars ($ 5% GAB ) , for the payment of which sum well and truly to be made, the said Principal and the said Surety, bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. WHEREAS, the Principal has submitted a bid for RUBIO SUBDIVISION STREET, DRAINAGE, WATER, UTILITY RELOCATION AND CHANNEL IMPROVEMENTS NOW, THEREFORE, if the Obligee shall accept the bid of the Principal and the Principal shall enter into a Contract with the Obligee in accordance with the terms of such bid, and give such bond or bonds as may be specified in the bidding or Contract Documents with good and sufficient surety for the faithful performance of such Contract and for the prompt payment of labor and material furnished in the prosecution thereof, or in the event of the failure of the Principal to enter such Contract and give such bond or bonds, if the Principal shall pay to the Obligee the difference not to exceed the penalty hereof between the amount specified in said bid and such larger amount for which the Obligee may in good faith contract with another party to perform the Work covered by said bid, then this obligation shall be null and void, otherwise to remain in full force and effect. Signed and sealed this 24TH day of NOVEMBER 1998 i 7 �t-/ - " BAY MAINT , • CE COMPANY, INC. (Seal) Witness - Pr al /a / Title Witness I AMrZ ICAN NATIONAL F E INSURANCE COMPANY 1 s By I j I - _ • �'-'.����� G EATLE i,ey -in -Fact - 0054 /GEEF 6/97 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I S 103011111/97) ONE Signed and sealed this 24 TH day of NOVEMBER 1998 AMERICAN NATIONAL. FIRE INSURANCE COMPANY® New York, New York Administrative Office: 580 WALNUT STREET • CINCINNATI, OHIO 45202. 513- 369 -5000 • FAX 513 - 723 -2740 The number of persons authorized by this power of attorney is not more than No. 0 -15264 POWER OF ATTORNEY .. - KNOW ALL MEN BY THESE PRESENTS: That the AMERICAN NATIONAL FIRE INSURANCE COMPANY, a corporation organized and existing under and by virtue of the laws of the State of New York, does hereby nominate, constitute and appoint the person or persons named below its true and lawful attorney -in- fact, for it and in its name, place and stead to execute in behalf of the said Company, as surety, any and all bonds, undertakings and contracts of suretyship, or other written obligations in the nature thereof; provided that the liability of the said Company on any such bond, undertaking or contract of suretyship executed under this authority shall not exceed the limit stated below. Name Address Limit of Power CORY W. WHEATLEY SAN ANTONIO, =MS UNLIbEETED This Power of Attorney revokes all previous powers issued in behalf of the attorney(s) -in -fact named above. IN WITNESS WHEREOF the AMERICAN NATIONAL FIRE INSURANCE COMPANY has caused these presents to be signed and attested by its appropriate officers and its corporate seal hereunto affixed this 29th day of May , 1998 Attest _ AMERICAN NATIONAL FIRE INSURANCE COMPANY STATE OF OHIO, COUNTY OF HAMILTON — ss: On this 29th day of May 1998 , before me personally appeared DOUGLAS R. BOWEN, to me known, being duly sworn, deposes and says that he resided in Cincinnati, Ohio, that he is the Vice President of the Bond Division of American National Fire Insurance Company, the Company described in and which executed the above instrument; that he knows the seal; that it was so affixed by authority of his office under the By -Laws of said Company, and that he signed his name thereto by like authority. This Power of Attorney is granted by authority of the following resolutions adopted by the Board of Directors of American National Fire Insurance Company by unanimous written consent dated July 27, 1995. RESOLVED: That the Division President, the several Division Vice Presidents and Assistant Vice Presidents, or any one of them, be and hereby is authorized, from time to time, to appoint one or more Attorneys-In -Fact to execute on behalf of the Company, as surety, any and all bonds, undertakings and contracts of suretyship, or other written obligations in the nature thereof to prescribe their respective duties and the respective limits of their authority; and to revoke any such appointment at any time. RESOLVED FURTHER: That the Company seal and the signature of any of the aforesaid officers and any Secretary or Assistant Secretary of the Company may be affixed by facsimile to any power of attorney or certificate of either given for the execution of any bond, undertaking, contract or suretyship, or other written obligation in the nature thereof, such signature and seal when soused being hereby adopted by the Company as the original signature of such officer and the original seal of the Company, to be valid and binding upon the Company with the same force and effect as though manually affixed. CERTIFICATION I, RONALD C. HAYES, Assistant Secretary of American National Fire Insurance Company, do hereby certify that the foregoing Power of Attorney and the Resolutions of the Board of Directors of July 27, 1995 have not been revoked and are now in full force and effect. r Pg_PG BIDDINGi :S ET I FM? NAME: Rubio Subdivision Street & Drainage Improvements JOB LOCATION: Round Rock, Williamson County, Texas I I OWNER: City of Round Rock, Texas I I DATE: Gentlemen: I Pursuant to the foregoing Notice to Bidders and Instructions to Bidders, the undersigned bidder I' 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 II construction of street & channel 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: Item. Description Unit Onantity Unit and Written Unit Price Price Amount 13 STA. Right -of -Way Preparation, Complete in Place. f o r / / !J' /L )f' ollars and -A, cents_ $ -t ®ca — $ 1 ':oe 3,180 S.Y. biddoc.mst/spec BASE BID Street Excavation, Complete in Place. for / _ dollars ands cents. BD -6 $ i $ 3 S.Y. Item Description Unit and Written Unit Pike Ptg Amount Subgrade Preparation, Complete in Place. 3. 3,180 0 for C9-,,. - dollars ' and ice., cents. $ I $ 3/P6 ,4. 450 S.Y. 15" Crushed limestone Base, Complete in Place. for'7 Z '4 ' dollars and , cents. $ / Z - $ - I 3,180 S.Y. 12" Crushed Limestone Base, ' S. Complete in Place. I for i, g dollars and cents. $ e- $ f "' ' 6. 3,096 S.Y. 2" HMAC Pavement, Type D, I Complete in Place. force dollars and ;tom cents. $ s - $ /.1 WGr ' 7 . 2,870 L.F. 18" Concrete Ribbon Curb, Complete in Place. I for _ ;t dollars and 'y,, cents. $ ' 1 I I biddoc.mst/spec BD -7 I Item Description Quantity Unit and Written Unit Price I . 350 Ton Asphalt Overlay, Complete I in Place. for Sc '''4 dollars I and cents. $ 7a - $ 2 V-69 1 . 35 S.Y. Mortared Limestone Rock Rip Rap, Complete in Place. for - Sc dollars and cents. 10. 70 L.F. 12. 85 L.F. Metal Beam Guard Rail, Complete in Place. 21 STA. Channel Clearing & Preparation, Complete in Place. for 7.),,E caszloila and cents. biddoc.mst /spec BD - 6' Wide Concrete Valley Gutter, Complete in Place. /dvz2 for , sue " dollars for dollars and 7r-, cents. $ 7e - $ and cents. $ - $ `743 1_ QUili 13. 30,000 1 1 IL . 6,000 C.Y. Channel Embankment, Complete in Place. 1 1 1 16 . 1 1 1 1 1 117. 417 S.Y. Concrete Rip Rap Cal IH35 Frontage Road, Complete in Place. for //t-ii — ,7a-e-batictllars s i Si:/7, and - 7 cents. $ $ _�_ 1 1 1 Item Description Unit Unit and Written Unit Price ftick t C.Y. Channel Excavation, Complete in Place_ biddoc.mst /spec BD -9 for. .SI.0 dollars and cents. $ G' $ for /` -c-e_ dollars and cents. $ 3 ° $ 1 L.S. 6'x4' Concrete Box Culvert Including Wingwalls, Complete in Place. for 4-4.4ars and `zt cents_ $ _ _ " $ L�CcaF i 95 S.Y. Concrete Pavement at Culvert, Including Subgrade Preparation, Complete in for /i dollars and cents. $ `' $ la Bide Item Dcscrfptlori Jnit Egm (quantity Unit and Written Unit Price Price Amount 1 18. 50 L.F. 10' Wide Valley Gutter Nash Street, Complete in Place. 11 I1 ' 119. 2,120 L.F. It 11 11 11 11 11 11 11 11 11 11 11 11 11 21. 1 22. 2,120 20. 1 L.S. Stabilized Construction Entrance, Complete in Place. L.S. Demolition & Removal of Existing Houses, Complete in Place. for;:- 7/41blicsizt and cents. $ �o - $ /j1 L.F. 10' Access Road along Channel, Complete in Place. biddoc.mst/spec BD - for iG dollars and cents. $ - Concrete Trickle Channel, Including Ballast Rock, Complete in Place. for . 7A. dollars and -tea cents. $ 3 0 - $ for X� *Cdne S and -z cents. $ /2 $ for dollars and z, cents. $ /o - Zoo j otitx 1 23. 26,000 1 1 1 24. 225 1 1 1 25 1 1 1 1 1 1 1 biddoc.mstlspec Item Description Unit Price slouist and Written That Price S.Y. Channel Re- vegetation, Complete in Place. for A/; ; dollars and %u, - :cents. $ �� $ is h od L.F. 10" PVC SDR -35 WWL, Including Fittings, Transition Couplings (All Depths), Complete in Place. for ?�'?' 7 dollars and cents. $ I $ 325 L.F. 10" PVC SDR -18 WWL, Including Fittings, Transition Couplings (All Depths), Complete in Place. for and f- .- dollars 2' cents. $ $ /`1I 1 1 26. 118 L.F. 6" PVC SDR -18 WWL, Including Fittings, Transition Couplings (All Depths), Complete in place. for -Z ,g. dollars and 7.-z, cents. $ - $ 7i -- 1 I 27. 125 L.F. 8" PVC C -900 (CL 200) Water Line, Complete in Place. dollars and cents. BD -11 $ Zn - $ Z- aft -PEI Quantity 28. 1,040 1 1 1 132. 3 1 1 1 1 1 1 1 120 L.F. 33. 20 EA. Item Description Unit and Written Unit Price Price 6" PVC C -900 (CL 200) Water lime, Complete in Place. for dollars and --iv cents. L.F. 2" PVC C -900 (CL 200) Water Line, Complete in Place. for // r dollars and cents. $ !o L.F. Concrete Cap, Complete in Place. for Sc.-7"&77✓ dollars and z cents. $ 7 $ EA. Drop Manhole, Complete in Place. EA. Fire Hydrant Assembly, Complete in Place. biddoc.mst /spec BD -12 for /vim , d liars and t cents. $ o -- $ for7Z.?,/ "'1$It and cents. $ $ /G-- $Xt4c9— $ /x-_c,c, $ 4 0 .– Service Re- Connect, Complete in Place. for W2icc and cents. $ $ I/ Onantkx 11 34, 11 11 11 35. 1 11 11 36. 1 11 11 11 37. 1 11 11 1 1 1 1 1 1 1 38. 255 39. 320 Unit L.S. L.S. L.S. L.F. Item cscrip and 'Written Unit Price 6" Gate Valve, Complete in Place. biddoc.mst/spec BD -13 Connect Proposed 6" Water Line to Existing 2" Water Line, Complete in Place. for L.F. Silt Fence, Complete in Place. for / - dollars and n cents. Unit Amount Connect Proposed 6" Water Line to Existing 8" Water Line, Complete in Place. for -A6-'4A and ii cents. $ if - $ and -1 4 cents. $ f - $ — Connect Proposed 6" Water Line to Proposed 1" Water Line, Complete in Place. for7 ) /a ll ars and .r cents. $.Je' $ $ Z-to Tree Protection, Complete in Place. � for dollars /- and 'ti cents. $ $ - /G — Bid i1 I 43. 1 L.S. 1 1 II 1 1 1 Catafl ity 150 44. 1,645 Item Description Unit Unit and Mitten I1nit Price Pl2eg Amount L.P. Rock Berm, Complete in Place. for it.7/1.-? dollars and cents. $ L.S. Traffic Controls & Detour, Complete in Place. I1 I 42. 1 L.S. Cleanup & Restoration, Complete in Place. 1 1 1 biddoc.mst/spec BD - 1 1 for Z and a cents. $ /.,eoz $ /svevto for 'c and ua cents. S./eve - $ Grate Inlet With Storm Sewer at S. Mays and Nash St., Including Pavement and Sidewalk Repair, Complete in Place. for ��T.,e—,(/`s and zz� cents. S.Y. Revegetation within Roadway, Complete in Place. for dollars $ /Zoo - $ ,J - ;) — $ L1' $ 4ii/ I PTOTAL I'M'PROVE'M'ENTS (Items 1 thru 44): II STATEMENT OF SEPARATE CHARGES: Materials: ' All Other Charges: Total: 11 If this proposal is accepted, the undersigned agrees to execute the contract and provide necessary bonds I 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 full within r o hundred forty (240) 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 I are submitted as correct and final. The Owner reserves the right to reject any or all bids and may /waive any informalities. I •especi Submitted, � 'a 1 74/4 / 1 1 1 1 1 1 1 /ate / 'Title for 407...4„ ame of trm biddoc.mst /spec BD - Address e S 2J1 J Telephone ' l/(E -, ✓mac Secretary, if Contractor is a Corporation $ /.. o.7 c.+ — $ 44.1 $ t'3 U. a ' 3.0 POST BID DOCUMENTS THE STATE OF TEXAS § COUNTY OF WILLIAMSON AGREEMENT THIS AGREEMENT, made and entered into this /fJ 7 day of o em1, ®r , 1998, by and between (Owner) City of Round Rock, Texas of the State of Texas, acting through Charles Culpepper, Mayor, thereunto duly authorized so to do, hereinafter termed OWNER, and (Contractor) Bay Maintenance Company, Inc. of Horseshoe Bay, Texas, County of Llano, and State of Texas, hereinafter termed CONTRACTOR. WITNESSETH: That for and in consideration of the payments and agreements hereinafter mentioned, to be made and performed by OWNER, and under the conditions expressed in the bond bearing even date herewith, CONTRACTOR hereby agrees with the said OWNER to commence and complete the construction of certain improvements described as follows: Rubio Subdivision Street & Drainage Improvements Further described as the work covered by this specification consists of furnishing all the materials, supplies, machinery, equipment, tools, supervision, labor, insurance, and other accessories and services necessary to complete the said construction, in accordance with the conditions and prices stated in the Proposal attached hereof, and in accordance with the Notice to Contractors, Instructions to Bidders, General Conditions of Agreement, Special Conditions, Technical Specifications, Plans, and other drawings and printed or written explanatory material thereof, and the Specifications and Addenda therefor, as prepared by Hejl, Lee & Associates, Inc. , herein entitled the ENGINEER, each of which has been identified by the CONTRACTOR'S written Proposal, the General Conditions of the Agreement, and the Performance, Payment, and Maintenance Bonds hereof, and collectively evidence and constitute the entire contract. The CONTRACTOR hereby agrees to commence work within ten (10) calendar days after the date written notice to do so have been given to him, and to complete the same within two hundred forty (240) calendar days after the date of the written Notice to Proceed, subject to such extensions of time as are provided by the General and Special Conditions. postbid, mst/spec master PBD -1 The OWNER agrees to pay the CONTRACTOR in current funds the price or prices shown in the Proposal, which forms a part of this Contract, such payments to be subject to the General and Special Conditions of the Contract. IN WITNESS WHEREOF, the parties to these presents have executed this Agreement in the year and day first above written. CITY OF ROUND ROCK TEXAS BY: ATTEST: Charles Cul Mayor City Secretary Corporate Seal postbid.mst /spee master P e BAY MAINTENANCE COMPANY, INC. (CONT ' TOR)) BY: /C, its T' (Typed name) / (Title) ATTEST: e`cretary, if Contractor is a Corporation or otherwise registered with the Secretary of State (The following to be executed if the Contractor is a Corporation.) I, ^GLI f _- ,, certify that I am the Secretary of the Corporation named as Contractor herAn; that x i , who signed this Contract on behalf of the Contractor was then Yi.�sf (official title) of said Corporation, that said Contract was duly signed for and in behalf of said Corporation, that said Corporation by authority of its governing body, and is within the scope of its corporate powers. Signed: PBD -2 THE STATE OF TEXAS COUNTY OF WILLIAMSON , a .1.b, V' postbid.mst /spec master PERFORMANCE BOND BOND NO. 2650748 KNOW ALL MEN BY THESE PRESENTS: That BAY MAINTENANCE COMPANY, INC. of the City of HORSESHOE BAY County of LLANO and State of C TEXAS , as Principal, and AMERI AN IsikTr w, FIRE au oiized 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, (Owner), in the penal sum of SD< [ -LNRN) FIFIEFN NINE __ . 25 lu dollars ($ 615,396.25 ) for the payment whereof, well and truly to be made 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 In r day of De « ,,,I, { , 1998 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: RUBIO SUBDIVISION STREET AND DRAINAGE IMPROVEMENTS 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 covenants, conditions and agreements in and by said Contract, agreed and covenanted 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 Chapter 2253, Texas Government code, as amended, and all liabilities on this bond shall be determined in accordance with the provisions of said Chapter 2253 to the same extent as if it were copied at length herein. PBD -3 PERFORMANCE BOND (continued) BOND NO. 2650748 Surety, for value received, stipulates and agrees that no change, extension of tithe, 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 day of 19 BAY MAINTENANCE COMPANY, INC. Principal By: /s l23 aez GARY W. WHEATLEY, ATTORNEY -IN -FACT Title Title P.O. BOX 8859 Address HORSESHOE BAY, TX 78657 SAN ANTONIO, TX 78269 -2130 Resident Agent of Surety: GARY W. WHEATLEY Printed Name P.O. BOX 692130 Address SAN ANTONIO, TX 78269 -2130 ity, State & Zip Code LithrAOLLA { Signatu postbid.msrspec master PBD -4 AMERICAN NATIONAL FIRE INSURANCE COMPANY Suret P.O. BOX 692130 Address 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 THE STATE OF TEXAS COUNTY OF WILLIAMSON KNOW ALL MEN BY THESE PRESENTS: That BAY MAINTENANCE COMPANY, INC, of the City Of HORSESHOE BAY - , County Of LLANO , and State of TEXAS as Principal, and AvERICAN NATIaw. r at h rz 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, (OWNER), and all subcontractors, workers, laborers, mechanics and suppliers as their interest may appear, all of whom shall have the right to sue upon this bond, in the penal sum of six HUNDRED FIFTEEN THOUSAND THREE HUNDRED NINETY -SIX & 25 /1oDollars ($ 615,396.25 ) for the payment whereof, well and truly be made the said Principal and Surety bind themselves and their heirs, administrators, executors, successors, and assigns, jointly and severally, by these presents: WHEREAS, the Pr cipal has entered into a certain written contract with the Owner, dated the `7) 7 day of i) , 1998, 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 consisting of: postbid.msdspec master PAYMENT BOND RUBIO SUBDIVISION STREET AND DRAINAGE IMPROVEMENTS NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall well and truly pay all subcontractors, workers, laborers, mechanics, and suppliers, all monies to them owing by said Principals for subcontracts, work, labor, equipment, supplies and materials done and furnished for the construction of the improvements of said Contract, then this obligation shall be and become null and void; otherwise to remain in full force and effect. PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253, Texas Government code, as amended, and all liabilities on this bond shall be determined in accordance with the provisions of said Chapter 2253 to the same extent as if it were copied at length herein. PBD -5 BOND NO. 2650748 PAYMENT BOND (continued) BOND NO. 2650748 Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications or drawings accompanying the same shall in anywise affect it's 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 day of , 19_ BAY MAINTEN•i5 COMPANY, INC. AMERICAN NATIONAL FIRE INSURANCE COMPANY Principal l Surety By: �'�► 6 By: Title P.O. BOX 8859 Address HORSESHOE BAY, TX 78657 SAN ANTONIO, TX 78269 -2130 Resident Agent of Surety: GARY W. WHEATLEY Printed Name P.O. BOX 692130 Address SAN ANTONIO, TX 78269 -2130 Ci , State & Zip Code Signature posibid.mst / spec master PBD -6 GARY W. WHEATLEY, ATTORNEY -IN -FACT Title P.O. BOX 692130 Address S103ON01/9 • AVER-KW 1'NFMON, LL FIRE INSURANCE I/7 Nr New York, New York Administrative Office: 580 WALNUT STREET. CINCINNATI, OHIO 45202.513 -369 -5000. FAX 513- 723 -2740 The number of persons authorized by this power of attorney is not more than No p 15264 ONE POWER OF ATTORNEY KNOW ALL MEN BY THESE PRESENTS. That the AMERICAN NATIONAL FIRE INSURANCE COMPANY, a corporation organized and existing under and by virtue of the laws of the State of New York, does hereby nominate, constitute and appoint the person or persons named below its true and lawful attorney -in -fact, for it and in its name, place and stead to execute in behalf of the said Company, as surety, any and all bonds, undertakings and contracts of suretyship, or other written obligations in the nature thereof; provided that the liability of the said Company on any such bond, undertaking or contract of suretyship executed under this authority shall not exceed the limit stated below. Name Address Limit of Power GAgY W. WHEATLEY SAN ANTONIO, TEXAS UNLIMITED This Power of Attorney revokes all previous powers issued in behalf of the attorney(s) -in -fact named above. IN WITNESS WHEREOF the AMERICAN NATIONAL FIRE INSURANCE COMPANY has caused these presents to be signed and attested by its appropriate officers and its corporate seal hereunto affixed this 29th day of May , 1998 Attest AMERICAN NATIONAL FIRE INSURANCE COMPANY STATE OF OHIO, COUNTY OF HAMILTON — ss: On this 29th day of May, 1998 , before me personally appeared DOUGLAS R. BOWEN, to me known, being duly sworn, deposes and says that he resided in Cincinnati, Ohio, that he is the Vice President of the Bond Division of American National Fire Insurance Company, the Company described in and which executed the above instrument; that he knows the seal; that it was so affixed by authority of his office under the By -Laws of said Company, and that he signed his name thereto by like authority. This Power of Attorney is granted by authority of the following resolutions adopted by the Board of Directors of American National Fire Insurance Company by unanimous written consent dated July 27, 1995. RESOLVED: That the Division President, the several Division Vice Presidents and Assistant Vice Presidents, or any one of them, be and hereby is authorized, from time to time, to appoint one or more Attorneys -In -Fact to execute on behalf of the Company, as surety, any and all bonds, undertakings and contracts of suretyship, or other written obligations in the nature thereof,. to prescribe their respective duties and the respective limits of their authority; and to revoke any such appointment at any time. RESOLVED FURTHER: That the Company seal and the signature of any of the aforesaid officers and any Secretary or Assistant Secretary of the Company rieay be affixed by facsimile to any power of attorney or certificate of either given for the execution of any bond, undertaking, contract or suretyship, or other written obligation in the nature thereof, such signature and seal when so used being hereby adopted by the Company as the original signature of such officer and the original seal of the Company, to be valid and binding upon the Company with the same force and effect as though manually affixed. CERTIFICATION I, RONALD C. HAYES, Assistant Secretary of American National Fire Insurance Company, do hereby certify that the foregoing Power of Attorney and the Resolutions of the Board of Directors of July 27, 1995 have not been revoked and are now in full force and effect. 1 S 1030N (11/97) Signed and sealed this day of CERTIFICATE OF LIABILITY. INSURANCE PRODUCER COMPANIES AFFORDING COVERAGE Professional Insurance Agents, Inc. 8023 Vantage Dr. A GEN /General Accident Ins. Suite 800 San Antonio, TX 78230 B BLW /TIG Specialty Insurance Co. INSURED C CNA Insurance Companies I Bay Maintenance Co., Inc. D THIS IS TO CERTIFY THAT the Insured named above is insured by the Companies listed above with respect to the I business operations hereinafter described, for the types of insurance and in accordance with the provisions of the standard policies used by the companies. and further hereinafter described. Exceptions to the policies are noted below. 1 1 CO TYPE OF INSURANCE POLICY EFFECTIVE EXPIRATION LTR NUMBER DATE 1 1 1 A GENERAL UMMIw Owners & Contr. Prot. 0CP0063793 01/01/99 To 04/11/99 MED. EXPPNSE (Any one peon) 5 1 A AUTOMOM E LUMUTY BA027052701 04/11/98 comathina ot Lamar $1,000,000 Incl. Any Auto To BODILY I IDRY(Per Fenn) s 1 Hired Auto 04/11/99 RODbYPtrUttY accident) $ Non -Owned Auto PROPERTY DAMAGE ' B Excess LIABILITY XLB9263119 04/11/98 To EACH OCCURRENCE 55,000,000 04/11/99 AGGREGATE 3 5,000,000 C WORKERS' COMPENSATION AND EMPLOYERS' T 1ABU ETV . STATUIORY LA41TS 1 WC175079466 11/01/98 nkosAccirmNT $ To 1,000,000 11/01/99 DISEASE - POLICYUMI't 31,000,000 i DISEASE -EACH EMPLOYEE s 1,000,000 o7sEA DESCRIPTION OF OPE ATIONS /LOCATION$NFBICLESIPEGIAL TIEMS /EXCEPTIONS Re: Rubio Sub - division posmid.mn/spw many PBD -7 GENERAL AGGREGATE PRODUCTS-COMP/OP AGG. PELSONA.I. s: ADV. INJURY EACH OCCURRENCE FIRE DAMAGE (Any one tire) Daze: 1/13/98 LIMITS $2,000,000 $1,000,000 The City .ofRouadka. ISL laidhdasaddidattal: insured with map= tolEpolicieseXoeptWOritereCompeosftidtt rOPIoYcee Liability. Should any ache aib©vc described policies by cancelled or chahEcd Woos the capitation data thereof; tlic tunics company'+ n ri it rhitiy day, writ(cn certificate to the certte holder ryithed bower, - . . CERTIFICATE HOLDER: City ot Bnnnd. Rock 22I E. Ddii4Street Round Rook. Toxo 78664 aim: Joanne Land peRbad auaer PBD -8 K um: Stanley J. Pisano, Jr.; CIC nue: Account Executive 1 1 CERTIFICATE OF LIABILITY INSURANCE ,PRODUCER 1 I NSURED C THIS IS TO CERTIFY THAT the Insured named above is insured by the Companies listed above with respect to the 'business operations hereinafter described, for the types of insurance and in accordance with the provisions of the standard policies used by the companies, and further hereinafter described. Exceptions to the policies are noted below. 'CO TYPE OF INSURANCE POLICY EFFECTIVE EXPIRATION LIMITS LTR NUMBER DATE DATE 1 1 1 1 1 1 1 1 1 1 1 GENERAL LIABILITY AUTOMOBILE LIABILITY EXCESS LIABILITY OTHER ' DESCRIPTION OF OPERATIONS/ LOCATIONS / VEHICLES /SPECIAL ITEMS /EXCEPTIONS postbid.msUspeo master PBD -7 Date: COMPANIES AFFORDING COVERAGE A B GENERAL AGGREGATE PRODUCTS - COMP /OP AGG. 5 PERSONAL & ADV. INJURY S EACH OCCURRENCE 5 FIRE DAMAGE (Any one fire) $ MED. EXPENSE (Any one person) $ COMBINED SINGLE LIMIT S BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE S EACH OCCURRENCE AGGREGATE WORKERS' COMPENSATION AND EMPLOYERS' LIABILITY STATUTORY LIMITS EACH ACCIDENT DISEASE - POLICY LIMIT $ DISEASE - EACH EMPLOYEE r n a City of Round Rock is named as additional insured with respect to all policies except Workers' Compensation and Employers' Liability. Should y of the above described policies by cancelled or changed before the expiration date thereof, the issuing company will mail thirty (30) days written notice to the certificate holder named below. IERTIFICATE HOLDER: City of Round Rock 221 E. Main Street Round Rock, Texas 78664 attn: Joanne Land 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 postbid.mst/spec master Typed Name: Tide: PBD -8 SIGNATURE OF AUTHORIZED REPRESENTATIVE Sealed with our seals and dated this hundred and postbid.mst /spec master WARRANTY BOND BOND NUMBER AMOUNT KNOW ALL MEN BY THESE PRESENTS, That we, (hereinafter called the "Principal ") as Principal, and the a Corporation duly organized under the laws of the State of and duly licensed to transact business in the State of (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 dollars ($ ) for the payment of which sum well and truly to be made, we, the said Principal and the said Surety, bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly, by these presents. WHEREAS, the said Principal has heretofore entered into a contract with 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 materials or workmanship, which may develop during the period of 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 OBLIGATIONS 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 year(s) from the date of acceptance of the project above described, by Owner: The City of Round Rock, Texas PBD -9 day of , A.D. nineteen WARRANTY BOND (continued) 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. Principal Surety By: By: Title Title Address Address Resident Agent of Surety: Printed Name Address City, State & Zip Code Signature postbid.mst /spec master PBD -10 4.0 GENERAL CONDITIONS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 General Conditions of Agreement Contents 1. Definition of Terms 1.01 - Owner, Contractor and Engineer 1.02 - Contract Documents 1.03 - Subcontractor 1.04 - Sub - Subcontractor 1.05 - Written Notice 1.06 - Work 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 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 Workers 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 gencond.mst/spec GC -1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3. General Obligations and Responsibilities 3.01 - Keeping of Plans and Specifications Accessible 3.02 - Ownership of Drawings 3.03 - Adequacy of Design 3.04 - Right of Entry 3.05 - Collateral Contracts 3.06 - Discrepancies and Omissions 3.07 - Equipment, Materials and Construction Plant 3.08 - Damages 3.09 - Protection Against Accident to Employees and the Public 3.10 - Performance and Payment Bonds 3.11 - Losses from Natural Causes 3.12 - Protection of Adjoining Property 3.13 - Protection Against Claims of Subcontractors, 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 3.21 - Testing of Materials 3.22 - Wage Rates 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 gencond.mst/spec GC -2 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 Continuing Performance 6.06 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 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 Contractors 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 gencond.mst / spec GC -3 1 1. Definition of Terms 1.01 Owner, Contractor and Engineer 1 General Conditions of Agreement The Owner, the Contractor and the Engineer and those persons or organization identified as such in the Agreement and are referred to throughout the contract Documents as if singular in number and masculine in gender. The term Engineer means the Engineer or his duly authorized representative. The Engineer shall be understood to be the Engineer of the Owner, and nothing contained in the Contract Documents shall create any contractual or agency relationship between the Engineer and the Contractor. 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 documents before the execution of the agreement. ' The Contract Documents are complementary, and what is called for by any one shall be as binding as if called for by all. In case of conflict between any of 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 1.03 Subcontractor ' The term Subcontractor, as employed herein, includes only those having a direct contract with the Contractor and it includes one who furnishes material worked to special design according to the plans or specifications of this work, but does not include one who 1 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 sub- ' contractor 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. 1 gencond,mxuspec GC -4 1.05 Written Notice Written notice shall be deemed to have been duly served if delivered in person to the individual 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 gencondmsVspec The Contractor shall provide and pay for ail materials, machinery, equipment, tools, superintendence, 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 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 Alteration," 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 occupancy or the facility is in condition to serve its intended purpose, but still may require minor miscellaneous work and adjustment. GC -5 2. Responsibilities of the Engineer and the Contractor 2.01 Owner- Engineer Relationship 2.02 Professional Inspection by Engineer 2.03 Payments for Work gencond.mst/spec 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 instructions to the Contractor shall be issued through the Engineer. The Engineer shall make periodic visits to the site to familiarize himself generally with the progress of the executed work and to determine if such work generally meets the essential performance and design features and the technical and functional engineering requirements of the Contract Documents; provided and except, however, that the Engineer shall not be responsible for making any detailed, exhaustive, comprehensive or continuous on -site inspection of the quality or quantity of the work or be in any way responsible, directly or indirectly, for the construction means, methods, techniques, sequences, quality, procedures, programs, safety precautions or lack of same incident thereto or in connection therewith. Notwithstanding any other provision of this agreement or any other Contract Document, the Engineer shall not be in any way responsible or liable for any acts, errors, omissions or negligence of the Contractor, any Subcontractor or any of the Contractor's or Subcontractor's agents, servants or employees or any other person, firm or corporation performing or attempting to perform any of the work. The Engineer shall review Contractor's applications for payment and supporting data, determine the amount owed to the Contractor and recommend, in writing, payment to Contractor in such amounts; such recommendation of payment to Contractor constitutes a representation to the Owner of Engineer's professional judgement that the work has progressed to the point indicated to the best of his knowledge, information and belief, but such recommendation of an application for payment to Contractor shall not be deemed as a representation 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. GC -6 2.04 .Initial Determinations gencond-ms ✓spec 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 (10) days. Appeal to arbitration upon mutual agreement may be taken as if his decision 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 accordance with the meaning and intent of this contract, either party may file with the Engineer within thirty (30) 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 the completed 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 GC -7 2.08 Contractor's Understanding geocond_msUspec employees and other persons, as well as for the protection and 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 information 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 drawings for temporary construction or construction processes, or by other means or method, is agreed by the Contractor to be for the purpose of observing the extent and nature of work completed or being performed, as measured against the drawings and specifications constituting the contract, or for the purpose of enabling Contractor to more fully understand the plans and specifications so that the completed construction work will conform thereto, and shall in no way relieve the Contractor from full and complete responsibility for the proper performance of his work on the project, including but 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. 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 effect the work under this contract. The Contractor agrees that he will make no claim against the Owner or the Engineer if, in the prosecution of the work, he finds that the actual site or subsurface conditions encountered do not conform to those indicated by excavation, test excavation, test procedures, borings, explorations or other subsurface excavations. No GC -8 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 Workers gencand.msl/spec The Contractor agrees to employ only orderly and competent workers, skillful in the performance of the type of work required under this contract, to do the work; and agrees that whenever the Engineer shall inform him in writing that any workers on the work are, in his opinion, incompetent, unfaithful or disorderly, or refuse instructions from the Engineer in the absence of the Superintendent, such worker 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 $500.00 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 workers, or the erection of tents or other forms of protection, will be permitted only at such places as the Engineer shall direct, and the sanitary conditions of the grounds in or about such structures shall at all times be maintained in a manner satisfactory to the Engineer. 2.11 Sanitation Necessary sanitary conveniences for the use of laborers on the work, properly secluded from public observation, shall be constructed and maintained by the Contractor in such manner and at such points as shall be approved by the 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 (4) checked copies, unless otherwise specified, of all shop and /or setting 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 corrections required by the Engineer, file with him two (2) corrected copies and furnish such other copies as may be needed. The Engineer's review 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 responsibility for errors of any sort in shop drawings or schedules. It shall be the Contractor's responsibility to fully and completely review all shop drawings to ascertain their effect on his ability to perform GC -9 gencond.msUspec 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 general conformity of said shop drawings or schedules to result in finished improvements in conformity with the plans and specifications, and shall not relieve the Contractor of his duty as an independent contractor as previously set forth, it being expressly understood and agreed that the Engineer does not assume any duty to pass upon the propriety or adequacy of such drawings or schedules, or any means or methods reflected thereby, in relation to the safety of either person or property during Contractor's performance hereunder. 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 or not in conformity with the plans, specifications, or the intent thereof, the Contractor shall after receipt of written notice thereof from the Engineer, GC -10 gencond.mstispec 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 expense incurred in preparation 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 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 Contractor their respective reports, opinions, questions, answers and clarifications concerning the plans, specifications and work but shall not 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 prosecution 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 Engineer or Owner to independently act for either or answer on behalf of either, any inquiries of the Contractor 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 GC -11 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 stop the Owner or Engineer from requiring that all work be fully and properly performed including, if necessary, removal of defective or otherwise unacceptable 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 (1) copy of the same constantly 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 3.04 Right of Entry 3.05 Collateral Contracts gencond.msyspec It is understood that the Owner believes it has employed competent engineers and designers. It is therefore agreed that the Owner shall be responsible for the adequacy of the design, sufficiency of the Contract Documents, the safety of the structure and the practicability of the operations of the completed project; provided 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 modification thereof and all approved additions and alterations thereto. The Owner reserves the right to enter the property or location of 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. GC -12 gencond.ms ✓spec 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 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 The Contractor shall provide written notice to the Engineer of any omissions or discrepancies found in the contract. It is further agreed that it is the intent of this contract that all work must be done and all material must be furnished in accordance with the generally accepted practice for construction, and in the event of any discrepancies between the separate contract documents, the priority of interpretation defined under "Contract Documents" shall govern. In the event that there is still any doubt as to the meaning and intent of any portion of the contract, specifications or drawings, the Engineer shall define which is intended to apply to the work. 3.07 Equipment, Materials and Construction Plant The Contractor shall be responsible for the care, preservation, conservation, and protection of all materials, supplies, machinery, equipment, tools, apparatus, accessories, facilities, all means of construction, and any and all parts of the work, whether the Contractor has been paid, partially paid, or not paid for such work, until the entire work is completed and accepted. 3.08 Damages In the event the Contractor is damaged in the course of completion of the work by the act, neglect, omission, 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 GC -I3 gencond.ms`/spec 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. In the event there is an accident involving injury to any individual on or near the work, the Contractor shall immediately notify the Owner and Engineer of the event and shall be responsible for recording the location of the event and the circumstances surrounding the event through photographs, interviewing witnesses, obtaining of medical reports and other documentation that defines the event. Copies of such documentation shall be provided to the Owner and the Engineer for their records. 3.10 Performance and Payment Bonds Unless otherwise specified, it is further agreed by the Parties to the Contract that the Contractor will execute separate performance and payment bonds, each in the sum of one hundred (100%) percent of the total contract price, in standard forms for this purpose, guaranteeing faithful performance of the work and the fulfillment of any guarantee required, and further guaranteeing payment to all persons supplying labor and materials or furnishing him any equipment in the execution of the Contract. If the contract price is $25,000.00 or less no payment or performance bond shall be required. It is agreed that the Contract shall not be in effect until such performance and payment bond are furnished and approved by the Owner. Unless otherwise specified, the cost of the premium for the performance and payment bonds shall be included in the price bid by the Contractor for the work under this Contract, and no extra payment for such bonds will be made by the Owner. Unless otherwise approved in writing by the Owner, the surety company underwriting the bonds shall be licensed to write such bonds in the State of Texas. 3.11 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. 3.12 Protection of Adjoining Property The said Contractor shall take proper means to protect the adjacent or adjoining property GC -14 3.13 Protection Against Claims of Subcontractors, 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 the lawful demands of Subcontractors, laborers, workers, mechanics, materialmen and furnishers of machinery and parts thereof, equipment, power tools, and all supplies, including commissary, incurred in the furtherance of the performance of this contract. When so desired by the Owner, 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 copyright rights and shall indemnify and save the Owner and Engineer harmless from any loss on account thereof, except that the Owner shall defend all such suits and claims and shall be responsible for all such loss when a particular design, device, material or process or the product of a particular manufacturer or manufacturers is specified or required by the Owner; provided, however, if choice of alternate design, device, material or process is allowed to the Contractor, then Contractor shall indemnify and save Owner harmless form any loss on account thereof. If the material or process specified or required by the Owner is known by the Contractor to be an infringement, the Contractor shall be responsible for such loss unless he promptly gives such information to the Owner. gencond.msuspec or properties in any way encountered, which might be injured or seriously affected by . any process of construction to be undertaken under this Agreement, from any damage or injury by reason of said process of construction; and he shall be liable for any and all claims for such damage on account of his failure to fully protect all adjoining property. The Contractor agrees to indemnify, save and hold harmless the Owner and Engineer against any claim or claims for damages due to any injury to any adjacent or adjoining property, arising or growing out of the performance of the contract 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. GC -15 1 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 1 3.15 Laws and Ordinances 3.16 Assignment and Subletting 3.17 Indemnification gencond.mst/spec The Contractor shall at all times observe and comply with all Federal, State and Local laws, ordinance and regulations, which in any manner affect the contract or the work, and shall indemnify and save harmless the Owner and Engineer against any claim arising from the violation of any such laws, ordinances, and regulations whether by the Contractor or his employees, except where such violations are called for by the provisions of the Contract Documents. If the Contractor observes that the plans and specifications are at variance therewith, he shall promptly notify the Engineer in writing, and any necessary changes shall be prepared as provided in the contract for changes in the work. If the Contractor performs any work knowing it to be contrary to such laws, ordinances, rules and regulations, and without such notice to the Engineer, he shall bear all costs arising therefrom. 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. The Contractor further agrees that he will retain personal control and will give his personal attention to the fulfillment of this contract and that he will not assign by Power of Attorney, or otherwise, or sublet said contract without the written consent of the Engineer, and that no part or feature of the work will be sublet to anyone objectionable to the Engineer or the Owner. The Contractor further agrees that the subletting of any portion or feature of the work, or materials required in the performance of this contract, shall not relieve the Contractor from his full obligations to the Owner, as provided by this Agreement. The Contractor shall defend, indemnify and hold harmless the Owner and the Engineer and their respective officers, agents and employees, from and against all damages, claims, losses, demands, suits, judgements 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 Sub - Subcontractor'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 of Sub - Subcontractor including the loss of use resulting GC -16 therefrom; and,. Is caused m whole or in part by any intentional or negligent act or omission of the Contractor, any Subcontractor, any Sub - subcontractor or anyone directly or indirectly employed by any one of them or anyone for whose acts any of them may be liable, regardless of whether or not it is caused in part by a party indemnified hereunder. 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 of maps, plans, reports, surveys, Change Orders, designs or specifications, or the approval of maps, plans, reports, surveys, Change Orders, designs or specifications or the issuance of or the failure to give directions or instructions by the Engineer, his agents or employees, provided such 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 obligation 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 Subcontractor or Sub - Subcontractor under workmen's compensation acts, disability benefit acts or other employee benefit acts. 3.18 Insurance The Contractor shall carry insurance as follows for the duration of this contract. A. Statutory Workmen's Compensation. Definitions: gencond.msuspec Certificate of coverage ( "certificate ") - A copy of a certificate of insurance, a certificate of authority to self - insure issued by the Texas Workers' Compensation Commission, or a coverage agreement (TWCC -81, TWCC -82, TWCC -83, or TWCC -84), showing statutory workers' compensation insurance coverage for the person's or entity's employees providing services on a project, for the duration of the project. Duration of the project - includes the time from the beginning of the work on the project until the contractor's /person's work on the project has been completed and accepted by the governmental entity. Persons providing services on the project ( "subcontractor" in 4 406.096 - includes GC -17 gencond,msVspec all persons or entities performing all or part of the services the Contractor has undertaken to perform on the project, regardless of whether that person contracted directly with the Contractor and regardless of whether that person has employees. This includes, without limitation, independent contractors, subcontractors, leasing companies, motor carriers, owner - operators, employees of any such entity, or employees of any entity which furnishes persons to provide services on the project. "Services" include, without limitation, providing, hauling, or delivering equipment or materials, or providing labor, transportation, or other service . related to a project. "Services" does not include activities unrelated to the project, such as food /beverage vendors, office supply deliveries, and delivery of portable toilets. The Contractor shall provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, that meets the statutory requirements of Texas Labor Code, Section 401.011(44) for all employees of the Contractor providing services on the project, for the duration of the project. This coverage shall include the following terms: (a) Employer's Liability limits of $100,000.00 for each accident is required. (b) "Texas Waiver of Our Right to Recover From Others" Endorsement WC 42 03 04 shall be included in this policy. ( c) Texas must appear in Item 3A of the Worker's Compensation coverage or Item 3C must contain the following: Ass States except those listed in 3A and the States of NV, ND, OH, WA, WV, and WY. The Contractor must provide a certificate of coverage to the governmental entity prior to being awarded the contract. If the coverage period shown on the Contractor's current certificate of coverage ends during the duration of the project, the Contractor must, prior to the end of the coverage period, file a new certificate of coverage with the governmental entity showing that coverage has been extended. The Contractor shall obtain from each person providing services on a project, and provide to the governmental entity: (a) a certificate of coverage, prior to that person beginning work on the project, so the governmental entity will have on file certificates of coverage showing coverage for all persons providing services on the project; and GC -18 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 gencond.mslispec (b) no later than seven calendar days after receipt by the Contractor, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project. The Contractor shall retain all required certificates of coverage for the duration of the project and for one year thereafter. The Contractor shall notify the governmental entity in writing by certified mail or personal delivery, within 10 calendar days after the Contractor knew or should have known, or any change that materially affects the provision of coverage of any person providing services on the project. The Contractor shall post on each project site a notice, in the text, form and manner prescribed by the Texas Workers' Compensation Commission, informing all persons providing services on the project that they are required to be covered, and stating how a person may verify coverage and report lack of coverage. The Contractor shall contractually require each person with whom it contracts to provide services on project, to: (a) provide coverage, based on proper reporting of classification codes and payroll amounts of filing of any coverage agreements, that meets the statutory requirements of Texas Labor Code, Section 401.011(44) for all of its employees providing services on the project, for the duration of the project; (b) provide to the Contractor, prior to that person beginning work on the project, a certificate of coverage showing that coverage is being provided for all employees of the person providing services on the project, for the duration of the project; ( c) provide the Contractor, prior to the end of the coverage period, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (d) obtain from each other person with whom it contracts, and provide to the Contractor: (1) a certificate of coverage, prior to the other person beginning work on the project; and (2) a new certificate of coverage showing extension of coverage, prior to the end of the coverage period, if the coverage period shown on the current certificate of coverage ends during the GC -19 gencond.msuspec duration of the project; (e) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (t) notify the governmental entity in writing by certified mail or personal delivery, within 10 calendar days after the person knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project; and (g) contractually require each person with whom it contracts, to perform as required by paragraphs (a) - (g), with the certificates of coverage to be provided to the person for whom they are providing sery ices. By signing this contract, or providing, or causing to be provided a certificate of coverage, the Contractor is representing to the governmental entity that all employees of the Contractor who will provide services on the project will be covered by workers' compensation coverage for the duration of the project, that the coverage will be based on proper reporting of classification codes and payroll amounts, and that all coverage agreements will be filed with the appropriate insurance carrier or, in the case of a self - insured, with the Commission's Division of Self- Insurance Regulation. Providing false or misleading information may subject the Contractor to administrative penalties, criminal penalties, civil penalties, or other civil actions. The Contractor's failure to comply with any of these provisions is a breach of contract by the contractor that entitles the governmental entity to declare the contract void if the Contractor does not remedy the breach within ten calendar days after the receipt of notice of breach from the governmental entity. 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. 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 subcontractors to provide Automobile Liability Insurance with same minimum limits. GC -20 gencond.msr/spec The Contractor shall not commence work at the site under this contract until he has obtained all required insurance and until such insurance has been approved by the Owner and Engineer. The Contractor 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 insurance 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 location 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 discovered 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 GC -21 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 acceptance 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, miscellaneous steel, cast iron materials, etc., the Contractor will be required to furnish a manufacturer's certificate stating that the material meets the requirements specified for this project. 3.22 Wage Rates (Information From Chapter 2258 Texas Government Code Title 10) gencond.msUspec 2258.021. Duty of Government Entity to Pay Prevailing Wage Rates a. The state or any political subdivision of the state shall pay a worker employed by it or on behalf of it: (1) not less than the general prevailing rate of per diem wages for work of a similar character in the locality in which the work is performed; and (2) not less than the general prevailing rate of per diem wages for legal holiday and overtime work. b. Subsection (a) does not apply to maintenance work. c. A worker is employed on a public work for the purposes of this section if the worker is employed by a contractor or subcontractor in the execution of a contract for the public work with the state, a political subdivision of the state, or any officer or public body of the state or a political subdivision of the state. 2258.023. Prevailing Wage Rates to be Paid by Contractor and Subcontractor; Penalty a. The contractor who is awarded a contract by a public body or a subcontractor of the contractor shall pay not less than the rates determined under Section 2258.022 to a worker employed by it in the execution of the contract. GC -22 gencond.msuspec b. A contractor or subcontractor who violates this section shall pay to the state or a political subdivision of the state on whose behalf the contract is made, $60 for each worker employed for each calendar day or part of the day that the worker is paid less than the wage rates stipulated in the contract. A public body awarding a Contract shall specify this penalty in the contract. c. A contractor or subcontractor does not violate this section if a public body awarding a contract does not determine the prevailing wage rates, and specify the rates in the contract as provided by Section 2258.022. d. The public body shall use any money collected under this section to offset the costs incurred in the administration of this chapter. e. A municipality is entitled to collect a penalty under this section only if the municipality has a population of more than 10,000. 2258.051. Duty of Public Body to Hear Complaints and Withhold Payment A public body awarding a contract, and an agent or officer of the public body, shall: 1. take cognizance of complaints of all violations of this chapter committed in the execution of the contract; and 2. withhold money forfeited or required to be withheld under this Chapter from the payments to the contractor under the contract, except that, the public body may not withhold money from other than the final payment without determination by the public body that there is good cause to believe that the contractor has violated this chapter. Applicable wage rates are shown in Section 06 WAGE RATES of the SPECIAL CONDITIONS. GC -23 WR1001 July 1997 4. Prosecution and Progress 4.01 Time and Order of Completion gencond.msUspec It is the meaning and intent of this contract, unless otherwise herein specifically provided, that the Contractor shall be allowed to prosecute his work at such times and seasons, in such order of precedence, and in such manner as shall be most conducive to economy of construction; provided, however, that the order and the time of prosecution shall be such that the work shall be substantially completed as a whole and in part, in accordance with this contract, the plans and specifications, and within the time of completion designated in the Proposal: provided, also, that when the Owner is having other work done, either by contract or by his own force, the Engineer may direct the time and manner of constructing the work done under this contract, so that conflict will be avoided and the construction of the various works being done for the Owner shall be harmonized. The Contractor shall submit, at such times as may reasonably be requested by the Engineer, schedules which shall show the order in which the Contractor proposes to carry on the Work, with dates 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 unavoidable 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 compensate 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. Adverse weather conditions will not be justification for extension of time on "Calendar Days" contracts. 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. GC -24 5. Measurement and Payment 5.01 Quantities and Measurements 5.02 Estimated Quantities gencond.msyspec No extra or customary measurements of any kind will be allowed, but the actual measured and /or computed length, area, solid contents, number and weight only shall be considered, unless otherwise specifically provided. This agreement, including the specifications, plans and estimate, is intended to show clearly all work to be done and material to be furnished hereunder. Where the estimated quantities are shown for the various classes of work to be done and material to be furnished under this contract, they are approximate and are to be used only as a basis for estimating the probable cost of the work and for comparing the proposals offered for the work. It is understood and agreed that the actual amount of work to be done and 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 material furnished. 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 quantity of any major item should become as much as 20% more than, or 20% Tess than the estimated or contemplated quantity for such items, then either party to this Agreement, upon demand, shall be entitled to 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 that five (5) percent 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 embraced in this Contract in full conformity with the specifications and stipulations herein contained, the Owner agrees to pay the Contractor the prices set forth in the Proposal hereto attached, which has been made a part of this GC -25 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 statement shall also include the value of all sound materials delivered on the job site and to be included in the work and 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 percent of the amount thereof, which 10 percent shall be retained until final payment, and further less all previous payments and all further sums that may by 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, and Owner may - upon written recommendation of the Engineer - pay a reasonable and equitable portion of the retained percentage to the Contractor; or the Contractor at the Owner's option, may be relieved of the obligation to fully complete the work and, thereupon, the Contractor shall receive payment of the balance due him under the contract subject only to the conditions stated under "Final Payment ". 5.05 Use of Completed Portions gencond.msUSpec The Owner shall have the right to take possession of and use any completed or partially completed portions of the work, notwithstanding the time for completing the entire work or such portions may not have expired 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 "substantially 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 completion" of the structure or facility shall not excuse the Contractor from performing all of the work undertaken, whether of a minor or major nature, and thereby completing the structure or facility in accordance GC -26 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 with the Contract Documents. 5.06 Final Completion and Acceptance 5.07 Final Payment gencond.msr/spec 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 Contact Documents, the Engineer shall issue to the Owner and the Contractor 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 Contractor or to advise the Contractor in writing of the reason for non - acceptance. Upon the issuance of the Certificate of Completion, the Engineer shall proceed to make final measurements and 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 fulfillment 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 the Owner or another contractor's work, material or equipment. 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 completed within the contract time. GC -27 g) Other causes affecting the performance of the contract. 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 statement, 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% 7er 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 hereunder. 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. 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 gencond.ms',pec 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 increase in the Contract Price, the Contractor GC -28 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 gencond.msUspec 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 transportation charges necessarily incurred, together with all power, fuel, lubricants, water and similar operating expenses, also all necessary incidental expenses incurred directly on account of such Extra Work, including Social Security, Old Age Benefits and other payroll taxes, and, a rateable proportion of premiums on Performance and Payment Bonds and Maintenance Bonds, Public Liability and Property Damage and Workmen's Compensation, and all other insurance as may be required by any law or ordinance, or directed by the Owner, or by them agreed to. The Engineer may direct the form in which accounts of the GC -29 6.04 Time of Filing Claims 6.05 Continuing Performance genwnd.mWspec "actual field cost" shall be kept and the records of these accounts shall be made available to the Engineer. The Engineer or Owner may also specify in writing, before the work commences, the method of doing the work and the type and kind of machinery and equipment to be used; otherwise these matters shall be determined by the Contractor. Unless otherwise agreed upon, the prices for the use of machinery and equipment shall be determined by using 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 incorporated in the Written Extra Work Order. The fifteen (15 %) percent of the "actual field cost" to be paid the Contractor shall cover and compensate him for his profit, overhead, general superintendence and field office expense, and all other elements of cost and expense not embraced within the "actual field cost" as herein defined, save that where the Contractor's Camp or Field Office must be maintained primarily on account of such Extra Work; then the cost to maintain and operate the same shall be included in the "actual field cost." No claim for Extra Work of any kind will be allowed unless ordered in writing by the 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 provided under Method (C). The Contractor will thereby preserve the right to submit the matter of payment to arbitration, as hereinbelow provided. 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. GC -30 1 1 The Contractor shall continue performance of the contract during all disputes or disagreements with the Owner. The production or delivery of goods, the furnishing of services and the construction of projects or facilities shall not be delayed, prejudiced or postponed pending resolution of any disputes or disagreements, except as the Owner may otherwise agree in writing. 6.06 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 1 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 1 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. 1 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 written notification from the Owner, or the Engineer, or if the Contractor fails to comply with the orders of the Engineer, when such orders are consistent with the Contract Documents, then, and in that case, where performance and payment bonds exist, the Sureties on these bonds shall be notified in writing and directed to complete the work, gencond.msyspec GC -31 1 gencond, msl/spec and a copy of said notice shall be delivered to the Contractor, After receiving said notice of abandonment the Contractor shall not remove from the work any machinery, equipment, tools, materials or supplies then on the job, but the same, together with any materials and equipment under contract for the work, may be held for use on the work by the Owner or the Surety on the performance bond, or another contractor in completion of the work; and the Contractor shall not receive any rental or credit 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 Contractor, and expense so charged shall be deducted and paid by the Owner out of such moneys as may be due, or that may thereafter at any time become due to the Contractor under and by virtue of this Agreement. In case such expense is less than the sum which would have been payable under this contract, if the same had been completed by the Contractor, then said Contractor shall receive the difference. In case such expense is greater than the sum which would have been payable under this contract, if the same had been completed by said Contractor, then the Contractor and /or his Surety shall pay the amount of such excess to the Owner, or (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 therefor. 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 notified and Certificates of Completion and Acceptance, as provided in Paragraph 5.06 hereinabove, shall be issued. A complete itemized statement of the contract accounts, GC -32 certified to by the Engineer as being correct, shall then be prepared and delivered to the Contractor and his Surety, whereupon the Contractor and /or his Surety, 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 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 gencond.msUspec 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 GC -33 8. Subcontractors 8.01 Award of Subcontracts for Portions of the Work gencoM.msVSpec 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. 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 acceptance 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 Subcontractor 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 designated, 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 submitted 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 -34 8.02 Subcontractual Relations gencond.msVspee 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 Subcontractors 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 Documents; (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 completed, Tess 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. GC -35 gencond.msVspec 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 coordinate his work with theirs. 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 to so 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 complete 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 GC -36 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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: gencond.msuspec any other contractor except with the written consent of the Engineer. (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 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, pavements, 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. 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 requirements in addition to Federal, State, and Local Laws and GC -37 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 gencond.msOspec Ordinances. 1. The Contractor shall furnish the City of Round Rock with a Certificate of Blasting Insurance in the amount of $300,000.00 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 explosives. If Blasting is covered under the Contractors 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 least 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 approval 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 5, Section 5.200, 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 responsible 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 Contractor, 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 GC -38 gencostd.mstlspec 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 designated 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 -39 5.0 SPECIAL CONDITIONS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 and Specifications and four (4) sets of 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 specond.msuspecs 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 completion 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 withhold permanently from the Contractor's total compensation, not as penalty but as liquidated damages, the sum of $500.00 per calendar day. The location of work shall be as mentioned in the Notice to Bidders and as indicated on Plans. SC -2 01 -06 USAGE. OF WATER All water used during construction shall be provided by the City. The City shall specify the location from 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 excessive waste is occurring during construction. 01 -07 PAY ESTIMATES specond.mstispecs 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 commencing 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 own expense, however, where such is not the case, the Contractor will cause such work to be done at his own expense. 02 -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. SC -3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 Warranty 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 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 MINIMUM WAGE SCALE Contractors are required to pay prevailing wage rates to laborers, workmen and mechanics employed on behalf of the City engaged in the construction of public works. The wage rate for these jobs shall be the general prevailing wage rates for work of a similar character. This applies to Contractors and Subcontractors. The Contractors and Subcontractors shall keep and make available records of workers and their wages. Contractors and Subcontractors shall pay the prevailing wage rates as adopted by the Owner. There is a statutory penalty of $60.00 per worker per day or portion of a day that the prevailing wage rate is not paid by the Contractor or any Subcontractor. 02-05 LIMIT OF FINANCIAL RESOURCES specond.mst /specs 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 or anticipated profits on any portion of work that may be omitted. At any time during the duration of this contract, the Owner reserves the right to omit 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. SC -4 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 complete 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 specond.mst / specs Owner will not pay for materials on hand. Payment will be made for work completed in accordance with monthly estimate procedure stipulated in the General Conditions of the Agreement. 02 -09 "AS- BUILT" DRAWINGS The Contractor shall mark all changes 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 labeled as "As- Built ", 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 least two (2) horizontal distances measured from existing, easily identifiable, immovable 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 done, right -of -way for access to same and such other lands which are SC -5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 specond.mst /specs designated for use of Contractor. Contractor provides, at his expense and without liability of Owner, any additional land and access thereto that may be required for his construction operations, temporary construction facilities, or for storage of materials. 1 02 -11 DEVIATIONS OCCASIONED BY UTILITY STRUCTURES Whenever existing utilities, 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 costs or damages on account of delays due to changes made by owners of privately owned utilities which hinder progress of the work. 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 (ie. 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 subsidiary to other bid items and no additional compensation shall be given for complying with this Special Condition. SC -6 SECTION 04- WARRANTY BOND Per City of Round Rock Ordinances, a two (2) year Warranty 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. Warranty Bond shall remain in effect for two (2) years from date of City of Round Rock acceptance of. improvements. Such bonds shall be from an approved surety company holding a permit from the State of Texas to act as surety or other surety or sureties acceptable to the Owner prior to final payment. A one (1) year Warranty 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 fmal 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. SECTION 05- INSURANCE specond.mst /specs Section 3.18 of the General Conditions of the Agreement is hereby amended to include the following: 3.18 Insurance 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 Worker's 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. SC -7 specond.msdspecs 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 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 of 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. 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 deductibles 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 SC -8 specond.msUspecs 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 of 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. SC -9 specond.ms[/specs 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 the section shall be paid by Contractor. SC -10 SECTION 06- WAGE RATES GENERAL DECISION TX960043 03115/96 TX43 General Decision Number TX960043 Superseded General Decision No. TX950043 State: TEXAS Construction Type: HEAVY HIGHWAY County(ies): BELL CORYELL TRAVIS BEXAR GUADALUPE WILLIAMSON BRAZOS HAYS COMAL MCLENNAN Heavy (excluding tunnels and dams) and Highway Construction Projects (does not include building structures in rest area projects). *NOT TO BE USED FOR WORK ON SEWAGE OR WATER TREATMENT PLANTS OR LIFT /PUMP STATIONS IN BELL, CORYELL, MCLENNAN AND WILLIAMSON COUNTIES. Modification Number 0 COUNTY(ies): BELL CORYELL TRAVIS BEXAR GUADALUPE WILLIAMSON BRAZOS HAYS COMAL MCLENNAN SUTX2042A 11/16/1991 Rates Fringes AIR TOOL OPERATOR 6.500 ASPHALT HEATER OPERATOR 6.500 ASPHALT RAKER 7.011 ASPHALT SHOVELER 6.550 BATCHING PLANT WEIGHER 8.173 BATTERBOUARD SETTER 7.700 CARPENTER 9.054 CONCRETE FINISHER - PAVING 8.600 CONCRETE FINISHER - STRUCTURES 7.903 specond.mst/specs Publication Date 03/15/1996 SC -11 ROLLER, STEEL WHEEL OTHER FLATWHEEL OR TAMPING 6.403 ROLLER, PNEUMATIC, SELF PROPELLED 6.433 SCRAPER -17 C.Y. & LESS 7.245 SCRAPER -OVER 17 C.Y. 7.495 SELF PROPELLED HAMMER OPERATOR 6.078 SIDE BOOM 9.000 TRACTOR- CRAWLER TYPE 7.539 TRACTOR- PNEUMATIC 6.707 TRENCHING MACHINE 6.850 WAGON- DRILL /BORING MACHINE /POST HOLE DRILLER OPERATOR 6.926 REINFORCING STEEL SETTER PAVING 8.158 REINFORCING STEEL SETTER STRUCTURES 9.062 STEEL WORKER - STRUCTURAL 9.242 SIGN ERECTOR 8.640 SPREADER BOX OPERATOR 6.541 BARRICADE SERVICER WORK ZONE 6.078 MOUNTED SIGN INSTALLER PERMANENT GROUND 6.078 TRUCK DRIVER - SINGLE AXLE LIGHT 6.493 TRUCK DRIVER - SINGLE AXLE HEAVY 6.674 TRUCK DRIVER - TANDEM AXLE SEMI- TRAILER 6.824 TRUCK DRIVER - LOWBOY /FLOAT 8.041 TRUCK DRIVER - TRANSIT MIX 6.078 WELDER 8.824 Unlisted classifications needed for work not included, within the scope of the classifications listed may be added after award only as provided in the labor standards contract clauses (29 CFR 5.5 (a) (1) (v)). In the listing above, the "SU" designation means that rates listed under that identifier do not reflect collectively. bargained wage and fringe benefit rates. Other designations indicate unions whose rates have been determined to be prevailing. END OF GENERAL DECISION specond.msUspecs SC -13 CONCRETE RUBBER 6.740 ELECTRICIAN 13.710 FLAGGER 5.150 FORM BUILDER - STRUCTURES 8.017 FORM LINER - PAVING & CURB 7.250 FORM SETTER- PAVING & CURB 7.683 FORM SETTER - STRUCTURES 7.928 LABORER - COMMON 6.078 LABORER- UTILITY 6.852 MECHANIC 10.774 OILER 9.389 SERVICER 7.280 PAINTER - STRUCTURES 10.000 PILEDRIVER 6.600 PIPE LAYER 7.229 BLASTER 9.067 ASPHALT DISTRIBUTOR OPERATOR 7.304 ASPHALT PAVING MACHINE 7.945 BROOM OR SWEEPER OPERATOR 7.117 BULLDOZER, 150 HP & LESS 8.125 BULLDOZER, OVER 150 HP 8.593 CONCRETE PAVING CURING MACHINE 7.633 CONCRETE PAVING FINISHING MACHINE 9.067 CONCRETE PAVING GANG VIBRATOR 7.250 CONCRETE PAVING SAW 6.200 SLIPPORM MACHINE OPERATOR 8.700 CRANE, CLAMSHELL, BACKHOE, DERRICK, DRAGLINE, SHOVEL LESS THAN 1 ' C.Y. 8.427 CRANE, CLAMSHELL, BACKHOE, DERRICK, DRAGLINE, SHOVEL 1 ' C.Y. &:OVER 9.880 FOUNDATION DRILL OPERATOR. CRAWLER MOUNTED 10.475 FOUNDATION DRILL OPERATOR 10.923 TRUCK MOUNTED FRONT END LOADER 2 ' C.Y. & LESS 7.499 FRONT END LOADER OVER 2 ' C.Y. 8.255 HOIST - DOUBLE DRUM 10.750 MOTOR GRADER OPERATOR 9.657 PAVEMENT MARKING MACHINE 6.078 PLANER OPERATOR 7.250 ROLLER, STEEL WHEEL PLANT -MIX PAVEMENTS 7.083 specond.msUspecs SC -12 1 , e TERRAZZO WORKER $0.00* $0.00 $0.00 $0.00 $0.00* TILE SETTER $15.00 $0.32 $0.00 $0.00 $15.32 1 WATERPROOFER/CAULKER $10.64 $0.00 $0.00 $0.00 $10.64 1 *$0.00 in the rate field indicated insufficient data was received to determine .a prevailing wage rate for this classification. Government Code Title 10, Sec. 2258.023, paragraph C state: "A contractor or subcontractor does not violate this section if a public body awarding a contract does not determine the prevailing wage rates 1 and specify the rates in the contract as provided in Section 2258.022. (Property of General Services Commission, Based on 1996 Survey results) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 specond.msUspecs SC -15 COUNTY NAME: WILLIAMSON specond.mst/specs PREVAILING WAGE RATE DETERMINATION BUILDING CONSTRUCTION TRADES Date Printed: April 15, 1997 CLASSIFICATION Rate Health Pension Vacation Total Wage ASBESTOS WORKER 88.78 $0.00 $0.00 $0.00 $8.78 CARPENTER $15.52 $1.57 $0.97 $0.00 $18.06 CARPET LAYER /FLOORING INSTALLER $8.00 $0.00 $0.00 $0.00 $8.00 CONCRETE FINISHER $10.27 $0.00 $0.00 $0.00 $10.27 DATA COMMUNICATION/TELECOM INSTALLER $12.08 $0.76 $0.50 $0.05 $13.39 DRYWALL INSTALLER /CEILING INSTALLER $10.91 $0.00 $0.00 $0.00 $10.91 ELECTRICIAN $17.44 $2.16 $1.05 $1.05 $21.70 ELEVATOR MECHANIC $16.75 $3.85 $2.19 $1.50 $24.29 FIRE PROOFING INSTALLER $8.00 $0.00 $0.00 $0.00 $8.00 GLAZIER $13.60 $2.24 $1.15 $0.54 $17.53 HEAVY EQUIPMENT OPERATOR $10.56 $0.00 $0.00 $0.00 $10.56 INSULATOR $13.75 $1.16 $0.92 $0.03 $15.86 IRON WORKER $12.18 $0.00 $0.00 $0.00 $12.18 LABORER /HELPER $7.48 $0.02 $0.00 $0.00 $7.50 LATHER /PLASTERER $12.50 $0.00 $0.00 $0.00 $12.50 LIGHT EQUIPMENT OPERATOR $7.75 $0.00 $0.00 $0.00 $7.75 MASON $16.00 $0.00 $0.00 $0.00 $16.00 METAL BUILDING ASSEMBLER $11.00 $0.62 $0.00 $0.34 $11.96 MILLWRIGHT $15.91 $1.63 $1.00 $0.00 $18.54 PAINTER/WALL COVERING INSTALLER $8.00 $0.00 $0.00 $0.00 88.00 PIPEFITTER $18.10 $1.42 $1.80 $0.00 $21.32 PLUMBER $12.68 $0.00 $0.00 $0.00 $12.68 ROOFER $10.00 $0.00 $0.00 $0.00 $10.00 SHEET METAL WORKER $18.40 $2.39 $2.55 $0.33 $23.67 SPRINKLER FI1 "1 ER $18.25 $3.40 $2.20 $0.00 $23.85 SC -14 6.0 TECHNICAL SPECIFICATIONS 1 ITEM 1 1 1 1.02 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 inspection and testing, complete in accordance with the Plans, and subject to the terms and conditions of the Contract Documents. GOVERNING TECHNICAL SPECIFICATIONS NOTE: The item number designation shown in parentheses adjacent to captions herein 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 hereby referred to and included in this contract as fully and to the same extent as if copied at length herein and they shall be applied to this project except as modified in these Specifications and on the Plans. Wherever the term "City of Austin" is used in the Austin Specifications, it shall be construed to mean the 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. 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 techspec.mstl spec. master GENERAL DESCRIPTION TS -1 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. 2.01.2 BACKWORK 2.02 GRADING 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. techspec. mst /spec. master The Contractor shall coordinate his operations in such a manner as to prevent the amount of clean-up and completion 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. 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. TS -2 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. 3.03 CONSTRUCTION STAKING The Engineer shall furnish the Contractor reference points and benchmarks that, in the Engineer's opinion, provide sufficient information for the Contractor to perform construction staking. 3.04 PROTECTION OF STAKES. MARKS. ETC. All engineering and surveyor's stakes, marks, property comers, etc., shall be carefully preserved by the Contractor, and in case of destruction or removal during the course of this project, such stakes, marks, property corners, etc., shall be replaced by the Contractor at the Contractor's sole expense. 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. mst /spec. master TS -3 1 1 4.03 TRAFFIC CONTROL MEASURES AND BARRICADES I Traffic control measures and barricades shall be installed in accordance with the Texas Manual of Uniform Traffic Control Devices and in other locations deemed necessary by the Engineer, for the protection life and 1 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. ' Costs for this item shall be subsidiary to other items of work. 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. 1 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. ' ITEM 5 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 1 discretion. ' techspec.mst/spec.master TS -4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5.02 MATERIALS AND WORKMANSHIP techspec.mstlspec.master 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, 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. TS -5 1 Trinity Engineering Testing Corporation i GEOTECHNICAL INVESTIGATION ' RUBIO SUBDIVISION ROUND ROCK, TEXAS 1 1 prepared for 1 1 HEJL, LEE & ASSOCIATES, INC. ROUND ROCK, TEXAS 1 1 Prepared by ,,,......, �E OF Te .., `i: * ..S • • A. GUNTER �i 9t 47957 1 1 Jede A. Gunter, P.E. Senior Geotechnical Engineer January 30, 1999 PROJECT NO. AU -3801 1 1 Trinity Engineering Testing 1 Corporation TABLE OF CONTENTS 1 PAGE 1 IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT iii 1 1.0 INTRODUCTION 1.1 General 1 I 1.2 Subsurface Exploration 2 1.3 Laboratory Tests 2 1 2.0 SURFACE MATERIALS AND CONDITIONS I 2.1 Stratigraphy and Geology 4 2.2 Subsurface Material Characteristics 5 2.3 Subsurface Water 6 ' 3.0 PAVEMENT DESIGN AND CONSTRUCTION CRITERIA I 3.1 General 7 3.2 Drainage Channel 7 3.3 Pavement 7 I 3.4 Subgrade Support Characteristics 8 3.5 Design Variables 8 3.6 Pavement Thickness 8 3.7 Pavement on Expansive Soils 9 ' 3.8 Pavement Construction 9 I 4.0 LIMITATIONS OF THIS INVESTIGATION 10 I 5.0 REFERENCES 11 APPENDIX 1 1 1 1 J 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 AmaTh.t Engineering Testing Corporation IMPORTANTTINFORMATION ABOUTYOUR GEOTECHNICAL ENGINEERING_ REPORT As the client of a consulting geotechnical engineer. you should know that site subsurface conditions cause more construction problems than any other factor. ASFE,I'he Association of Engineering Firms Practicing in the Geosciences offers the fallowing suggestions and observations to help you manage your risks. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROIECT-SPECIFIC FACTORS Your geotechnical engineering report is based on a subsurface exploration plan designed to consider a unique set of project- specific factors. These factors typically include: the general nature of the structure involved, its size. and configuration: the location of the structure on the site other improvements, such as access roads. parking lots, and underground utilities: and the additional risk created by scope -of- service limitations imposed by the client To help avoid costly problems. ask your geotechnical engineer to evaluate how factors that change subsequent to the date of the report may affect the report's recommendations. Unless your geotechnical engineer indicates otherwise. do not use your geotechnical engineering report: • when the nature of the proposed structure is changed. for example. if an office building will be erected instead of a parking garage, or a refrigerated warehouse will be built instead of an unrefrigerated one: • when the size. elevation, or configuration of the proposed structure is altered: • when the location or orientation of the proposed structure is modified: • when there is a change of ownership or • for application to an adjacent site, Geotechnical engineers cannot accept responsibility for problems that may occur if they are not consulted after factors considered in their report's development have changed. SUBSURFACE CONDITIONS CAN CHANGE A geotechnical engineering report is based on condi- tions that existed at the time of subsurface exploration. Do not base construction decisions on a geotechnical engineering report whose adequacy may have been affected by time. Speak with your geotechnical consult- ant to learn if additional tests are advisable before construction starts.Note. too. that additional tests may be required when subsurface conditions are affected by construction operations at or adjacent to the site. or by natural events such as floods. earthquakes. or ground water fluctuations. Keep your geotechnical consultant apprised of any such events. MOST GEOTECHNICAL FINDINGS ARE PROFESSIONAL JUDGMENTS • Site exploration identifies actual subsurface conditions only at those points where samples are taken. The data were extrapolated by your geotechnical engineer who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations. you and your geotechnical engineer can work together to help minimize their impact. Retaining your geotechnical engineer to observe construction can be particularly beneficial in this respect. A REPORTS RECOMMENDATIONS CAN ONLY BE PRELIMINARY The construction recommendations included in your geotechnical engineer's report are preliminary. because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Because actual subsurface conditions can be discerned only during earthwork, you should retain your geo- technical engineer to observe actual conditions and to finalize recommendations. Only the geotechnical engineer who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations are valid and whether or not the contractor is abiding by appli- cable recommendations. The geotechnical engineer who developed your report cannot assume responsibility or liability for the adequacy of the report's recommenda- tions if another party is retained to observe construction, GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Consulting geotechnical engineers prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your geotechnical engineer prepared your report expressly for you and expressly for purposes you indicated. No one other than you should apply this report for its intended purpose without first confemng with the geotechnical engineer. No party should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. GEOENVIRON MENTAL CONCERNS ARE NOT AT ISSUE Your geotechnical engineering report is not likely CO relate any findings, conclusions. or recommendations iii ' Trinity Engineering Testing Cor . oration 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 about the potential for hazardous materials existing at the site. The equipment. techniques. and personnel • used to perform a geoenvironmental exploration differ substantially from those applied in geotechnical engineering. Contamination can create major risks. If you have no information about the potential For your site being contaminated, you are advised to speak with your geotechnical consultant for information relating to geoenvironmental issues. A GEOTECHNICAL ENGINEERING REPORT IS SUBJECT TO MISINTERPRETATION Costly problems can occur when other design profes- sionals develop their plans based on misinterpretations of a geotechnical engineering report. To help avoid misinterpretations. retain your geotechnical engineer to work with other project design professionals who are affected by the geotechnical report. Have your geotech- nical engineer explain report implications to design professionals affected by them. and then review those design professionals' plans and specifications to see how they have incorporated geotechnical factors. Although certain other design professionals may be fam- iliar with geotechnical concerns. none knows as much about them as a competent geotechnical engineer. BORING LOGS SHOULD NOT BE SEPARATED FROM THE REPORT Geotechnical engineers develop final boring logs based upon their interpretation of the field logs (assembled by site personnel) and laboratory evaluation of field samples. Geotechnical engineers customarily include only final boring logs in their reports. Final boring logs should not under any circumstances be redrawn for inclusion in architectural or other design drawings. because drafters may commit errors or omissions in the transfer process. Although photographic reproduction eliminates this problem. it does nothing to minimize the possibility of contractors misinterpreting the logs during bid preparation. When this occurs. delays. disputes, and unanticipated costs are the all- too - frequent result. To minimize the likelihood of boring log misinterpreta- tion, give contractors ready access to the complete geotechnical engineering report prepared or authorized for their use. (If access is provided only to the report prepared for you. you should advise contractors of the report's limitations. assuming that a contractor was not one of the specific persons for whom the report was prepared and that developing construction cost esti- ASFE PRACTICING IN THE GEOSCIENCES 8811 COLESVILLE ROAD/SUITE GI06/SILVER SPRING. MD 20910 TELEPHONE 301/565 -2733 FACSIMILE: 301/589 -2017 Copyrlgnt 1992 by ASFE. Inc Unless ASFE grants specific permission to do so_ duplication or this document by any means whatsoever is expressly Prohibited. Reuse of the wordm9 to to is document. in wnole or in oar , also is expressly pronibrted, and may oe pone only wth the express permission of ASFE or for purposes of review or striated, researen. 9PCO592N3. 5M -mates was not one of the specific purposes for which it was prepared. In other words. while a contractor may gain important knowledge from a report prepared for another party, the contractor would be well - advised to discuss the report with your geotechnical engineer and to perform the additional or alternative work that the contractor believes may be needed to obtain the data specifically appropriate for construction cost estimating purposes.) Some clients believe that it is unwise or unnecessary to give contractors access to their geo- technical engineering reports because they hold the mistaken impression that simply disclaiming responsi- bility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems. It also helps reduce the adversarial attitudes that can aggravate problems to disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY Because georechnical engineering is based extensively on judgment and opinion. it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical engineers. To help prevent this problem. geotechnical engineers have developed a number of clauses for use in their contracts. reports. and other documents. Responsi- bility clauses are not exculpatory clauses designed to transfer geotechnical engineers liabilities to other parties. Instead. they are definitive clauses that identify where geotechnical engineers' responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your geotechnical engineering report. Read them closely. Your geotechnical engineer will be pleased to give full and frank answers to any questions. RELY ON THE GEOTECHNICAL ENGINEER FOR ADDITIONAL ASSISTANCE Most ASFE - member consulting georechnical engineer- ing firms are familiar with a variety of techniques and approaches that can be used to help reduce risks for all parties to a construction protect. from design through construction. Speak with your geotechnical engineer not only about geotechnical issues. but others as well. to team about approaches that may be of genuine benefit. You may also wish to obtain certain ASFE publications. Contact a member of ASFE of ASFE for a complimentary directory of ASFE publications. IV 1 £Trinity Engineering Testing -- Corporation • GEOTECHNICAL INVESTIGATION 1 RUBIO SUBDIVISION ROUND ROCK, TEXAS 1.0 INTRODUCTION 1.1 GENERAL 1 This investigation of subsurface materials and conditions for the proposed street improvements and drainage channel improvements in the Rubio Subdivision was authorized on December 19, 1997 by Mr. Daniel P. Hejl, Jr. P.E., A.I.C.P. The investigation was conducted in general accordance with our proposal /contract dated July 14, 1997. The area under investigation is located on the east side of Round Rock, Texas (refer to Plate I in the Appendix). The purpose of this investigation has been to: Explore the subsurface materials and conditions present at selected truck accessible site locations along the proposed street and drainage channel alignments by core drilling and sampling; Perform laboratory tests to classify the soils and evaluate the pavement support characteristics of the subsurface materials; and Analyze the results of field and laboratory tests to provide limited and specific pavement thickness designs and construction criteria for the proposed pavement reconstruction and recommended slope angles for the drainage channel. The report is divided into two major sections; i.e., a TEXT section followed by an APPENDIX. The TEXT section contains descriptive information regarding the field operations and laboratory testing as well as results and recommendations based on interpretations of field and laboratory results. The APPENDIX immediately follows the TEXT and contains site and boring location maps, laboratory test results, and boring logs. Therefore, this report contains both factual data and interpretation of the data and it is recommended that the data and interpretation not be separated. 1 1 1 Trinity :1 E Corporation 2 1.2 SUBSURFACE EXPLORATION Subsurface materials at the site were explored by six core borings advanced to a depth of 5.0 feet I . below existing grade for the streets and five core borings advanced to a depth of 15.0 feet below existing grade for the drainage channel. The drilling operations were conducted on January 13 and 1 14, 1998, and the approximate boring locations are shown on the attached Plate I. The field operations were conducted using a truck mounted rotary drilling rig. Horizontal boring locations were 1 estimated by TETCO in the field using a plot plan supplied by Hejl, Lee & Associates, Inc. If more precise location and elevation data are desired, then a registered professional land surveyor should be 1 retained to locate the borings and determine their ground surface elevations. 1 The drilling procedures for the core borings consisted of the following: 1 Cohesive Soils: Continuous sampling using hydraulically advanced 3 -inch diameter, steel push -tube samplers until refusal; and ' Rock - Like Materials: Continuous core drilling using a NX -size double walled core barrel equipped with a carbide cutting bit for the 10 -ft borings, and continuous flight auger drilling using a six -inch diameter rock 1 bit for the 5 -ft borings. 1 All samples of the subsurface materials were extruded from the samplers in the field, classified visually, and labeled as to location and depth. Undisturbed push -tube samples were wrapped in 1 plastic sheeting to minimize moisture changes. Disturbed samples were placed in plastic bags. All samples were arranged in core boxes and transported to the laboratory for further analysis. During 1 the field operations, the borings were observed for subsurface water prior to using drilling fluid while advancing the hole. These observations are noted at the bottom of each boring log and are discussed 1 in subsequent sections of this report. All of the core borings were filled and the surface patched with cold -mix asphalt upon completion. 1 1.3 LABORATORY INVESTIGATION All samples of subsurface materials from the borings were visually examined and classified in the laboratory. Liquid and plastic limit tests and No. 200 -mesh sieve tests were performed on selected soil samples to establish index properties and grain size characteristics, and to properly classify the soils according to the Unified Soil Classification System. The results of these tests expressed as Liquid 1 I Ati Trinity ' Engineering Testing Corporation 3 I Limit, Plasticity Index, and percent passing the 200 -mesh sieve (fines) are summarized on Plate II in the Appendix and are also shown on the Log of Boring sheets under the "Test Results" column as ' "LL" "P1 ", and "F" During the logging process, samples of cohesive soils obtained by push -tube samplers were subjected to pocket penetrometer tests to evaluate the relative consistency of those soils. The pocket penetrometer readings, which are reported in tons per square foot, are shown on the Log of Boring sheets under the "Test Results" column where they are preceded by the letter "p ". Readings shown as "4.5 +" indicate that the capacity of the device was exceeded. 1 Short-term strength properties of soil and rock -like materials were evaluated through the use of 1 unconfined compression tests on undisturbed push -tube and core samples. Results are summarized on Plate II and are also shown on the Log of Boring sheets expressed in tons per square foot and preceded by the letter "q ". The rock -like materials were qualitatively evaluated using the Rock Quality Designation (RQD) system, which is a standard method for rating drill core quality' . The RQD values are shown on the boring 1 logs in the column containing the symbol (RQD). RQD is defined as the sum of the lengths of pieces ' of rock core greater than or equal to four inches in a core run, divided by the total length of that core run. RQD is expressed as a percentage and categorized according to the following table. ' Classification of Rock by RQD Value RQD Rock Quality I less than 25 very poor 25 - 50 poor 1 50 - 75 fair 75 - 90 good 90 - 100 excellent 1 The percent recovery (REC) is simply the total length of material recovered in a specific core run interval divided by the total length of the core run. Trinity Engineering Testing Corporation 4 1 2.0 SUBSURFACE MATERIALS AND CONDITIONS 2.1 STRATIGRAPHY AND GEOLOGY Specific types and 'depths of subsurface strata observed in the borings drilled for this investigation are shown on the individual boring logs contained in the Appendix: For discussion purposes, the subsurface materials have been divided into six major strata types as described below. The thickness range and general descriptions are based solely on the materials observed in the borings drilled for this investigation. Stratum Thickness General Description I 0.5' - 1.2' Asphalt and Base Material (B2, ' B3,84,85 and B6 only); II 3.3' - 8.0' Dark brown FAT CLAY; ' III 5.0' Light brown GRAVELLY CLAY TO CLAYEY GRAVEL (87 ONLY); I IV 0.0' - 2.0' Tan SEVERELY WEATHERED LIMESTONE; 1 V 2.5' - 6.5' Tan WEATHERED LIMESTONE; and VI 3.5'+ - 6.5'+ Gray LIMESTONE. The above descriptions are general and range of depths approximate because boundaries between different strata are seldom clear and abrupt in the field. In addition, the lines separating major strata types on the Log of Boring sheets do not necessarily represent distinct lines of demarcation for the various strata. Based on observations of the samples recovered from the borings and on a review of geologic maps and literature it is our opinion that the primary geologic formation existing at the project site is the AUSTIN CHALK. The Austin Chalk is described as white to grayish -white chalk, limestone, and marl. The term "chalk" is defined as "a very soft, white to light gray, indurated limestone.,." while the term "marl" is "a calcareous clay" or "compact impure limestone'''' The stratigraphy in the Austin Chalk at this site consists of CLAY overlying a soil -rock mixture referred to as SEVERELY WEATHERED ,Trinity Engineering Testing Corporation 5 LIMESTONE followed by WEATHERED LIMESTONE (chalk) and LIMESTONE. The SEVERELY WEATHERED LIMESTONE is a transition between the clay and rock. At this site its composition vanes from silty or sandy clay to clayey sand and gravel. For discussion purposes in this report, WEATHERED LIMESTONE and LIMESTONE are rock -like while SEVERELY WEATHERED LIMESTONE is soil -like. 2.2 SUBSURFACE MATERIAL CHARACTERISTICS Based on the results of the field and laboratory tests conducted for this investigation and our previous experience with the same geologic formation and similar materials, the six predominant strata have the following pertinent engineering properties: 1 STRATUM 1: ASPHALT and BASE MATERIAL 1 1 STRATUM II: FAT CLAY Plasticity: High with a Liquid Limit ranging from 60 to 69; 1 Strength /Consistency: Stiff with unconfined compressive strengths ranging from 0.99 to 1.65 tsf; and 1 Shrink/Swell Potential: High with a Plasticity Index ranging from 40 to 47. 1 STRATUM III: GRAVELLY CLAY TO CLAYEY GRAVEL Plasticity: High; 1 Strength /Consistency: Ver ( Dense with a Standard Penetration Test count of 63 blows per foot; and I Shrink/Swell Potential: High based on Plasticity Index Low based on the granular 1 content. STRATUM IV : SEVERELY WEATHERED LIMESTONE 1 Plasticity: Medium; Strength /Consistency: Dense to Very Dense with a Standard Penetration Test count of 1 41 blows per foot to 50 blows for 3 inches; and Shrink/Swell Potential: Moderate. 1 ME ty Engineering Testing :I Corporation 6 I STRATUM V : WEATHERED LIMESTONE Plasticity Non - Plastic except in the marly layers; 1 Strength /Consistency: Low based on an unconfined compressive strength of 535 tsf; however, the rock is considered to have Moderate Strength compared to rock formations normally observed in Central 1 Texas; and Rock Quality: Very Poor based on RQD values ranging from 0 to 19. 1 ' STRATUM VI : LIMESTONE Plasticity: Non - Plastic. ' Strength /Consistency: Low based on unconfined compressive strengths of 424 to 462 tsf; however, the rock is considered to have Moderate Strength compared to rock formations normally observed in Central ' Texas; and Rock Quality: Very Poor to Poor based on an RQD values ranging from 0 to 35. 1 1 2.3 SUBSURFACE WATER: The borings were observed for subsurface water during advancement of the holes, and none was 1 present during the drilling operations. However, it is not unusual to encounter shallow groundwater in the Austin Formation during and after periods of rainfall. The water tends to percolate down 1 through the surficial soils until encountering a relatively impervious limestone ledge or layer. Water also tends to fill the fractures and cavities within the rock mass. 1 The water observations conducted for this investigation are very short-term and should not be 1 interpreted as a groundwater study. However, the presence of shallow groundwater could affect construction of the roads and utilities in this area as wet as the Tong -term performance of the pavement. If shallow groundwater is present during the construction period, then temporary or permanent subsurface drain systems may be required. •qty Engineering Testing Corporation 7 1 3.0 PAVEMENT DESIGN AND CONSTRUCTION CRITERIA 1 1 3.1 GENERAL Rubio, Baker and Nash Streets will be completed reconstructed with new asphalt and base material. 1 In addition, drainage improvements will be made for about 200 linear feet of drainage channel. The following paragraphs summarize the drainage channel recommendations and the pavement recommendations. 1 3.2 DRAINAGE CHANNEL Approximately 2,000 linear feet of channel improvements will be made in the Rubio Subdivision. The channel will be 5 to 10 feet in depth. We checked the stability of proposed side slopes using a slope stability program, STABR. This program uses both Modified Bishop method and Ordinary Method of Slices to calculate a factor of safety against rotational failure. The slope analyzed was a 15 foot deep cut with side slopes of 2 horizontal to 1 vertical (2H:1V). The soils conditions analyzed where those found in B -10, eight feet of FAT CLAY overlying WEATHERED LIMESTONE and those found in B -7, FAT CLAY overlying CLAYEY GRAVEL with WEATHERED 1 LIMESTONE encountered at 8.5 feet. The analyzes indicate that a 2H:1V slope has a factor of safety in excess of 3 against rotational failure. It should be noted that a 2H:1V slope is difficult for 1 maintenance activities such as mowing, so consideration should be given to use of a shallower slope if the easement width is sufficient. While the factor of safety for the slope is adequate many slope problem occur due to erosion and sloughing of the surface of the slope. These occurrences should be fixed through a regular maintenance program before they lead to a deterioration of soil conditions. 1 3.3 PAVEMENT 1 Pavement thickness design analyses have been conducted in general accordance with the City of Round Rock's pavement design standards Based on information supplied by the civil consultant, 1 Rubio, Baker and Nash Streets will be designed as residential streets as described by the City's classification and traffic volume criteria. 1 1 Trinity Engineering Testing Corporation 8 3.2 SUBGRADE SUPPORT CHARACTERISTICS Based on the subsurface materials observed at the ten boring locations, the subgrade at this site will ' be a FAT CLAY. The pavement support characteristics of the subgrade materials were estimated from correlations developed by Trinity Engineering Testing Corporation (TETCO) between soil index 1 properties and Texas Triaxial values (Texas Department of Transportation test method Tex- 117 -E) and from correlations presented in the literature between soil index properties and resilient modulus 1 values. The results are summarized below. Subgrade Support Characteristics I Texas Triaxial Value Resilient Modulus. ksi I CLAY, or Properly Compacted and Tested FILL Material 5.6 4.2 1 3.5 DESIGN VARIABLES Pavement thickness design analyses were performed using the 1993 AASHTO design proceduree. 1 The following pertinent variables were used in all of the analyses: 1 Equivalent 18 kip Single Wheel Load Applications 38,000 Load Frequency Design Factor 0.75 ' Wheel Design Load (ATDH) 8 kips ' 3.6 PAVEMENT THICKNESS Based on the results of the field and lab tests conducted for this study and our past experience with pavements in the Round Rock area, the following pavement thickness sections are recommended for the streets included in this investigation. Minimum Thickness Requirements ' Hot Mix Crushed Street Asphaltic Limestone Classification Predominant Subgrade Surface Base 1 CLAY or Properly Compacted Residential and Tested FILL Material 1.5 "* 12.0" 'Indicates minimum thickness as per City of Round Rock Guidelines. Trinity Engineering Testing Corporation 9 • 3.7 PAVEMENT ON - EXPANSIVE SOILS Pavement design methods are intended to provide an adequate thickness of structural materials over a particular subgrade, such that wheel loads are reduced to a level the subgrade can support. The support characteristics of the subgrade for flexible pavement design does not account for shrink and swell movements of an expansive clay subgrade such as the clay soils on this project. Thus, the pavement may be adequate from a structural standpoint, yet still experience cracking and deformation due to shrink/swell movement of the subgrade. It is therefore important to minimize moisture changes in the subgrade to reduce shrink/swell movements. The pavement and adjacent areas should be well drained. Proper maintenance should be performed on cracks in the pavement surface to prevent water passing through to the base or subbase material. Extending the base material out about 5.0 feet from the edge of the pavement curb will also aid in reducing edge related cracking. Even with these precautions, some movements and related cracking may still occur, requiring periodic maintenance. 3.8 PAVEMENT CONSTRUCTION The pavements should be specified, constructed, and tested to meet the standards as set forth in the "City of Austin Standard Specifications' publication, or City of Round Rock Standards where different from City of Austin. rm Trinity Engineering Testing Corporation 4:0 LIMITATIONS OF THIS INVESTIGATION 10 As previously stated in the section entitled "Important Information About Your Geotechnical Engineering Report" located at the front of this report, the subsurface - materials and conditions are known only at the specific boring locations and within the depths explored. Subsurface conditions have been extrapolated based on the known conditions, and actual field conditions may differ from those described in this report. We simply cannot guarantee that conditions elsewhere on the site will be the same as encountered at the boring locations. In addition, the recommendations contained in this report are subject to revision based on site conditions as exposed during construction activities. For these reasons, we recommend that the geotechnical consultant be retained through the construction stage to identify variations in subsurface materials and conditions and to confirm that the recommendations contained in this report are applicable to subsurface conditions encountered elsewhere on the site. The scope of this investigation does not include specific activities and investigations designed to reveal whether a solid waste landfill exists upon the subject land tract other than what may be determined through incidental encounter in the soil borings. Such investigations designed for this specific purpose are described and required by TNRCC rules (30 TAC 300.961- 330.963) in accordance with HB 2537 (1993). The scope of this investigation does not include environmental evaluations of surface and subsurface conditions, and the lack of that information in this report does not indicate an absence of potential environmental problems. 1 ATrinity Engineering Testing =1 Corporation 11 5.0 REFERENCES (1) Geologic Atlas of Texas, Austin Sheet, Bureau of Economic Geology, The University of Texas at Austin, Austin, Texas 1993. (2) City of Round Rock, "Pavement Design Standards for Subdivisions in Round Rock ", 1 Ordinance No. 641, 1980. (3) AASHTO Guide for Design of Pavement Structures, Washington, D.C., 1993. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 : 1 1 1 1 1 1 APPENDIX 1 1 1 1 1 1 1 1 1 1 1 1 mTrinity Engineering Testing Corporation Trinity Engineering Testing Corporation 1 RUBIO SUBDIVISION ROUND ROCK, TEXAS BORING LOCATIONS 0 100 200 300 400 500 SCALE FEET 1" =300' PLATE I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 mansTrinity Engineering Testing Corporation RUBIO SUBDIVISION ROUND ROCK, TEXAS SUMMARY OF LABORATORY TEST RESULTS Sample Boring Depth LL' P1 -200 MC' UDW Qu Abbreviated Number '( ( %) (pcf) is USCS' Description B -2 2.0 - 3.5 67 47 89 21.2 — CH FAT CLAY 8-4 1.0 - 3.0 69 47 93 27.3 — CH FAT CLAY B -6 0.9 - 1.5 60 41 54 11.5 -- CH FAT CLAY B -7 2.0 - 3.5 -- -- 27.0 93.3 1.26 -- FAT CLAY B -8 0.0 - 2.0 -- -- 29.3 94.3 0.99 -- FAT CLAY 7.8 - 8.2 — — 535 -- WEATHERED LIMESTONE 10.2 - 10.6 — — 462 LIMESTONE B -9 10.2 - 10.7 — — — 424 — LIMESTONE B -10 2.0 - 3.5 — — — 24.4 98.4 1.65 -- FAT CLAY 'LIQUID LIMIT PLASTICITY INDEX '% PASSING #200 SIEVE ° MOISTURE CONTENT 'UNIT DRY WEIGHT .UNCONFINED COMPRESSIVE STRENGTH 'UNIFIED SOIL CLASSIFICATION PLATE II t-ini Leering Testing Corporation EXPLANATION OF SYMBOLS AND TERMS USED ON LOGS OF BORINGS 1 I 1 1 1 1 I I TYPICAL SOIL AND ROCK SYMBOLS (uscs CLASSIFICATION ) Lean Clay (CL ) Fat Clay (CH ) En Silt (ML ) ' j Elastic Silt (MH ) Silty Sand (SM ) Clayey Sand (SC ) • ;Pg.' DEGREE OF WEATHERING Unweathered Rock in its natural state without visible sign of decomposition or discoloration Weathered Complete discoloration with zones of slightly decomposed rock Poorly- Graded Sand (SP ) Well- Graded Sand (SW ) Mg Poorly- Graded Gravel (GP ) Well- Graded Gravel (GW ) Clayey Gravel (GC ) Silty Gravel (GM ) Severely Weathered Complete discoloration and decomposition, approaching soil texture and appearance A►A► 4'A II •0 i 0 i SOIL STRUCTURE Severely Weathered Limestone Weathered Limestone M Limestone / Dolomitic Limestone =. Marl / Manly Limestone ® Base Material Fill Material Calcareous Containing calcium carbonate Slickensided The presence of planes of weakness having a slick and glossy appearance Interbedded Alternating layers of varying material The Log of Boring is a representation of the subsurface materials at the specific boring location within the depth explored. The transition between strata may be gradual and variations in material types and depths between borings can be expected. Water level observations represent those conditions at the time of exploration and may vary with time and location on the site. FEET I SYMBOL SAMPLE TEST RESULTS MATERIAL DESCRIPTION ROCK CORE REC. /ROD k g ELEV. 0I DEPTH 1 -- - INTACT PUSH TUBE SAMP - -- DISTURBED PUSN TUBE SAMPLE - - - SPLIT SPOON SAMPLE 10 MINUTE GROUNDWATER OBSERVATION - _ _ DISTURBED AUGER OR WASH SAMPLE r 1 - 7 _- i - _ - NO SAMPLE - - - POCKET PENETROMETER (G L II - - - LIQUID LIMIT GROUNDWATER OBSERVATION Z - - - PLASTICT' INOEX _ • - PERCENT FINES (PASSING NO. 200 SIEVE) 1 0 • - STANDARD PENETRATION RESISTANCE I — - _ _ ROCK CORE SAMPLE (4'. LONG, WRAPPED) 1 — - - _ ROCK CORE SAMPLE (< A- LONG. UNWRAPPED) 93123 - - - UNCONFINED COMPRESSION 0s0 15 -- TE)rA5 CONE PENETRATION t-ini Leering Testing Corporation EXPLANATION OF SYMBOLS AND TERMS USED ON LOGS OF BORINGS 1 I 1 1 1 1 I I TYPICAL SOIL AND ROCK SYMBOLS (uscs CLASSIFICATION ) Lean Clay (CL ) Fat Clay (CH ) En Silt (ML ) ' j Elastic Silt (MH ) Silty Sand (SM ) Clayey Sand (SC ) • ;Pg.' DEGREE OF WEATHERING Unweathered Rock in its natural state without visible sign of decomposition or discoloration Weathered Complete discoloration with zones of slightly decomposed rock Poorly- Graded Sand (SP ) Well- Graded Sand (SW ) Mg Poorly- Graded Gravel (GP ) Well- Graded Gravel (GW ) Clayey Gravel (GC ) Silty Gravel (GM ) Severely Weathered Complete discoloration and decomposition, approaching soil texture and appearance A►A► 4'A II •0 i 0 i SOIL STRUCTURE Severely Weathered Limestone Weathered Limestone M Limestone / Dolomitic Limestone =. Marl / Manly Limestone ® Base Material Fill Material Calcareous Containing calcium carbonate Slickensided The presence of planes of weakness having a slick and glossy appearance Interbedded Alternating layers of varying material The Log of Boring is a representation of the subsurface materials at the specific boring location within the depth explored. The transition between strata may be gradual and variations in material types and depths between borings can be expected. Water level observations represent those conditions at the time of exploration and may vary with time and location on the site. 1334 H1d3O I SYMBOL I SAMPLE TEST RESULTS MATERIAL DESCRIPTION ROCK CORE I REC.JROD% 'A313 DEPTH FAT CLAY; dark brown with limestone fragments p 3.0 p 2.5 FE FT p 2.0 Total Depth of Boring = 5.0 Feet I I L1 1 I 1 1 1 I 1 1 1 1 1 1_1,. Boring was advanced to 5.0 feet below the ground surface without using drilling fluid and ground water was not encountered above that depth. WI _I 11 1_1_1-I 1 1 1 1 1 1 11 I 1 1 1 I I I - [ - 1 f I I I I I 1 1 1 I 1- H U I 1 .1 sconartrnty Engineering Testing Corporation Project: Rubio Subdivision Location: Round Rock LOG OF BORING v Date: 1 - 14 - 98 Type: Push Tube Dorm No: 1 a /Lops JWau-3B01 oJc4 DEPTH FEET SYMBOL SAMPLE TEST RESULTS MATERIAL DESCRIPTION ua Q a O s .1 4 . a e Y ��� r11Tl 4 j /:R AEI p 4.5+ LL 87 F1 47 F 89% p 4.5+ BASE MATERIAL FAT CLAY; dark brown with limestone fragments SEVERELY WEATHERED LIMESTONE; tan 10 Total Depth of Boring = 5.0 Feet Boring was advanced to 5.0 feet below the ground surface without using drilling fluid and ground water was not encountered above that depth. - 15 I 1 1 1 Trinity Testing Corporation Project: Rubio Subdivision Location: Round Rock LOG OF BORING Date: 1 - 14 - 98 Type: Push Tube Bonn a;1Logs XX/au3801. 133a HId30 SYMBOL - -I SAMPLE L TEST RESULTS MATERIAL DESCRIPTION ROCK CORE REC.IRQD% 'A313 DEPTH Jt/'tr ASPHALT and BASE MATERIAL p FAT CLAY; dark brown with limestone fragments p 4.5+ p4.5+ I I/ A 5 Total Depth of Boring = 5.0 Feet Boring was advanced to 5.0 feet below the ground surface without using drilling fluid and ground water — was not encountered above that depth. 10 - 15 aaraTrinity Engineering Testing Corporation Project: Rubio Subdivision Location: Round Rock 1 1 1 LOG OF BORI NG Date: 1 - 13 - 98 Type: Push Tube Boring No: 3 a: /Logs XX/au -3801 wk! DEPTH FEET SYMBOL SAMPLE TEST RESULTS MATERIAL DESCRIPTION ROCK CORE REC./ROD% 'A313 DEPTH - Ma _ • - r4roi Lt. 69 P147 F 93% p3.5 p35 ASPHALT and BASE MATERIAL r r` r 1 -f - T J I 1 � I' FAT CLAY; dark brown with limestone fragments SEVERELY WEATHERED LIMESTONE; tan - 10 Total Depth of Boring = 5.0 Feet Boring was advanced to 5.0 feet below the ground surface without using drilling fluid and ground water was not encountered above that depth. 11111 11111 ITTill 111 iT1 - 15 Atintarinity Engineering Testing 1 ====== Corporation Project: Rubio Subdivision Location: Round Rock LOG OF BORING Date: 1 - 13 - 98 Type: Push Tube Be nng No: 4 DEPTH FEET SYMBOL SAMPLE TEST RESULTS MATERIAL DESCRIPTION ROCK CORE REC. /RQD% 'A313 DEPTH //// \ _ / p 4.5+ p4.5+ ASPHALT and BASE MATERIAL 1 FIrlrrr FAT CLAY; dark brown with limestone fragments "af4I 5 .II :: SEVERELY WEATHERED LIMESTONE; tan F was - 10 Total Depth of Boring = 5.0 Feet Boring was advanced to 5.0 feet below the ground surface without using drilling fluid and ground water not encountered above that depth. I �r 1 f�T I 17 rr I rTr T 7 r r I r r` T1 �r r - _ 15 I I .5401' Trinity Engineering Testing Corporation 1 Project: Rubio Subdivision Location: Round Rock 1 1 1 1 I LOG OF BORING Date: 1 -13 - 98 Type: Push Tube Boring No: 5 alLCgs XX/aa•3301 wfca jai H1d3O 44I 1.0 J 50 04 2 E cc 0 0 CA I-• I- - ifi 1- 6 x MATERIAL DESCRIPTION ROCK CORE REC./ROD% 'n313 DEPTH — — 4 VW kftft0 1 04 1 p 125 4 5 1.26 p4.5 FAT CLAY; dark brown with occasional calcareous fragments, possible fill J i b 17 Fj F I p � T 1 I — 1 I � r p 1 - 71 ' I �T � IF I i I I I I - GRAVELLY CLAY to CLAYEY GRAVEL; light brown - - - some severely weathered limestone _ 7 - — - — H - — - 10W 1 04 0 40 WO Vtki k A VVRO Mg k143 VtIV WV IINV •• ■IN III III W14 A N 63 WEATHERED LIMESTONE; tan, marly . - — — t 5 $ W $1 POI wt.! 4... WVI W W "IP4P 1 WIA VII WINO l'API Wil WAR/ T100/0.5" 24/0 Total Depth of Boring = 15.0 Feet Boring was advanced to 10.0 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. aomaTrinity Engineering Testing Corporation Project: Rubio Subdivision Location: Round Rock LOG OF BORING Date: 1 - 14 - 98 Type: Push Tube Bonng No: 7 a flogs XXfau-31101 wa 133i H1d30 J W CO 4 2 a u) U) trl .- y MATERIAL DESCRIPTION ROCK CORE REC. /ROD% 'A313 DEPTH J • g0.99 p2.0 FAT CLAY; dark brown with limestone fragments i i i r "T r TTY - _r F- -1-1-fl F i i i - r - TM T1T � I - T "r 1 - FJ Hill IT 1 1111-11-F p 4.5-- — - '�'� N 41 4E'. 5 III SEVERELY WEATHERED LIMESTONE; tan - - — - - - - 10 — - 15 4•�4YEE 'iii 'III �f0 4141 • q 535 ie.l r:—" • g462 •■■• ■ I WEATHERED LIMESTONE; tan 84115 LIMESTONE; light gray, nodular, occasional fossils 96/12 = Total Depth of Boring = 15.0 Feet Boring was advanced to 5.0 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. 1 ® Trinity Engineering Testing Corporation Project: Rubio Subdivision Location: Round Rock 1. 1 1 1 I I 1 LOG OF BORING Date: 1 - 14 - 98 Type: Push Tube Bonn No: 8 a:l�Ogs XX/au.3801 Wc4 j a t O LL J w a y 5 H MATERIAL DESCRIPTION ROCK CORE ! REC.IRQD% - A313 DEPTH - = / v4.s+ p 4.5+ p1.5 q 424 FAT CLAY; dark brown with limestone fragments V �� WIN 85/0 — - 'Ill - _3 e a — .-_j - -1 - 15 - -� WEATHERED LIMESTONE; tan, manly LIMESTONE; light gray, nodular, occasional fossils 96/35 1 11 1 - i . _ r T T I I _ _ Total Depth of Boring = 15.0 Feet Boring was advanced to 6.5 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. 1 I 1 1 soma Trinity Engineering Testing Corporation 1 Project: Rubio Subdivision Location: Round Rock 1 1 1 1 1 1 1 1 1 i 1 1 LOG OF BORING G Date: 1 - 14 - 98 Type: Push Tube Boring No: 9 a:ILoga XX)au-3801 .wk4 .1.333 HId30 g a )- N F y cz MATERIAL DESCRIPTION ROCK CORE REC. /ROD% 'A313 DEPTH — - — to P2.2S • g1:65 p 2.0 P 4.5+ IF FAT CLAY; dark brown with limestone fragments - - sandy L ITT' I r r r 1 FrTrr rrrTr X41414, �", , di NKitio MO WEATHERED LIMESTONE; tan, manly 8511 is_z- asps 3 LIMESTONE; light gray, nodular, occasional fossils — Total Depth of Boring = 15.0 Feet Boring was advanced to 6.5 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. - ' 1 1 1 1 qty Engineering Testing Corporation Project: Rubio Subdivision Location: Round Rock LOG OF BORING Date: 1 - 14 - 98 Type: Push Tube Boring No: 10 a./Logs X%/au- 3EO1.' o Hld3a 0 N Ja y 1. 0, ~ H MATERIAL DESCRIPTION ROCK CORE REC./R00% 'A313 DEPTH _ ,r , ∎∎∎r0i 5 : 4/ p 1.0 N 5012' FAT CLAY; dark brown with limestone fragments i rl - - I f - r x 1 1 i LIT P r i l - ` , TT SEVERELY WEATHERED LIMESTONE; tan 10 15 4r.I.4R N 50/3' III WII III �II-4 NUM :I: VW WI MI = T100/0' _= =a S; �� q WEATHERED LIMESTONE; tan, manly as LIMESTONE; light gray, nodular, occasional fossils 56/ Total Depth of Boring = 15.0 Feet Boring was advanced to 5.3 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. I mo,-, Trinity Engineering Testing Corporation Project: Rubio Subdivision Location: Round Rock 1 1 t I 1 1 LOG OF BORING Date: 1 - 13 - 98 Type: Push Tube Bormg No: 11 J a /Logs X00au- 3001.wk4 Item No. 101 Preparing Right of Way 101.1 Description This item shall consist of preparing the right of way for construction operations by removing and disposing of all obstructions from the right of way and from designated easements, where removal of such obstructions is not otherwise indicated. Such obstructions shall be considered to include remains of houses not completely removed by others, foundations, floor slabs concrete, brick, lumber, plaster, cisterns, water wells, septic tanks or basements; abandoned utility pipes, conduits, or founda- tions; underground service station tanks, equipment or other foundations; fences, retaining walls, outhouses, shacks and all other debris. This item shall also include the removal of trees, stumps, roots, bushes, shrubs, curb and gutter, driveways, paved parking areas, miscellaneous stone, brick, concrete, sidewalks, drainage structures, manholes, inlets, abandoned railroad tracks, scrap iron, all rubbish and debris whether above or below ground except live utility facilities. 101.2 Construction Methods Prior to commencing this work, all erosion control and tree protection measures required shall be in place and utilities located and protected as set forth in the "General Conditions ". Areas within the construction limits as indicated shall be cleared of all obstructions, vegetation, abandoned structures as defined above; except trees or shrubs indicated for preservation which shall be carefully trimmed as directed and shall be protected from scarring, barking or other injuries during construction operations conforming to Item No. 610, "Tree and Shrub Trimming and Preservation ". Exposed ends of pruned limbs or scarred bark shall be pruned, trimmed and treated with an approved asphaltic material within 24 hours of the pruning or injury. 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. Unless otherwise indicated, all underground obstructions, stumps and roots shall be removed to the following depths: 1. In areas to receive 6 inches or more embankment, a minimum of 12 inches below natural ground. 2. In areas to receive embankment less than 6 inches and areas to be excavated, 18 inches below the lower elevation of the embankment, structure or excavation. 3. All other areas, 12 inches below natural ground. Holes remaining after removal of all obstructions, objectionable material, trees, stumps, etc. shall be backfilled with select em- bankment material and tamped. When a utility in service conflicts with the construction, it shall be modified as set forth in "General Conditions ". Where an abandoned existing underground piped utility is found, it shall be cut and plugged, with 6 inches of concrete, brick and mortar or a precast stopper grouted in place. Material to be removed will be designated salvageable or nonsalvageable by the Engineer prior to removal from the construction site by the Contractor. All salvageable material, as determined by the Engineer, will remain the property of the City and will be stored at the site or loaded on city trucks as directed by the Engineer. All nonsalvageable materials and debris shall become the property of the Contractor and shall be removed from the site and deposited at a permitted disposal site. 101.3 Measurement Preparing right of way for new construction, when included in the contract as a pay item, will be measured by the acre or by 100 foot stations or by lump sum, regardless of the width of the right of way. Measurement for payment will be made only on areas indicated and classified as "Preparing Right of Way ". 101.4 Payment This item will be considered subsidiary to Item No. 110, "Street Excavation ", Item No. 111, "Excavation ", Item No. 120, "Channel Excavation" and Item No. 132, "Embankment" unless included as a separate pay item in the contract. When included for pay- ment, it shall be paid for at the contract price bid for "Preparing Right of Way ", which price shall be full compensation for work herein specified, including the furnishing of all materials, equipment, tools, labor and incidentals necessary to complete the work. Payment, when included as a contract pay item, will be made under one of the following: 101 08/17/94 Pagel Preparing Right of Way End Pay Item No. 101-A: Preparing Right of Way - Per Acre. Pay Item No. 101-8: Preparing Right of Way - Per Station. Pay Item No. 101-C: Preparing Right of Way - Per Lump Sum. Ref: 110,111,120,132,810 101 08/17/94 Page2 Preparing Right of Way 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. - 1103 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 the "General Conditions ". 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 01550, "Public Safety and Convenience ". In all cases where blasting is permitted, a Blasting Permit must be obtained in advance from the Department of Public Works and Transportation. 110.4 Measurement All accepted street excavation will be measured by either 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. 110 08/17/94 Page 1 Street Excavation Payment will be made under one of the following: Pay Item No. 110-A: Street Excavation -- Per Cubic Yard. Pay Item No. 110-61_ Inch Street Excavation -- Per Square Yard. Pay Item No. 110-C: Street Excavation -- Per Cubic Yard, Plan Quantity. End Ref: 101,102,104,132,201,610 110 08/17/94 Page 2 Street Excavation 111.2 Classification 111.3 Construction Methods Item No. 111 Excavation 111.1 Description This item shall consist of excavating and properly utilizing or otherwise satisfactorily disposing of all excavated materials, of whatever character, within the limits of the work and the constructing, compacting, shaping and finishing of all earthwork in the designated areas indicated in accordance with 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 or 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 ". All excavation shall be unclassified and shall include all materials encountered regardless of their nature or the manner in which they are removed, 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 the "General Conditions ". Construction equipment shall not be operated within the drip line of trees, unless otherwise 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. All excavation shall be performed as specified herein and shall conform to the established alignment, grades and cross sections. Suitable excavated materials shall be utilized, insofar as practical, in constructing required embankments. The construction of all embankments shall conform to No. 132, "Embankment ". No material shall be stockpiled within the banks of a waterway. 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 and 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 Provisions of 01550, "Public Safely and Convenience ".In all cases, a Blasting Permit must be obtained in advance from the Department of Public Works and Transportation. Adequate dewatering and drainage of excavation shall be maintained throughout the time required to complete the work. 111.4 Measurement All accepted excavation will be measured by Method A, B or C as follows: (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 shown on typical sections for the limits of the right of way or other work limits, including parkway slopes and sidewalk areas. (2) Method B Measurement of the area in square yards of surface area excavated as shown on the typical sections included in the plans. Method C (3) Measurement of the volume of excavation is in cubic yards based upon the average end areas taken from pre - construction cross sections and planned grades. The planned quantities for excavation will be used as the measure- ment for payment for this item. 111.5 Payment This item will be paid for at the contract unit price bid for "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 dewatering, drainage, subgrade preparation, unless otherwise indicated and the furnishing of all materials, equipment, tools, labor and incidentals necessary to complete the work. Payment will be made under one of the following: 111 08/17/94 Page 1 Excavation 120.2 Classification 120.3 Construction Methods Item No. 120 Channel Excavation 120.1 Description This item shall consist of excavation for channels within the limits indicated, regardless of the type of material encountered, removing and properly utilizing or otherwise satisfactorily disposing of all excavated materials and the constructing, shaping and finishing of all earthwork involved in conformity with the required line, grades and cross sections indicated. When not otherwise indicated, 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" and Item No. 132 "Embankment'. All channel excavation will be unclassified and shall include all materials encountered regardless of their nature or the manner in which they are removed. 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 the "General Conditions ". Construction equipment shall not be operated within the drip line of trees, unless indicated. Construction materials shall not be placed under the canopies of trees. No excavation or embankment shall be placed within the drip line of trees until tree wells are constructed. All channel excavation shall be performed as specified herein and shall conform to the established alignment, grades and cross sections. When fill sections are required, Item No. 132, "Embankments" shall govern the construction method. Suitable exca- vated materials shall be utilized, insofar as practicable, in constructing required embankments. Precautions will be maintained at all times to protect all trees in the area of construction. Where removal of trees is necessary, they shall be marked as directed by the Engineer. 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 and 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 01550, "Public Safety and Convenience ". In all cases, a Blasting Permit must be obtained in advance from the Department of Public Works and Transportation. 120.4 Measurement Accepted channel excavation will be measured by Method A, B or C as follows: (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 sections to the established final section indicated. (2) Method B Measurement of the length of the channel excavated in linear feet, as shown on the typical section. (3) Method C Measurement of the volume of excavation is in cubic yards, based upon average end areas taken from preconstruc- tion cross sections and planned grades. The plan quantities for channel excavation will be used as the measure- ment for payment for this item. 120.5 Payment This item will be paid for at the contract unit price bid for "Channel Excavation ", as provided under measurement Method A, B or C as included in the bid, which pace shall be full compensation for furnishing all materials, equipment, tools, labor and incidentals necessary to complete the work. 120 08/17/94 Page 1 Channel Excavation Payment will be made under one of the following: ' Pay Item No. 120-A: Channel Excavation - Per Cubic Yard. Pay item No. 120-B: Channel Excavation _ Foot Bottom - Per Linear Foot. Pay Item No. 120-C: Channel Excavation - Per Cubic Yard, Plan Quantity. ' End Ref.: 101, 102, 104, 132 1 1 1 1 1 1 120 08/17/94 Page 2 Channel Excavation Item No. 130 Borrow 130.1 Description This item shall consist of required excavation. removal and proper utilizatiori of materials secured from sources - obtained by the Contractor and approved by the Engineer. Compaction of embankments constructed from borrow as provided herein shall con- form to the method of Density Control in Item 132, "Embankment'. Borrow will be resorted to only when indicated or directed by the Engineer and then only from approved sources. 130.2 Materials All authorized borrow shall conform to one of the following classes: Class A (Select Borrow). This material shall consist of sand or other suitable granular material. free from vegetation or other objectionable matter reasonably free from lumpsiof earth and when tested by standard SDHPT laboratory methods. shall meet the following requirements. The Liquid Limits shall not exceed 45 The Plasticity Index shall not be less than 4 nor more than 15 Class B This material shall consist of suitable nonsweliing (soils with plasticity index less than 201 earth material such as loam, clay or other such materials that will form a stable embankment. Topsoil This material shall consist of approved topsoil material and shall be clean. friable soil capable of supporting plant lite. This material shall also be free of stones and all other debris. 130.3 Construction Methods Prior to commencing this work. all erosion control and environmental measures required shall be in place. All suitable materials removed from excavations shall be used. insofar as practicable in the formation of embankments conforming to Item No 132. "Embankment' or otherwise be utilized as indicated or as directed by the Engineer and the completed work shall conform to the established alignment. grades and cross section. Additional material necessary to complete the work described above shall be 'Borrow" of the class specified. The Contractor shall arrange for borrow from one of the following sourcees. 1. Existing borrow pit 2. New borrow pit 3. Surplus excavated material from a site which has a site development permit. The Contractor shall notify the Engineer 3 weeks prior to opening pit to permit necessary testing for approval of materials. All borrow sites shall comply with the requirements of the permit. During construction. the borrow sources shall be kept drained, insofar as practicable. to permit final cross sections to be taken. when required. The Engineer shall be notified sufficiently in advance of opening any borrow source to permit necessary testing for approval of materials. Borrow sites shall be managed to minimize the impact of the appearance of the natural topographic features and at no time create a potential hazard to the public. 130.4 Measurement The measurement of Borrow and Topsoil will be measured by the cubic yard in its final position based upon the average ena areas taken from pre - construction cross sections and plan grades. The plan quantities for Borrow or Topsoil will be used as the measurement for payment for this item. Page 1 04 17 86 130 130.5 Payment All work performed as required herein and measured as provided under "Measurement" will be paid for at the unit price bid. The . " prices bid shalt be full compensation for furnishing all labor; for all materials; for all royalty and freight involved: for all hauling and ' delivering on the road; and for ail Idols, equipment and incidentals necessary to complete the work. Payment for unauthorized work will not be made. ' Payment will be made under one of the following: Pay Item No. 130 -A: Borrow, Class A — Per Cubic Yard, Plan Quantity. Pay Item No. 130 -B: Borrow, Class B — Per Cubic Yard, Plan Quantity. Pay Item No. 130•T: Borrow, Topsoil — Per Cubic Yard. Plan Quantity. • End I 1 1 1 1 1 130 04 17 56 Page 2 Item No. 132 Embankment 132.1 Description This item shall consist of the placing and compacting of suitable materials obtained from approved sources for utilization in the construction of street or channel embankments. berms. levees, dikes and structures. 132.2 Construction Methods (1) General Prior to placing any embankment. all tree protection. tree wells and erosion control devices shall be in place and all Item No. 101, "Preparing Right of Way" and -or Item No. 102. "Clearing and Grubbing" operations shall have been completed on the areas over which the embankment is to be placed. Stump holes or other small excavations in the limits of the embankments shall be backfilled with suitable material and thoroughly tamped by approved methods before commencing embankment construction. The surface of the ground. including plowed loosened ground or surface roughened by small washes. shall be restored to approximately its original slope and the ground surface thus prepared shall be compacted by sprinkling and rolling. 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' Unless otherwise indicated. the surface of the ground of all unpaved areas. other than rock which are to receive embankment, shall be loosened by scarifying or plowing to a depth of not less than 4 inches The loosened material shall be recompacted with the new embankment as hereinafter specified The surface of hillsides to receive embankment shall be loosened by scarifying or blowing to a depth of not less tha^ 4 inches and benches cut before embankment materials are placed. The embankment shall then be placed in layers. as hereinafter specified. becmning at the low side in partial width layers and increasing the widths as the embank- ment is raised. The material which has been loosened shall be recompacted simultaneously with the embankment material placed at the same elevation Where embankments are to be placed adjacent to or over existing roadbeds. the roadbed slopes shall be plowed or scarified to a depth of not less than 6 inches and the embankment built up in successive layers. as hereinafter speci- fied, to the level of the old roadbed before its height is increased. Then. if indicated. the top of the old roadbed shall be scarified and recompacted with the next layer of the new embankment The total depth of the scarified and added material shall not exceed the permissible layer depth. Trees, stumps. roots. vegetation or other unsuitable materials shall not be placed in embankment. All embankment shall be constructed in layers approximately parallel to the tinisned grace and unless otherwise indicated. each layer shall be so constructed as to provide a uniform slope of • : inch per foot from the centerline of the roadbed to the outside, except that on superelevated curves. each layer shall be constructed to conlorm to the superelevation indicated. The embankment shall be continuously maintained at its finished section and grade until that portion of the work is accepted. After completion of the embankment to the finished section and grade. the Cont'actor shall proof roll the subgrade conforming to Item No. 236. Rolling (Proof) and revegetation procedures must commence immediately to minimize the soil loss and air pollution. (2) Earth Embankments Earth embankments shall be defined as embankments composed of soil material other than rock and shall be con- structed of acceptable material from approved sources. Except as otherwise indicated. earth embankments shall be constructed in successive 6 inch layers. loose measure. for the full width of the individual cross section and in such length as are best suited to the sprinkling and compaction methods utilized. Minor quantities of rocks not larger than 4 inches. encountered in constructing earth embankment may be incorpo- rated in the earth embankment layers, provided such placement of rock is not immediately adjacent to structures Each layer of embankment shall be uniform as to material, density and moisture content before beginning compac- tion. Where layers of unlike materials abut each other. each layer shall be feathered on a slope of 1 20 or the mate- rial shall be so mixed as to prevent abrupt changes in the sod. No material placed in the embankment by dumping in a pile or windrows shall be incorporated in a layer in that position. but all such piles or windrows shall be moved by Page 1 04 17 86 132 blading or similar methods. Clods or lumps of material shall be broken and the embankment material mixed by blad- ing, harrowing, discing or similar methods to the end that a uniform material of uniform density is secured in each layer. Water required for sprinkling to bring the material to the moisture content necessary for optimum compaction shall be evenly applied and it shall be the responsibility of the Contractor to secure a uniform moisture content throughout the layer by such methods as may be necessary. All earth cuts, whether full width or partial width cuts in the side of a hill, which are .not required to be excavated below subgrade elevation shall be scarified to a uniform depth of at least 6 inches below grade and the material shall be mixed and reshaped by blading and then sprinkled and rolled in accordance with the requirements outlined above for earth embankments and to the same density as that required for the adjacent embankment. Compaction of embankments shall conform to Item No. 201, "Subgrade Preparation". Each layer shall be com- pacted to the required density by any method. type and size of equipment which will give the required compaction. Prior to and in conjunction with the rolling operation. each layer shall be brought to the moisture content necessary to obtain the required density and shall be kept leveled with suitable equipment to insure uniform compaction over the entire layer. For each layer of earth embankment and select material. it is the intent of this specification to provide the density as required herein. unless otherwise indicated. Soils shall be sprinkled as required and compacted to the extent neces- sary to provide not less than 95 percent nor more than 105 percent of the density as determined in accordance with SDHPT Test Method Tex-1 14-E at optimum moisture content or within minus 3 percent of the optimum moisture content. Care shall be taken to avoid overcompacting high PI expansive clays. After each layer of earth embankment or select matenal is complete. tests as necessary will be made by the hec!- neer. If the material fails to meet the density specifieo. the course shall be reworked as necessary to obtain Ire specified compaction. (3) Rock Embankments Rock embankments shall be defined as those composed principally of rock and shall be constructed of accepted material from approved sources. Rock embankments shall not be placed immediately adjacent to structures. Except as otherwise Indicated. rock embankments shall be constructed in successive layers for the full width of the cross section and of 18 inches or less in depth. When, in the opinion of the Engineer. the rock sizes necessitate a greater depth of layer than specified. the layer depth may be increased as necessary. but in no case shall the depth of layer exceed 2 ' 2 feet Each layer shall be constructed by starting at one end and dumping the rock on top of the layer being constructed then pushing the material ahead with a bulldozer in such a manner that the larger rock will be placed on the ground or preceding embankment layer and the interstices between the larger stones filled with small stones and spells by the operation and from the placing of succeeding loads of material. The maximum dimension of any rock used in embankment shall be less than the depth of the embankment layer and in no case shall any rock over 2 feet in its greatest dimension be placed in the embankment. All oversized rocks which are otherwise suitable for construction shall be broken to the required dimension and utilized in embankment construction where indicated. except that when preferred by the Contractor and acceptable to the Engineer. such rocks may be placed at other points where the embankment layer is of greater depth. thus requiring less breakage. Each layer shall be compacted to the required density as outlined for "Earth Embankments above, except in those layers where rock will make density testing difficult. the Engineer may accept the layer by visual inspection or proof rolling conforming to Item No. 236. Rolling (Proofj Unless otherwise indicated the upper 3 feet of the embankment shall contain no stones larger than 4 inches in their greatest dimension and shall be composed of material so graded that the density and uniformity of the surface layer may be secured in accordance with SDHPT Test Method Tex - 114 -E. Exposed oversize material shall be broken up or removed. (4) At Culverts and Bridges Embankments adjacent to culverts and bridges which cannot be compacted by use of the blading and rolling equip- ment used in compacting the adjoining sections of embankment shall be compacted in the manner prescribed under Item No. 401, "Structural Excavation and Backfill ". Embankment placed around spill through type abutments shall be constructed in 6 inch loose layers of uniform suit- able material placed in such manner as to maintain approximately the same elevation on each side of the abutment and all materials shall be mixed. wetted and compacted as specified above. 132 04 17 86 Page 2 132.3 Measurement Embankment material placed adjacent to any portion of any structure or above the top of any culvert or similar struc- ture shall be free of any appreciable amount of gravel or stone particles and thoroughly compacted by mechanical compaction equipment. All accepted embankment, when included in the contract as a separate pay item, will be measured in place and the volume computed in cubic yards by the method of average end areas. No allowance will be made for shrinkage. 132.4 Payment This item is usually subsidiary to excavation and borrow and is not paid for separately. However. when included in the contract as a separate payitem. it shall be paid for at the contract unit price bid for "Embankment', which price shall be full compensation for all work herein specified. including the furnishing of all materials (except "Borrow" when paid as a separate bid item). com- pacting, equipment, tools, labor, water for sprinkling. proof rolling and incidentals necessary to complete the work. Payment, when included in the contract as a separate pay item. will be made under: Pay Item No. 132: Embankment — Per Cubic Yard. End Page 3 04 17 86 132 201.1 Description This item shall consist of scarifying, blading and rolling the subgrade to obtain a uniform texture and provide as nearly as practicable a uniform density for the top 6 inches of the subgrade. 201.2 Constructiar !(et arts Item lb. 201 &tgrade Preparation 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 established by the Engineer by the removal of existing material or addition of approved material. All unsuitable material shall be removed and replaced with approved material. All foundations, walls or other objectionable material shall be removed to a minimm 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 1/2 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. Subgrade shall be tested by proofrolling in conformity with TEEM NO. 236 PROOPROLLUNG prior to placing first course of base material. 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 density of the total material of not less than 95 percent nor more than 100 percent of the density as determined in accordance with So!PT 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 density as determined in accordance with SDHPT Test Method Tex- 114-E. Tests for density will be made as soon as possible after canpacting operations are completed If the material fails to meet the density specified, it shall be reworked as necessary to obtain the density required. Prior to placing any base materials, density and moisture contest 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 optimum, the subgrade shall be reworked as necessary to obtain the , pecified compaction and moisture content. 201.3 Measraesent 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 05/01/90 Page 1 Subgrade Preparation 201.4 Payment This item will be ccisidered subsidiary to ITEM N0. 110 STREET FiCAVATICN or MIND: 111 E7BAVATI(N unless included as a separate pay item in the contract. When included for payment, it shall be measured as specified stove and paid for at the contract unit price bid for "Subgrade Preparation" which price shall be full ccmpen ation 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 Ref: 110, 111 201 05/01/90 Page 2 Subgrade Preparation I I I I I I I I 1 I I I 1 I I I 210.1 Description This item shall consist of a crushed stone course for surfacing, pavement or other base courses, furnished and installed on an approved prepared surface. "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 in the Drawings or as established by the Engineer. 210.2 Material (1) Mineral Aggregate Item No. 210 Flexible Base The material shall be crushed argillaceous limestone meeting the requirements hereinafter specified and shall consist of durable crushed stone and screened to the required gradation. The material shall be from sources approved by the City. Testing of flexible base materials shall be in accordance with the following TxDOT standard test methods: a) Preparation for Soil Constants and Sieve Analysis Tex -101 -E b) Liquid Limit Tex -104 -E c) Plastic Limit Tex -105 -E d) Plasticity Index Tex -106 -E e) Bar Linear Shrinkage Tex - 107 -E, Part II f) Sieve Analysis Tex -110 -E g) Wet Ball Mill Tex -116 -E h) Triaxial Test Tex - 117 -E, Part II Base material will be stockpiled after crushing, tested by the testing laboratory designated by the City and reviewed by the Engineer prior to being hauled to the Project site. The material shall be well graded and, when tested, shall meet the following requirements: Sieve Size Percent Retained 1 3/4 inch 0 7/8 inch 10-35 3/8 inch 30-50 No. 4 45 -65 No. 40 70 -85 Maximum Liquid Limit 35 Maximum Plasticity Index 10 Maximum Wet Ball Mill 40 Maximum increase in passing No. 40 from Wet Ball Mill Test 20 percent Minimum Bar Linear Shrinkage 2 percent Minimum compressive strength when subjected to the triaxial test: 35 psi at 0 psi lateral pressure and 175 psi at 15 psi lateral pressure. (2) Asphaltic Material Prime Coat: Prime Coat shall conform to the requirements of Item 306, "Prime Coat ", except for measurement and payment. 210.3 Stockpiling, Storage and Management (1) Managing Material: Prior to the stockpiling of material, the area shall be cleaned of trash, weeds and grass and be relatively smooth. Stockpiles shall be constructed to be between 20,000 and 40,000 cubic yards in size. The size may 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 equipment that allows spreading when dumped without rehandling. The stockpile shall be constructed to allow dump spreading in one direction only. Height of the stockpile shall not exceed the capabilities of available equipment to make a full cut (bottom to top) on any of the 4 four sides. 210 11/22/95 Page 1 Flexible Base 1 1 I 1 I 1 1 1 1 S 1 1 1 1 1 A, stockpile will be completed before being tested by the City. The supplier shall notify the City when a stockpile is completed and ready to be tested. The stockpile shall not be added to after it has been tested. No material shall be hauled to a project until the City has concurred with its use. Concurrence by the City does not relieve the supplier of supplying to the Project material meeting the above requirements. The Contractor shall assure that only material from a City concurred stockpile receives a delivery ticket indicating a City tested stockpile number. The liability for accuracy of the delivery ticket, as to items such as stockpile number, is solely that of the Contractor. The Inspector on the Project shall be given a delivery ticket at the time of delivery indicating the source, approved stockpile number.and net weight. When the material is to be loaded from the stockpile for delivery to a Project, the material shall be loaded by making successive vertical cuts through the entire depth of the stockpile. (2) Test Sampling: The Contractor may choose the method of sample gathering for testing by the City's laboratory as follows: (a) The Contractor shall make a full height cut from each side of the stockpile sufficiently into the stockpile to achieve a uniform sample. The four samples (one from each side of the stockpile) shall then be combined and mixed into a single "test" specimen from which the City's laboratory can draw its sample. (b) As the stockpile is constructed, a perpendicular cut will be made across the spreading direction at every two feet to four feet of height and the sample used to start a "mini" stockpile. The process shall be repeated in two feet to four feet increments of heights, until the stockpile and the "mini" stockpile are completed. The Contractor shall provide access to samples from the "mini" stockpile, as under (a) above, for the City's laboratory to draw samples. 210.4 Construction Methods (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 201, "Subgrade Preparation" to the typical sections, lines and grades indicated on the Drawings. Any deviation shall be corrected and proof rolled prior to placement of the flexible base material. After the subgrade has been successfully proof - rolled, no flexible base shall be placed on the new subgrade until the new subgrade has cured to the satisfaction of the Engineer. As a minimum, this will be after the surface displays no damp spots and there is no evidence of "sponginess" in the subgrade. (2) First Course: Immediately before placing the flexible base material, the subgrade shall be checked as to conformity with grade and section. The thickness of each course shall be equal increments of the total base depth. No single course shall exceed six inches compacted measure. The material shall be delivered in approved vehicles. It shall be the responsibility of the Contractor that the required amount of specified material shall be delivered. If it becomes evident that insufficient material was placed, additional material as necessary whall be delivered and the entire course scarified, mixed and compacted. Material 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 unforeseen circumstances render impractical spreading of the material, the material shall be spread as soon as conditions allow. Additionally, if the material cannot be spread and worked the same day it is deposited, the dump piles shall be "closed up" before the Contractor leaves the job site for the day. The term "closed up" means using a maintainer to blade all dump piles together, leaving no open space between truck loads. The material shall be spread, sprinkled, if required, and then thoroughly mixed, bladed, dragged and shaped to conform to typical sections as indicated on the Drawings. All areas and "nests" of segregated coarse or fine material shall be corrected or removed and replaced with well graded material. Each course shall be sprinkled as required to bring it the material to optimum moisture content and compacted to the extent necessary to provide not less than the percent density as hereinafter specified under Section 210.4(4), "Density". In no case shall the material be worked at more than 2 percent above or below optimum moisture as determined by TxDOT Test Method Tex - 113 -E. In addition to the requirements specified for density, the full depth of flexible base material shall be compacted to the extent necessary to remain firm and stable under construction equipment. After each section of flexible base material is completed, tests as necessary will be made by the Engineer. As a minimum, three density tests per section per day will be taken. If the material fails to meet the density requirements, it shall be reworked 210 11/22/95 Page 2 Flexible Base I 1 I 1 I I i 1 I as necessary to meet these requirements. All initial testing will be paid for by the Engineer. If any tests fail, all retesting shall be at the expense of the Contractor. Throughout this entire operation, the shape of the material shall be maintained by blading, and the surface, upon completion, shall be smooth and in conformity with the typical section indicated on the Drawings and to the established lines and grades. In that area on which pavement is to be placed, any deviation in excess of 1/4 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, reshaping and recompacting by sprinkling and rolling. Should the course, due to any reason or cause, lose the required stability, density and /or finish before the surfacing is complete, it shall be recompacted and refinished at the sole expense of the Contractor. (3) Succeeding Courses: Construction methods shall be the same as prescribed for the first course. The Contractor shall set blue tops on centerline, at quarter points, at curb lines or edge of pavement, and other points that may be indicated on the Drawings; all at intervals not to exceed 50 feet for all courses of material. (4) Density: The flexible base shall be compacted to not less than 100 percent density as determined by TxDOT Test Method Tex - 113 -E.. Field density determination shall be made in accordance with TxDOT Test Method Tex -115 -E unless otherwise approved by the Engineer. The flexible base shall also be tested by proofrolling in conformity with Item 236 "Proofroling ". (5) Priming: After the flexible base material has been compacted to not less than 100 percent density, and tested by proofrolling, a prime coat will be applied in accordance with Item 306, "Prime Coat". (6) Curing: When a cut -back asphalt is used as a prime coat, the flexible base shall be primed and cured to the satisfaction of the Engineer but in no case shall the curing period be less than 24 hours before any paving mixture may be placed. However, the surface on which a tack coat and /or paving mixture is to be placed shall be in a dry condition. 210.5 Measurement "Flexible Base" will be measured by the square yard of the depth(s) specified for the area indicated or by the cubic yard, complete in place, as indicated in the Bid Documents. 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, for rolling, proofrolling, recompacting and refinishing, for all water required , for retesting as necessary, for priming and for all equipment, tools, labor and incidentals necessary to complete the Work. Prime coat will not be measured and paid for directly but shall be considered subsidiary to Item 210, "Flexible Base ". Payment will be made under one of the following: END Pay Item No. 210 -A: Flexible Base, - Per Square Yard, In.. Pay Item No. 210 -B: Flexible Base - Per Cubic Yard. Ref: 201, 236, 306 210 11/22/95 Page 3 Flexible Base 1 1 r 1 1 I I I 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 to 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 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 the 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 - Sprinkling for Dust Control (Water) — Per Unit. Pay Item No. 220 - Sprinkling for Dust Control (Asphalt Emulsion) — Per Unit. End Page 1 04 17 86 220 Item No. 230 Rolling (Flat Wheel) 230.1 Description This item shall consist of the compaction of subgrade, embankment, flexible base, surface treatments and asphalt surfaces by the operation of approved power rollers as herein specified and as directed by the Engineer. 230.2 Equipment End (1) Embankments and Flexible Bases Power rollers shall be of the 3- wheel, self- propelled type, weighing not less than 10 tons and shall provide a com- pression on the rear wheels of not less than 325 pounds per linear inch of wheel width. All. wheels shall be flat. The rear wheels shall have a diameter of not less than 48 inches and each shall have a wheel width of not less than 20 inches. (2) Surface Treatments and Pavements Power rollers shall be the 3 -wheel or tandem, self - propelled type, weighing not less than 3 tons nor more than 6 tons. All wheels shall be flat. Rollers shall be equipped with an adequate scraping or cleaning device on each wheel. Rollers used to compact asphalt mixture shall be equipped with a water system which will keep all tires uniformly wet. 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. If the substituted compaction equipment fails to produce the desired compaction within the same period of time as would be expected of the specified equipment, as determined by the Engineer. its use shall be discontinued. Rollers shall be maintained in good repair and operating condition and shall be approved by the Engineer. 230.3 Construction Methods (1) Subgrades, Embankments and Flexible Base The subgrade or embankment layer or the base course shall be sprinkled it directed and rolling with a power roller shall start longitudinally at the sides and proceed towards the center, overlapping on successive trips by at least ': z the width of the rear wheel of the power roller. On superelevated curves, rolling shall begin at the low sides and progress toward the high sides. Alternate trips of the roller shall be slightly different in length. The rollers, unless otherwise directed. shall be operated at a speed between 2 and 3 miles per hour. (2) Surface Treatments and Pavements Rolling shall be done to produce a satisfactory surface as called for in surface treatment and pavement items. The sequence of work shall be as indicated for embankment layer or base course. The operating speed shall be deter- mined by the Contractor. 230.4 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. Page 1 04 17 86 230 301.1 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 materials shall meet the applicable requirements of this specification. (1) Asphalt Cement The material shall be homogeneous, free from water, shall not foam when healed to 350 F and shall meet the follow- ing requirements: Viscosity 140 F Poises Penetration 77 F, 100g, 5 sec. Solubility in trichloroethylene. percent Tests on residues from thin film oven test: Viscosity 140 F stokes Ductility 77 F 5 cros per min, urns Spot test (2) Latex Additive Test Flash Point, C.O.C. F VISCOSITY GRADE Negative for all grades 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 Item No. 301 Asphalts, Oils and Emulsions AC -3 AC -5 AC -10 AC -20 AC -40 Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. 300 =100 500 =100 1000 - 200 2000 -400 4000 -800 Viscosity 275 F stokes 1.1 — 1.4 — 1.9 — 2.5 — 3,5 210 — 135 — 85 — 55 — 35 — 425 — 425 — 450 — 450 — 450 — 99.0 — 99.0 — 99.0 — 99.0 — 99.0 — — 900 — 1500 — 3000 — 6000 — 12000 100 — 100 — 70 — 50 — 30 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: Page 1 04 301 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 mm. cm 100 minimum (3) Cutback Asphalt Cutback 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 Kinematic vis. (ii 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 trichloroethylene. 9a 99.0 — 99.0 — 99.0 Spot Test ALL NEGATIVE MEDIUM CURING TYPE CUTBACK ASPHALT MC -30 MC -70 MC -250 MC -800 MC -3000 Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. — 0.2 — 0.2 — 0.2 — 0.2 — 0.2 100 — 100 — 150 — 150 — 150 — rh 30 60 70 140 250 500 800 1600 3000 6000 Type -Grade Properties Water. ° 6 Flash Point. T.O.C., F Kinematic vis 140 F. cst, The Distillate, expressed as percent by volume to total distillate to 680 F, shall be as follows: Off at 437 F — 25 — 20 — 10 — — — — 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, cros Solubility in trichloroethylene, % Spot Test if penetration of residue is more than 200 and ductility at 77 F is less than 100 cm, the material will be acceptable if its ductility at 60 F is more than 100. Type -Grade Properties Viscosity (r 122 F, SF, sec. Sieve Test, % Demulsibility, 50mL 0.1 N CaCI,. % Storage Stability, 24 hr., % TEST ON RESIDUE FROM CUTBACK DISTILLATION TO 680 F USINT RESIDUE FROM 500 F DISTILLATION % Total Oils from Distillation, % Float (ii 122 F on Residue from Cutback Distillation Solubility in Trichloroethylene, T 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 AE -P CUTBACK ASPHALT '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 Minimum 15 40 20 50 97.5 AE -P Maximum 150 0.1 70 1.0 35 200 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. 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 Demulsibility 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 Page 3 04'17 86 301 Viscosity. Saybolt Furol at 122 F sec. Storage stability test. 1 day °-° Demulsibility. ' 35 ml 0.8 °a sodium dioctyl sulfosuccinate Distillation: Oil distillate. by volume of emulsion, 301 04.17 86 Page 4 ANIONIC EMULSIONS Rapid Setting 150 400 150 400 100 t00 300 100 100 300 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 CSS -1h Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Viscosity, Saybolt Furol at 77 F sec. — — 20 100 20 100 - 1 - 1 - 1 - 1 - 1 40 — 40 — 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. — 2.0 — 2.0 — 3 — 3 — 12 — 12 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, % 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. (5) Fluxing Material Fluxing material shall be free from foreign matter and shall conform to the following: Properties Minimum (6) 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 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 (7) High Float Emulsions Type -Grade 0.2 500 300 HIGH FLOAT EMULSIONS Rapid Setting Medium Setting Type -Grade HFRS -2 AES -300 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 Demulsibility 35 cc of N/50 CaCh, % 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 Minimum Maximum Minimum Maximum Penetration, 77 F, 100g, 5 sec 68 88 38 45 Penetration, 32 F, 200g, 60 sec 38 — — — Penetration, 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 68 -88 Pen 38 -45 Pen Type -Grade Minimum - Maximum Minimum Maximum Ductility, 77 F, 5 cm /min, cros 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:. Application and Mixing Heating and Recommended Storage Type -Grade Range, ,F Allowable, F Maximum, F End 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 -B00 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 fact 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. 301 041786 Page 6 (1) Asphalt Materials 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 Item No. 306 Prime Coat The asphalt material for Prime Coat 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. 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 (3) 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 centistokes. 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 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 prescribed by this item, when included as a contract pay item, will be paid for at 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 Page 2 340.1 Description Item No. 340 Hot Mix Asphaltic Concrete Pavement This item shall govern for base, level -up, and surface courses composed of a Compacted mixture of aggregate and asphaltic cement mixed hot in a mixing plant. The hot mix asphaltic concrete pavement shall be constructed on a previously completed and approved subgrade, base material, concrete slab or existing pavement. 340.2 Materials The Contractor shall furnish materials to meet the requirements specified herein and shall be solely responsible for the quality and consistency of the product delivered to the Project. (1) Aggregate: The aggregate shall be composed of course aggregate, a fine aggregate and, if required or allowed, a mineral filler and may include reclaimed asphalt pavement (RAP). RAP use will be allowed in all mixtures except as specifically excluded herein or on the Drawings. Aggregates shall meet the quality requirements of Table 1 and other requirements as specified herein. The aggregate contained in RAP will not be required to meet Table 1 requirements unless otherwise shown on the Drawings. (a) Coarse Aggregate: Coarse aggregate is defined as 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 of uniform quality throughout. Gravel from each source shall be so crushed as to have a minimum of 85% of the particles retained on the No. 4 sieve with two or more mechanically induced crushed faces as determined by TxDOT Test Method TEX -460 -A(Part I). The material passing the No. 4 sieve and retained on the No. 10 sieve must be the product of crushing aggregate that was originally retained on the No. 4 sieve. (b) Reclaimed Asphalt Pavement (RAP): RAP is defined as a salvaged, milled, pulverized, broken or crushed asphaltic pavement. The RAP to be used in the mix shall be crushed or broken to the extent that 100 percent will pass the 2 inch sieve. The stockpiled RAP shall not be contaminated by dirt or other objectionable materials. Unless otherwise shown on the Drawings, stockpiled, crushed RAP must have either a decantation of no more than 5 percent or a plasticity index of no more than 8, when tested in accordance with TxDOT Test Method Tex -406 -A, Part I, or Test Method Tex - 106 -E, respectively. RAP will be permitted to be used in a surface course provided not more than 10% RAP is used. (c) Fine Aggregate: Fine aggregate is defined as that part of the aggregate passing a the No. 10 sieve and shall be of uniform quality throughout. A maximum of 15 percent of the total aggregate may be field sand or other uncrushed fine aggregate. Screenings shall be supplied from sources whose coarse aggregate meets the abrasion and magnesium sulfate soundness loss requirements shown in Table 1. (1) Unless otherwise shown on the Drawings, stone screenings are required and shall be the product of a rock crushing operation and meet the following gradation requirements when tested in accordance with TxDOT Test Method Tex - 200 -F, Part I. MATERIAL PERCENT BY WEIGHT Passing the 3/8 inch sieve 100 Passing the No. 10 sieve 70-100 Passing the No. 200 sieve 0-15 (2) Crushed gravel screenings may be used with, or in lieu of, stone screenings only when shown on the Drawings. Crushed gravel screenings must be the product of crushing aggregate that was originally retained on the No. 4 sieve and must meet the gradation for stone screenings shown above. (d) Mineral Filler: Mineral filler shall consist of thoroughly dried stone dust, portland cement, fly ash, lime or other mineral dust approved by the Engineer. The mineral filler shall be free from foreign matter. 340 08/23/96 Page 1 Hot Mix Asphaltic Concrete Pavement Requirement I Test Method I Amount COARSE AGGREGATE Deleterious Material, percent, maximum Tex - 217 -F, I 1.5 Decantation, percent, maximum Tex- 217 -F, II 1.5 Los Angeles Abrasion. percent, maximum Tex -410 -A 40 Magnesium Sulfate Soundness Loss 5 cycle, percent, maximum Tex -410 -A 30 FINE AGGREGATE Linear Shrinkage, maximum Tex- 107 -E, II 3 COMBINED AGGREGATES Sand Equivalent Value, minimum Tex -203 -F 45 I r 1 1 1 I U 1 Portland cement manufactured in a cement kiln fueled by hazardous waste as defined in 30 Texas Administrative Code, Section 335.1, shall be prohibited. This applies to any other specification concerning the use of cement materials. Contractor shall maintain a record of source for each batch. Supplier shall certify that no hazardous waste is used in the fuel mix or raw materials. Fly ash obtained from a source using a process fueled by hazardous waste as defined in 30 Texas Administrative Code, Section 335.1, shall be prohibited. This applies to any other specification concerning the use of fly ash. Contractor shall maintain a record of source for each batch. Supplier shall certify that no hazardous waste is used in the fuel mix or raw materials. The addition of baghouse fines or other collected fines will be permitted if the mixture quality is not adversely affected in the opinion of the Engineer. In no case shall the amount of material passing the No. 200 sieve exceed the tolerances of the job -mix formula or the master gradation limits. When tested by TEX-200-F(Part I or Part III, as applicable), the mineral filler shall meet the following gradation requirements. Baghouse fines are not required to meet the gradation requirements. MATERIAL PERCENT BY WEIGHT Passing No. 30 inch Sieve 95 -100 Passing No. 80 Sieve, not less than 75 Passing No. 200 Sieve, not less than 55 TABLE 1 AGGREGATE QUALITY REQUIREMENTS • Aggregates, without added mineral filler or additives, combined as used in the job-mix formula (Plant Corrected). (2) Asphaltic Material (a) Paving Mixture. Asphalt cement for the paving mixture shall conform to the requirements of Item 301, "Asphalts, Oils and Emulsions ", for AC -20 unless otherwise indicated in the Project Documents. (b) RAP Paving Mixture. When more than 20 percent RAP is used in the produced mixture, the asphalt in the RAP shall be restored to the properties indicated below. Restoration will be made by adding asphalt recycling agent and/or virgin asphalt cement meeting the requirements of Item 301, "Asphalts, Oils and Emulsions ". 340 08/23/96 Page 2 Hot Mix Asphaltic Concrete Pavement 405 05118/95 Page 1 Item 405 Concrete Admixtures 405.1 Description This item shall govern material requirements of admixtures for Portland cement concrete. 405.2 Materials All admixture submittals must be approved by the Engineer. No admixture shall be chloride -based or have chloride(s) added in the manufacturing process Admixtures must be pretested by the Texas Department of Transportation ( TXDOT) Materials and Tests Engineer and be included in the State's current approved admixture list. All admixtures must retain an approved status through the duration of a mix design's one -year approval period. (1) Air Entraining Admixture: An "Air Entraining Admixture" is defined as a material which, when added to a concrete mixture in the proper quantity, will entrain uniformly dispersed microscopic air bubbles in the concrete mix. The admixture shall meet the requirements of ASTM Designation: C 260 modified as follows: (a) The cement used in any series of test shall be either the cement proposed for the specific work or a "reference" Type I cement from one mill. (b) The air entraining admixture used in the reference concrete shall be Neutralized Vinsol Resin. (2) Water- reducing Admixture: A "Water- reducing 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 required strength. This admixture shall conform to ASTM C 494, Type A. (3) Accelerating Admixture: Art "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. The accelerating admixture will contain no chlorides. (4) Water - reducing, Retarding Admixture: 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 retard the initial set of the concrete. This admixture shall conform to ASTM C 494, Type D. (5) High -range Water Reducing Admixtures: A "High -range Water Reducing Admixture ", referred to as a superplasticizer, is defined as a synthetic polymer material which, when added to a low slump concrete mixture increases the slump without adversely affecting segregation, impermeability or durability of the mix. This admixture shall conform to ASTM C 494, Type F or G. (6) Fly Ash: Fly ash used in Portland cement concrete as a substitute for Portland cement or as a mineral filler shall comply with TXDOT Materials Specification D -9 -8900 and be listed on TXDOT's current list of approved fly ash sources. Fly ash obtained from a source using a process fueled by hazardous waste (30 Texas Administrative Code, Section 335.1) shall be prohibited. This applies to any other specification concerning the use of fly ash. Contractor shall maintain a record of source for each batch. Supplier shall certify that no hazardous waste is used in the fuel mix or raw materials. 405.3 Certification and Product Information The Contractor shall submit the name of the admixture proposed and manufacturer's certification that the selected admixtures meet the requirements of this item and of ASTM C 260 and C 494 as applicable. Admixtures for a mix design shall be of the same brand. If more than one admixture is proposed in the concrete ix, L ent of comzati it y o on components admixture shall accompa certification. Manufacturer's product literature shall specify when must be added. The Engineer may request additional information such as infrared spectrophotometry scan, solids content, pH value, etc., for further consideration. Any unreported changes in formulation discovered by any of the tests prescribed herein may be cause to permanently bar the manufacturer from furnishing admixtures for Owner's work. 405.4 Construction Use of Admixtures All admixtures used shall be liquid except high -range water reducers which may be a powder. Liquid admixtures shall be agitated as needed to prevent separation or sedimentation of solids; however, air agitation of Neutralized Vinsol Resin will not be allowed. Concrete Admixtures No admixture shall be dispensed on dry aggregates. Admixtures shall be dispensed at the batching site separately, but at the same time as the mixing water. Only high range water reducers may be introduced into the mix at the job site. . When other admixtures are used with fly ash, the amount of the other admixture to be used shall be based on the amount of Portland cement only and not the amount of Portland cement and fly ash. When high -range water reducers are to be added at the job site, transit mixers shall be used. Admixture manufacturer literature shall indicate recommended mixing methods and time for the specific equipment and mix design used. The transit mix equipment shall riot be loaded in excess of 63 percent of its rated capacity to ensure proper mixing of the admixture at the site. If during discharging of concrete a change in slump in excess of 30% is noted, the remaining concrete shall be rejected unless prior approval was given by the Engineer to retemper a load with a second charge of admixture. Retempering with water shall not be allowed. Accelerating admixtures will not be permitted in combination with Type II cement. All mixes with air entrainment shall have a minimum relative durability factor of 80 in accordance with ASTM C 260. Dosage of air entrainment admixtures may be adjusted by the Contractor to stay within the specified tolerances for air entrainment of ITEM 403 CONCRETE FOR STRUCTURES. 405.5 Measurement and Payment The requirements of this specifications shall not be measured and paid for directly, but shall be subsidiary to the various bid items in the project manual. End Ref.: 403 405 05118195 Page 2 Concrete Admixtures 406.1 Description Item No. 406 Reinforcing Steel 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 (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. Al 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. shah conform to ASTM A 185 or A 497. 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 (3) 406 04 17 '86 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 Page 2 Nominal Nominal Diameter (inch) Area square inches 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 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. 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 Where deformed wire is required. the size number shall be preceded by D and for smooth wire the prefix W shall be shown. 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 Galvanized steel or steel chars with plastic coaled 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 fill 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 bar in the bend. Bar Number Grade 40 Grade 60 3, 4, 5 3d 4d 6,7,8 4d 5d All bends in main bars and in secondary bars not covered above. Bar Number Grade 40 Grade 60 Grade 75 3 thru 8 6d 6d — 9. 10 8d 8d — 11 8d 8d Bd 14, 18 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 free 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- 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 t 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 toot 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 feel 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 /,2 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 V. inch. Cover of concrete to the nearest surface of steel shall as follows: 406.8 Measurement Minimum Cover, Inches (a) Concrete cast against and permanently exposed to earth - 3 (b) Concrete exposed to earth or weather: 406 04 17 86 Page 4 Bar No. 6 through 18 bars Bar No. 5, W31 or 031 wire and smaller (c) Concrete not exposed to weather or in contact with ground: Slabs, walls. joists: Bar No. 14 and 18 1' 2 Bar No. 11 and smaller 1 Beams, columns: Primary reinforcement. ties, stirrups. spirals 1' z Shells. folded plate members: Bar No. 6 and larger 1 Bar No. 5. W31 or D31 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 full 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 21/2 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 during 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. 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 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, ties. 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 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 Seo4,8.7 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) Backer Rod Backer Rod shall be expanded closed cell polyethylene foam 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 (6) 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 S 1 1 1 1 I 1 1 End 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. 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) Oven -aged at 158 F. min. °o For Class 1 -a material only Cold Flow (10 min.) 408 04 17 86 Page 2 50 50 None 408.3 Construction Methods The Contractor shall install "Concrete Joint Materials" which will function as a compatible system. Joint sealer shall not be placed where a bond broker is present. Asphalt, Redwood board or other materials used shall extend the lull 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 Vz 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. 409.1 Description Item No. 409 Membrane Curing This item shall consist of Curing concrete pavement, concrete base, pavement, curbs, gutters, retards, sidewalks, driveways, medians, islands. concrete riprap, cement stabilized riprap, 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 - Penaky -Martin Closed Tester ". ASTM Designation: 0 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 horizontal 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 409.3 Construction Methods 2 percent 4 percent 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 property 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 pressure 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 wilt insure uniform and even application of the membrane material. The sprayers shall be equipped with satisfactory atomizing nozzles On small miscellaneous items or on interim bridge deck curing the Contractor will be permitted to use hand - powered spray equipment. 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 12/03/86 409 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 lanai 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 shill 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 detrimental to the work. the Contractor. when notified, shall immediately cease the use of this method and shall change to curing 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 4101 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 for, 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. (3) Waterstop 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. 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 410 Rev. 09/30/87 Retarding, water reducing and air entraining agents shall conform to Item No. 405, "Concrete Admixtures ". Page 1 Concrete Structures (6) City of Austin Survey Monuments The Transportation and Public Services Department shalt furnish permanent survey monuments to be cast in con- crete 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 govern 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 psi 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 after 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 tie 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 atter the last slab concrete has been in place at least 14 days for light construction traffic not to exceed a ?% ton vehicle. 410.4 Drains 410 Rev. 09 /30/87 Authorization to pace embankments to allow normal construction traffic and when necessary to the traveling public, may be given after the last stab concrete has been in place 30 days or when the minimum compressive strength (fc) has reached the 28 day strength conforming to Item No. 403, "Concrete for Structures" or as indicated. 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 loosening 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. Page 2 Concrete Structures Prior to placing the sealing material, the vertical faces of the joint shall be cleaned of all laitance by sandblasting or by mechan- ical routing. Cracked or palled 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 after 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 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 pints, 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 seat will not be required. 11 additional seat 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, after 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 falsework 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 looting 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. 410 Rev. 09/30187 Page 3 Concrete Structures 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 the waterway. 410.9 Forms Fors for precast prestressed concrete members and for prestressed piling shall be constructed conforming to Item No. 425, "Prestressed Concrete Structures". (1) General Except where otherwise indicated, fors 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 toot shall be allowed on horizontal surfaces. The maximum unit stresses shall not exceed 125 percent of the allowable stresses used by the Owner for the design of structures. Commercially produced structural units used in form work shall not exceed the manufacturer's maximum allowable working load for moment, shear or end reaction. The maximum working load shall include a live load of 35 pounds per square foot 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 property 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 be 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 riot be required when plywood forms are used. For 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 Rev. 09130187 Page 4 Concrete Structures 410 Rev. 09130187 Forms may be constructed of plywood not less than 1/2 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 defects That will produce inferior work shall not be used and if 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 to 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 3/4 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 '/z inch from the concrete surface. They shall be made so the metal may be removed without undue chipping or spelling 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 '/s 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 protec- tions, bracing, alignment, removal, reuse and wetting shalt 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 Concrete Structures 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, 11/2 inches without additional support or bracing, when Type A, 8. 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 11/2 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, 1 h 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 diaframa, 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 stab placing. Holes in steel members for support of overhang brackets may be punched or drilled full size or may be torch cut to '/. 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 it 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 tree fall 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 Rev. 09130187 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 Nonagltated Concrete Agitated Concrete Maximum Time 30 minutes 15 minutes 45 minutes 60 minutes 90 minutes Page 6 Concrete Structures 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 shahs 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 evapdration 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. 11 conditions of wind, humidity and temperature are such that concrete cannot be placed without cracking, concrete placement shalt 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 transposed 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 that 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 lett 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. 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. 410 Rev. 09/30187 Page 7 Concrete Structures I 1 1 1 1 1 1 1 1 I 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. Al least 1 standby vibrator shall be provided for em rgcye use s minimum of t o0'mnels u ed for p be For ed lightweight concrete, • vibrators of the high frequency type produce The concrete shall be vibrated immediately alter deposition. Prior to the beginning of work, a systematic spacing of the points of embedded fixtures and into the corners and angles of the forms. Immersion type vibrators shall be inserted vertically, at points 18 vibration shall be established to insure complete consolidation and thorough working of the concrete around the reinforcement, to enti e of each lift sha I be vibrated, of owing vibrrator penetrate several n ches into nthe position receding lift. Concrete or The v bratiion sha l contti be e until by thorough consolidation and complete vibrator pleteembedme t of and close to but not reinforcement and against 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. metal bolls in piers, abutments, bents or concrete. Formed holes shall be pedestals large enough permit horizontal tal adjustments tmentt l s oche wooden bolts. Te plugs eeves n The bolls shall be carefully set in mortar. In lieu of the above, anchor bolts may be set 10 exact locations when the concrete is placed. Slab not beperm tted they have plant ged lociled off the structure. least 4 lull curing days or timber planking, placed batches over of the completed b for the slabs carts will 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 shall be stamped with an impression having the Contractor's name, the month and year. The stamp shall be of an approved desi After 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 is The responsible f produ in concreteiequalliin qualitytt concrete that placed c under normal conditions. Should concrete placed under adverse weather conditions prove unsatisfactory, t 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 coaled with frost or having a temperature less than 32 F. Aggregates oncre a to sperl to be e. the e om ire, s and or the water shall enheate' required, I in to produce accordanceew minimum h the following: specified concrete temperature, the aggregate 150 F. The eat ngtarpparatus shall the mass of aggregate unifor mly. The tempe of shall not mixture otaggregates and water shall be between 50 F and 85 F before introduction of the cement. All concrete shall be effectively protected as follows: (a) period o1172 hours from lime of placement and maintained 50 F or above for a nd above 40 F for an additional hours (b) The ngwallsebottom of t slabs and concrete in bents, piers. culvert walls, shall be maintained al 40 retaining walls, he surface ol above tora period of 72 hours from time of placement. 410 Rev. 09130187 Page 8 Concrete Structures (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. 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 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 all exposed concrete, concrete used in superstructures, top slabs of direct traffic culverts and all cased drilled 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 it 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 atter 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 atter 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 `h 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. 410 Rev. 09130187 Page 9 Concrete Structures 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 cover over the slab 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 prior 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 Stab "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 falsework. Unless otherwise indicated, girders, stab 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 falsework 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 falsework. 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 feet 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 Rev. 09/30/87 Page 10 Concrete Structures 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. 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 tilled with concrete to the elevation of the top of looting 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 bearing 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 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 1/2, inch per 10 foot of span length but not to exceed Y inch. For pan girder spans the additional camber for initial and final deflections shall be approxi- mately '/z inch for 30 foot spans and'/. 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 Y. 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 shalt be moved across the concrete with a sawlike motion white 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 tree 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, 410 Rev. 09 /30/07 Page 11 Concrete Structures II - 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 'Air 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. 1 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 I 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 it. I 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. M 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. I 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. I After the concrete has attained its 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 face of the straightedge to the surface of the slab shall not exceed Ye inch. making proper allowances for camber, vertical curvature and surface texture. Occasional variations, not exceeding ',5 e inch will I 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. I 410.21 Placing Survey Monuments The Conf"ractor shall obtain City Survey Monuments, for a fee of $10.00, from the Transportation and Public Services Department, I Construction Inspection. Monuments shall be imbedded in freshly poured concrete at locations indicated and accessible to Sur. vey equipment at the completion of the project. The monuments shall be installed flush with the adjacent concrete in a workman like manner. 1 1 1 410.22 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 Required Curing ' 410 Rev. 09 /30/87 Upper Surfaces of Bridge Slabs and Top Slabs of Direct Traffic Culverts. Concrete Piling (nonprestressed) 6 wring days 8 curing days (Type I or Ill cement) 10 curing days (Type II cement) Page 12 Concrete Structures 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 lett in contact with the concrete. other curing methods will not be required except for cold weather protection. (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. When forms are striped before the 4 day minimum curing time has elapsed, curing shall continue by an approved method. (a) Wet Mat 410 Rev. 09/30187 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. STRUCTURE UNIT DESCRIPTION 1. Upper surfaces of Bridge Roadway. Median and Sidewalk Slabs, Top Slabs of Direct Traffic Culverts. TABLE 1 Water Membrane Water Membrane for Complete for Interim for Complete for Complete Curing Curing Curing Curing X REQUIRED PERMITTED X (resin base) Page 13 - Concrete Structures STRUCTURE UNIT DESCRIPTION 2. Top Surface of any Concrete Unit upon 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- stressed Piling. TABLE 1 (continued) REQUIRED Water Membrane Water Membrane for Complete for Interim for Complete for Complete Curing Curing Curing Curing X X PERMITTED *X *X 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 atter 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 1 or Type II cement is used and not less than 'h 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 to 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. If 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 curing days. Forrnwork 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 corn - 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 lett in place for a longer period on other portions of the structure. Backfilling 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 Rev. 09130!87 Page 14 Concrete Structures 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. - It 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. 410 Rev. 09130/87 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 ties, 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 'h 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 andfor dry rubbing. Grease, oil, dirt, curing compound, etc., shall be removed from surfaces requiring a higher grade of finish. Oiscolorations 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_ (f) All vertical surfaces of piers, columns, bent caps, abutments, wingwalls and retaining walls which are exposed to view after all backfill 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 Concrete Structures 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 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. (3) Special Surface Finishes Striated, exposed aggregate and other special surface finishes shall conform to Item Na 411, Surface Finishes for Concrete' and /or with the requirements indicated. Ref: 401, 403, 405, 406, 408, 409, 411, 425, 438, 720 410 Rev. 09r30/87 Page 16 Concrete Structures 411.2 Materials (1) Masonry Sand Masonry sand shall conform to ASTM C 144. (4) Membrane Curing Membrane curing shall conform to Item No. 409, "Membrane Curing ". Item No. 411 Surface Finishes for Concrete 411.1 Description This item shall govern for the famishing of all materials and the application by the methods of construction indicated for the application of a surface finish to concrete. (2) White Cement White cement shall conform to ASTM C 150. (3) Portland Cement All cement unless otherwise indicated shall be Portland Cement conforming to ASTM C 150. Portland cement manufactured in a cement kiln fueled by hazardous waste (30 Texas Administrative Code, Section 335.1) shall be prohibited. This applies to any other specification concerning the use of cement materials. Contractor shall maintain a record of source for each batch. Supplier shall certify that no hazardous waste is used in the fuel mix or raw materials. (5) Adhesive Grout This subsection sets forth the requirements for three epoxy adhesives with different viscosity's 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 surface viscosng) for fine pplyiinge n horizontal and vertical surfaces. This material is suitable 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 1/16 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 andlor hardener components desired will be stated by the Engineer. Fillers, pigments and thixotropic agents. All fillers, pigments andlor 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. 411 05/18195 Page 1 Surface Finishes for Concrete 411 (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 Set Time at 77 F, hours, maximum - 12 (Time required to attain 180 psi) Thixotropy test shall be performed at both 77 and 120 F. Average thickness of cured adhesive remaining on test panel, mils minimum. Type V Type VII 30 45 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 spatula without difficulty. (c) Physical Properties of the Cured Adhesive Requirements Property Adhesive Shear Strength, psi, minimum 2200 Water Gain, percent by weight, maximum 0.20 Ability to bond fresh Portland Cement 400 Concrete to cured Portland Cement concrete, psi, minimum (7 days cure time) (6) 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 material. 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 substitution will be allowed during the manufacture without prior approval of the Engineer. Epoxy Resin The basic epoxy resin used in the formulation shall be an unmodified liquid resin conforming to the following chemical and physical requirements: Viscosity at 25.0 + 0.1 C, cps. 7,000 to 10,000 175 to 195 Weight per epoxy equivalent, gms per gm - mole Color (Gardner Number), maximum 5 Hydrolyzable chlorine, maximum percent by weight 0.2 Specific gravity, 2525 degrees 1.14. to 1.18 Test methods to be used in determining these qualities are listed below: 05/18/95 Page 2 Surface Finishes for Concrete (a) Viscosity - Test for Kinematic Viscosity (ASTM Designation: D 445). (b) Weight per Epoxy Equivalent - Test for Epoxy Content of Epoxy Resins (ASTM Designation: 0 1652). (c) Color - Test for Color of Transparent Liquids (Gardner Color Scale) (ASTM Designation: 0 1544). (d) Hydrolyzable Chlorine - Test for Hydrolyzable Chlorine Content of Liquid Epoxy Resins (ASTM Designation D: 1726). (e) Specific Gravity - Method of Test for Density of Paint, Varnish, Lacquer and Related Products (ASTM Designation: 0 1475). Pigment Titanium Dioxide 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 Interpace Pigments. Specific requirements are as follows: Particle size distribution: 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 92.5 minimum Brightness (G.E) Minimum Maximum 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 Ordinary 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 spec 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 dose 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. 411 05118/95 Page 3 Surface Finishes for Concrete 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 underside 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 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 II 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 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 ill 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 receive a Class A, B or C (one rub) Finish. All other surfaces described under Grade t shall receive an Ordinary Surface Finish. 411.4 Class of 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 1116 inch thickness, composed of 1 part white cement, 1 part natural (gray) cement, 2 pans 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 white and gray cement may be vaned 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 appearance 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 pigments, 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 0 -9 -8110, Structural Coatings, latest revision. In addition to the above, the manufacturer shall furnish the following: 411 D5/18195 Page 4 Surface Finishes for Concrete (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 spectophotornetry 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 dean and free of dirt, grease, curing compound or any other bond breaking substance. 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 after 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 discoloration's 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 dean water leaving them with a neat and uniform appearance and texture. 411.7 Special Surfaces 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, arrangement, of panel or pattern aangement, dimensions and other features affecting the work shall be app roved prior to start of the work. (2) Striated Finish The striated (grooved) pattern shall be as indicated or as approved by the Engineer /Architect. 411 05/16195 Page 5 Surface Finishes for Concrete End Ref: 409 The finish shall be made by lining the forms with striated sheets of plywood, plastic, fiberglass, metal or other material 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 ties, bolts or other forming accessories shall be located along the chamfer grooves or panel edges. (3) Exposed Aggregate Finish (a) Structural Concrete 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, aggregate shalt conform to the grading requirements of Grade 2 aggregate except that a minimum of 50 percent shall be retained on the 3/4 inch sieve. Gravel of predominately rounded particles 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 1/4 inch minimum to 1/2 inch maximum, unless otherwise indicated or directed by the Engineer /Architect. A surface retarder that penetrates the concrete approximately 1/4 inch shall be applied to the forms or concrete surface 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 humidity or if rain has dampened the forms prior to placing concrete, a reapplication of the surface retarder may be required to provide uniform coverage of the retarder on the fors. 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 a 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 after concrete placement. The exposed aggregate operation shall be accomplished immediately after form removal. Except for the time required for obtaining the exposed aggregate finish, curing of all surfaces 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 segregation 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. (b) Sidewalks When exposed aggregate surfaces are required for sidewalks, driveways and/or medians, the coarse aggregate shall consist of particles with at least 40 percent crushed faces Uncrushed gravel, polished aggregates and clear resilient coatings are not acceptable. Grade 5 coarse aggregates shall be used for exposed aggregate finishes for sidewalks, driveways and/or medians. 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. 411 05/18/95 Page 6 Surface Finishes for Concrete 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. 408. "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, '/< 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 Y. 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, /2 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 it 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 '/z inch nor less than '/e inch thick of finish mortar, composed of 1 part Portland Cement to 2 parts 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 shalt 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 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, tree 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 B (Pay Item No. 430 - B) 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 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 nec- essary to complete the work. Method C (Pay Item No. 430 - C) 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 corm plete the work. Method D (Pay Item No. 430 - D) 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 - Concrete Curb and Gutter — Per Linear Foot. Pay Item No. 430 - Concrete Curb and Gutter — Per Linear Foot. Pay Item No. 430 - Concrete Curb — Per Linear Foot. Pay Item No. 430 - Concrete Curb — Per Linear Foot. End 430 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 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 in accordance with Item No. 201, " Subgrade Preparation ". A 2 inch minimum compacted thickness cushion shall be spread, wetted 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 backfill 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 inchnominal 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. Weakened plane joints shall be on 10 foot centers or as directed by the Engineer /Architect. Normal dimensions of the weakened plane groove joints shall be 1/4 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 fabric 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 0112 inches. 433 05/16/94 Page 1 Concrete Driveways 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 broom or wood float to a gritty texture unless otherwise indicated. The outer edges and joints shall be rounded with approved tools to a 1/4 inch radius. Care shall be exercised to prevent loss of dummy joints or rounded edges when applying the broom finish. 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 furnishing 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: Concrete Driveways -Per Square Foot. End Ref.: 201, 403, 406, 408, 409, 410, 604 433 05/16/94 Page 2 Concrete Driveways Item No. 436 Concrete Valley 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 far 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 filled 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 r inch thick shall be provided as indicated or as directed by the Engineer. The expansion joint material shall be placed vertically and shalt 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 shalt be v< inch wide and' 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 '/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 furnishing 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 04.17186 Page 2 503.1 Description This item shall consist of the furnishing and installation of frames, grates, rings and covers for inlets, manholes and other structures indicated. 503.2 Materials The Contractor shall submit descriptive inforrmation and evidence that the materials and equipment the Contractor proposes for incorporation into the Work is of the kind and quality that satisfies the specified functions and quality. Water and Wastewater Utility Standard Products Lists (SPL) form a part of the Specifications. Contractors may, when appropriate, elect to use products from the SPL; however, submittal to the E/A is still required. Should the Contractor elect to use any materials from these lists,each product shall be completely and dearly identified by its corresponding SPL number when making the product submittal. This will expedite the review process in which the E/A, and, if necessary, the Water and Wastewater Utility Standard Products Committee, decides whether the products meet the Contract requirements and the specific use foreseen by the E/A in the design of this engineered Project. The purpose of the SPL's is to expedite review, by the E/A and, if necessary, the Water and Wastewater Utility Standard Products Committee, of Contractor product submittals. The SPL's should not be interpreted as being a pre - approved list of products necessarily meeting the requirements for a given construction Project Items contained in the SPL cannot be substituted for items shown on the Drawings, or called for in the specifications, or specified in the Bidding Requirements, Contract Forms and Conditions of Contract, unless approved by the E/A in conjunction with the Water and Wastewater Utility Standard Products Committee. The Standard Product List current at the time of plan approval will govern. (1) Welded Steel Welded steel grates and frames shall conform to the number, 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 Item No. 503 Frames, Grates, Rings and Covers 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 identification at installation except that water and wastewater manhole and valve castings shall be fabricated with such draft, tolerances, bolt hole spacing, etc., that all rings and covers of a particular type or class are interchangeable and match - marking will not be required. Steel castings shall conform to ASTM A 27, "Mild to Medium Strength Carbon Steel Castings for General Application ". 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) Manhole Cover Riser Rings Height - adjustment inserts for wastewater manhole rings for raising standard manhole covers shall be those models listed in Water and Wastewater Standard Products List SPL W W -330. (4) Nuts and Bolts Nuts and bolts shall be hex head 5/8' x 2.5" x #11 National Coarse Thread, Type 316 stainless steel. 503 08/23/96 Page 1 Frames, Grates, Rings and Covers The mixture design will include recovery of asphalt from the RAP in accordance with TxDOT Test Method Tex -211- F. The recovered asphalt shall be blended in the laboratory with the amount of asphalt cement and /or asphalt recycling agent selected for the Project. The following test shall be performed on the laboratory blend by the producer of the asphaltic concrete. (1) Viscosity, 140 F, poises - Test Method Tex -528 -C (2) Thin Film Oven Aging Test - Test Method Tex -510 -C (3) Viscosity, 140 F, poises, on residue from the Thin Film Oven Aging Test -Test Method Tex -528 -C (4) Penetration at 77 F, 100 g, 5 sec, on residue from the Thin Film Oven Aging Test - Test Method Tex -502 -C The viscosity in poises equivalent to the residue penetration at 77 F shall be calculated as set forth in TxDOT Test Method Tex-535-C. The viscosity index of the residue shall then be calculated as follows: Residue Viscosity, poises, Residue Viscosity Index = ecuivalent to Penetration at 77 F Residue Viscosity, 140 F poises The aging index of the laboratory blended asphalt shall be determined as follows: Aging Index = Residue Viscosity. 140 F poises Original Viscosity, 140 F poises The laboratory blended asphalt shall meet the following requirements: Residue Viscosity Index, maximum 1500 Aging Index, maximum 10 Samples of asphalt recovered from plant produced mixture shall show the asphalt to meet the following requirements when tested in accordance with TxDOT Test Methods Tex -211 -F and Tex - 502 -C: Penetration, 77 F, 100 g, 5 sec - - 30 min. and 55 max. (c) Tack Coat Tack Coat shall conform to Item 307, "Tack Coat ". (3) Additives: Additives to facilitate mixing and/or improve the quality of the asphaltic mixture or tack coat may be used with the authorization of the Engineer. The Contractor may choose to use either lime or a liquid antistripping agent to reduce moisture susceptibility of the aggregate. (4) Temporary Pavement Markings: Temporary pavement markings shall conform to Item 864, "Abbreviated Pavement Markings". 340.3 Paving Mixtures An asphalt mixture design is a laboratory process which includes the determination of the quality and quantity of the asphalt and the individual aggregates, and the testing of the combined mixture (Laboratory Design). The job mix formula (JMF) shall list the quantity of each component to be used in the mix after the laboratory design has been adjusted by running it through a particular plant (Plant Corrected). The JMF will be the standard to which the Acceptance Plan will be applied. The JMF of one drum or batching unit shall not be used for another unit. The Contractor shall submit to the Engineer on forms provided by the Engineer, an asphalt mixture design reviewed, signed and sealed by a Texas Registered Professional Engineer or certified by a TxDOT Level II Certified Asphalt Technician. The asphalt mixture design shall be submitted every two (2) years. Mix designs older than one year will not be accepted without a review of current test data of the proposed materials to ensure that the materials meet specification requirements. The JMF (Plant Corrected) shall be submitted to the Engineer on a form provided by the Engineer through the Inspector of the Project for review, for each individual Project, a minimum of three (3) working days before the mixture is to be placed. Under no circumstances will a mixture be placed before its use is reviewed by the Engineer. Performance of the mix design shall remain the responsibility of the Contractor. 340 08/23/96 Page 3 Hot Mix Asphaltic Concrete Pavement Sieve Size Type A Coarse Base B Fine Base C Coarse Surface D Fine Surface F Fine Mixture 1 -1 12" 100 1 -1/4' 95-100 1" 100 7/8" 70-90 95-100 100 5/8" 75-95 95-100 1/2" 50-70 100 3/8" 60-80 70-85 85 -100 100 1/4" 95 -100 No. 4 30 -50 40-60 43-63 50-70 No. 10 20-34 27-40 30-40 32 -42 32 -42 No.40 5 -20 10 -25 10-25 11 -26 9-24 No.80 2 -12 3-13 3-13 4-14 3-13 No.200 1-6* 16 16* 16* 1 -6" VMA minimum 11 12 13 14 15 Rec. Min. Lift 3" 2" 1 -3/4" 1" 3/4" 1 1 1 1 1 1 (1) Mixture Design: The mix shall be designed in TxDOT Construction Bulletin C-14 and Test Method Tex -204 -F to conform with the requirements herein. The master grading limits of the appropriate type and the JMF will be plotted on a graduated chart with sieve sizes raised to the 0.45 power and be submitted to the Engineer with the asphalt mixture design. The Bulk Specific Gravity of aggregates in RAP will be determined on extracted aggregates. (2) Types: The blend of coarse aggregate, fine aggregate, and mineral filler, if allowed, shall conform to the master gradation shown in Table 2 far the type of mixture specified in conformance to TxDOT Test Method Tex- 200 -F, Dry Sieve Analysis. The voids in the mineral aggregate (VMA) will be determined as a mixture design requirement only, in accordance with TxDOT Test Method Tex-207-F, and shall not be less than the value indicated in Table 2. TABLE 2 Master Grading Percent Passing by W eigh ' 2 - 8 when Test Method Tex- 200-F, Part I (Washed Sieve Analysis) is used. 340 08123/96 Page 4 Hot Mix Asphaltic Concrete Pavement SIEVES OPTIMUM LABORATORY DENSITY ( %) LABORATORY DENSITY ( %) STABILITY Local Streets Surface Courses Collectors & Arterials Surface Courses All Base Courses 96 96 96 MIN. MAX. 94.5 97.5 94.5 97.5 94.5 97.5 35 Min. 40 -55 35 Min. SIEVES PERCENT BY WEIGHT 2" Sieve through No. 10 Sieve ±5.0 No. 40 through No. 200 Sieve ± 3.0 Asphalt Content ±0.5 1 I (3) Tolerances: Fluctuations in the gradation and asphalt content of the Job Mix Formula shall not vary by more than the following but shall be limited to the range of the master gradation as determined by TEX- 210 -F. (4) Stability and Density: The mixture shall be designed at or near optimum density as indicated. The laboratory mixture shall be molded in accordance with TxDOT Test Method TEX-206-F and the Bulk Specific Gravity determined in accordance with TxDOT Test Method TEX -207 -F with the following percent of Maximum Theoretical Density as measured by TxDOT Test Method TEX-227-F and Stability conforming to TxDOT Test Method TEX- 208 -F: (5) Job Mix Formula Field Adjustments: The Contractor shall produce a mixture of uniform composition closely conforming to the reviewed JMF within the limits of the tolerances given above and the Acceptance Plan. If it is determined by the City's laboratory that adjustments to the JMF are necessary to achieve the specified requirements, the Engineer may allow adjustments of the JMF within the following limits without a laboratory redesign of the mixture. The adjusted JMF shall not exceed the master grading for the type of mixture specified nor shall the adjustments exceed 5 percent on any one sieve, 1/2 inch size and larger, or 3 percent on the sieve size below the 1/2 inch sieve of the JMF (Plant Corrected) reviewed for the Project. When the considered adjustments exceed either the 5 or 3 percent limits, and the Engineer determines that the impact of these changes may adversely affect pavement performance, a new laboratory mixture design will be required. The asphalt content may be adjusted as concurred by the Engineer to maintain desirable laboratory density near the optimum value while achieving other mix requirements. However, increasing the asphalt content of the mixture in order to reduce pavement air voids will not be allowed. Also, if the percent air voids is determined to be less than 4 percent, adjustments shall be made to the plant production by the Contractor, within the tolerances as outlined above so that an adequate air void level results. 340.4 Equipment All equipment used for the production, placement and compaction of the mixture shall be maintained in good repair and operating conditions to the satisfaction of the Engineer. All equipment shall be made available for inspection. Any equipment shall not be used until it is repaired to the satisfaction of the Engineer. (1) Mixing Plants: Plants may be of the weigh -batch or drum -mix type equipped with suitable material conveyers, aggregate proportioning devices, dryers, bins, dust collectors and sensing and recording devices as appropriate for the mixing plant type. (2) Spreading and Finishing Paving Machine: The paving machine shall be self - propelled and equipped with a heated screed capable of producing a finish surface meeting the requirements of the street cross - section specified on the Drawings and all surface tests. Extensions to the screed shall have the same heating and vibratory capabilities as the primary unit. The paving machine shall be equipped with an automatic dual longitudinal screed control system and a transverse screed control system. The longitudinal controls shall be capable of operating from any longitudinal grade reference including a stringline, ski, mobil stringline or matching shoe. Unless otherwise shown on the Drawings, the Contractor may use any one of these grade references. The Contractor shall furnish all labor and equipment required for grade reference. (3) Rollers: The Contractor shall select rollers conforming to Item 230, Rolling (Flat Wheel)" and Item 232, - Rolling (Pneumatic Tire) ". Rollers not conforming to these requirements shall be immediately removed from the Project. 340 08/23/96 Page 5 Hot Mix Asphaltic Concrete Pavement (4) Motor Grader: A self - propelled motor grader may be used only when its use is approved by the Engineer. It shall have a blade of not less than 12 feet and a wheelbase of not less than 16 feet. Smaller graders may be used for small irregular areas when approved by the Engineer. (5) Material Transfer Equipment Equipment to transfer mixture from the hauling units or the roadbed to the spreading and finishing machine will be allowed unless otherwise shown on the Drawings. Windrow pick -up equipment, if permitted, shall be constructed in such a manner that substantially all of the mixture deposited on the roadbed is picked up and loaded into the spreading and finishing machine. The loading equipment shall be designed so that it does not interfere with the spreading and finishing machine in obtaining the required line, grade and surface without resorting to hand finishing. (6) Straightedge: The Contractor shall provide a ten foot straightedge acceptable to the Engineer for surface testing. 340.5 Stockpiling Aggregates Aggregates shall be stockpiled to facilitate blending. If the aggregate is not stockpiled on a hard, non - contaminant base, the bottom six inch layer of the stockpiles shall not be used. Where space is limited, stockpiles shall be separated by walls or other appropriate barriers. Aggregate shall be stockpiled and protected from the weather a minimum of 24 hours prior to use to minimize free moisture content. When stockpiles are too large to protect from the weather, accurate and continuous means acceptable to the Engineer shall be provided to monitor aggregate moisture. Aggregates shall be stockpiled and handled such that segregation and contamination are minimized. No stockpile shall contain aggregate, including RAP, from more than one source. 340.6 Mixture Temperature The Contractor shall select a target temperature for discharge from the mixer between 250 F and 350 F for the mixture suitable to weather and Project conditions. The target temperature shall be reported to the Engineer daily and recorded in the Daily Progress Report. The mixture temperature shall not vary by more than 25 F from the target temperature upon discharge from the mixer. No mixture cooler than 50 F from target temperature shall be accepted or placed on the Project. 340.7 Mixture Storage A surge - storage system may be used to minimize production interruptions during the normal day's operations. When approved by the Engineer, overnight storage in insulated storage bins may be used provided that material temperature and physical properties are not adversely affected. Mixtures with hardened lumps shall not be used Stored mixtures shall not be exempt of any requirements provided in this specification. When a surge - storage system is used, it shall be equipped with a device such as a gob hopper or other device approved by the Engineer to prevent segregation in the surge - storage bin. 340.8 Mixture Moisture Content Mixture produced from any plant shall not have a moisture content in excess of 3/4 percent by weight when discharged from the mixer. The moisture content shall be determined in accordance with TxDOT Test Method Tex - 212 -F, Part II, except that the sample shall be left in the oven a total of not less than four (4) hours. 340.9 Construction Methods (1) General: The Contractor shall be responsible for the production, transportation, placement and compaction of the specified paving mixture to the requirements of this specification. The Contractor shall also be responsible for providing a safe environment for inspection personnel to inspect the equipment and to take samples. Any material delivered to the Project that by visual inspection can reasonably be expected not to meet specification requirements (i.e. segregated or burned material, deficient or excess asphalt, low mixing temperature, visible contaminants, etc.), as determined by the Engineer, shall not be used or left in place. Equipment shall be inspected prior to use and, if found to be defective or in an operating condition that could potentially affect the quality of the finished pavement, as determined by the Engineer, its use shall not be allowed. Leakage of fuels, oils, grease, hydraulic or brake fluids or other contaminants onto the prepared surface or newly -laid mat will not be allowed. The paving mixture, when placed with a spreading and finishing machine, shall not be placed when the air temperature is below 50 F and is falling, but it may be placed when the air temperature is above 40 F and rising. The paving mixture, when used as a level -up course or when placed with a motor grader, shall not be placed when the air temperature is 340 08/23/96 Page 6 Hot Mix Asphaltic Concrete Pavement below 60 F and is failing, but it may be placed when the air temperature is 50 F and rising. Mat thickness of 1 -1/2 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. The temperature shall be taken in a shaded area away from artificial heat. Surfaces to be paved shall be finished, primed, cured, broomed and tacked, as appropriate, to the satisfaction of the Engineer. If the surface on which the first course of the paving mixture is to be placed is a flexible base course, and a cut -back asphalt is to be used as a prime coat, the flexible base shall have been primed and cured a minimum of 24 hours before the paving mixture may be placed. The 24 hour restriction will not apply to a flexible base that has been primed with material other than a cut -back. However, the surface on which the tack coat and /or paving mixture is to be placed shall be in a dry condition. Pavement shall be opened to traffic as soon as possible after temporary pavement markings or permanent markings are in place as indicated or as directed by the Engineer. Construction traffic allowed on pavements open to the public will be subject to all laws governing traffic on streets and highways. (2) Tack Coat The surface upon which the tack 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 as governed by Item 307, "Tack Coat". The tack coat shall be applied with an approved sprayer at a rate not to exceed 0.05 gallons per square yard. Where the paving mixture will adhere to the surface on 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, castings and structures shall be painted with a thin uniform application of tack coat. Whenever cut -back asphalts are used as a tack coat, the tack coat shall be rolled with a pneumatic roller. During the application of tack coat, care shall be taken to prevent splattering of adjacent pavement, curb and gutter and structures. All splatter shall be removed by the Contractor at his expense before the Work can be accepted. (3) Transporting Asphaltic Concrete: The asphaltic mixture shall be hauled to the Work site in tight vehicles previously cleaned of all foreign material. In cool weather or for long hauls, covering of the truck bodies is required. (4) Placing: Placing of the asphaltic mixture shall be done without tearing, shoving, gouging or segregating the mixture and without producing streaks in the mat., Unloading into the finishing machine shall be controlled so that bouncing or jarring the spreading and finishing machine shall not occur and the required lines and grades shall be obtained without resorting to hand finishing except as permitted below in this Section. Unless otherwise shown on the Drawings, dumping of the asphaltic material in a windrow and then placing the mixture in the finishing machine with windrow pick -up equipment will be permitted provided the temperature of the asphaltic mixture does not drop more than 50 F below the target temperature before being placed by the finishing machine. Under no circumstances will the asphaltic material be permitted to be dumped on or near the job site and then reloaded for hauling to the site of placement. Exceptions may be allowed if approved by the Engineer. When approved by the Engineer, level -up courses may be spread with a motor grader meeting the requirements of this specification. The spreading and finishing machine shall be operated at a uniform forward speed consistent with the plant production rate, hauling capability and roller train capacity to result in a continuous operation. Stopping of the spreading and finishing machine between trucks is to be held to a minimum. If, in the opinion of the Engineer, delivery of material is adversely affecting the mat (excessive stopping of the spreading and finishing machine, loss of mixture temperature, etc.), the Engineer may require paving operations to cease until acceptable methods are provided to minimize starting and stopping of the spreading and finishing machine. The hopper gates of the spreading and finishing machine shall be adjusted to provide an adequate and consistent flow of material. This shall result in enough material being delivered to the augers so that they are operating approximately 85 percent of the time or more. The augers shall provide means to supply adequate flow of material to the center of the paver. Augers shalt supply an adequate flow of material for the full width of the mat being placed. Augers should be kept approximately one -half to three - quarters full of mixture at all times during the paving operation. When the asphaltic mixture is placed in a narrow strip along the edge of an existing pavement, or used to level up small areas of an existing pavement or placed in small irregular areas where the use of a finishing machine is not practical, the finishing machine may be eliminated when permitted by the Engineer. The paving material adjacent to castings and curb and gutter shall be finished uniformly high so that when compacted, it will be slightly above but not more than 1/8 inch above the edge of the casting or gutter lip. 340 08/23/96 Page 7 Hot Mix Asphaltic Concrete Pavement Longitudinal joints in the mat shall be placed to coincide with lane lines. Transverse joints shall be offset a minimum of five (5) Feet. (5) Compacting: The pavement shall be compacted thoroughly and uniformly to obtain the compaction and cross section meeting the requirements of the Drawings and specifications. Regardless of the method used for compaction, all rolling for compaction shall cease before the mixture drops below 175 F. Rolling with a pneumatic tire roller to seal the surface shall be provided. Roiling with a tandem or other steel -wheel roller shall be provided if required to iron out any roller marks. Vibratory rollers shall not be allowed in the vibrating mode on mats with a plan depth of less than 1 -1/2 inches. 340.10 Sampling and Testing The asphalt mixture shall be tested daily at the Project site for conformance to specification requirements. The Engineer shall determine sample locations based on the Contractors anticipated production and the random number method of TxDOT Test Method Tex- 225-F. Each days anticipated production shall be sectioned into three (3) equal single -pass, sub -area lots. Each days sample locations shall be equally distributed over the three (3) sub-areas. If, due to the weather or plant malfunctions, the Contractor's daily anticipated production is not made, the random locations will not be recalculated. Also, no more than one location of the three (3) sub-areas is to be located in an irregular shaped area such as a cul-de -sac. Unless otherwise approved by the Engineer, a minimum of three bag samples and three correlating cores will be obtained from each day's production. Bag samples shall be taken during lay -down operations. The primary sampling point for the bag samples shall be from the windrow if a windrow elevator is used. If a windrow elevator is not used, the sample shall be taken from the middle of the paving machine hopper. This will require stopping the paving machine in order for the Inspector to safely secure a sample by digging into the hopper. Gradation, asphalt content and stability shall be reported for each of the bag samples. The stability value reported for each of the bag samples shall be the average of three (3) tests per bag. Pavement thickness and density shall be determined by 6-inch cores. One core shall be taken for every 2,000 single -pass square yards with a minimum of three (3) cores for all projects. One core shall be taken at the same station and pass sampled for each of the bag samples. For each day's placement, density of cores for which no corresponding bag samples were taken shall be determined by using the average Maximum Theoretical Density of the day's three (3) bag samples or as may otherwise be determined by the Engineer. The Engineer may alter, increase or waive the testing schedule to ensure material and workmanship compliance with specification requirements. Acceptability of the completed pavement shall be based on the average of test results for the Project as defined in Article 340.11, "Acceptance Plan ". For total areas of less than 500 square yards, a total of only two bag samples and two correlating cores will be obtained. If the Contractor desires additional testing, it shall be at his entire expense. When, in the opinion of the Engineer, test results appear unrepresentative, additional testing may be authorized. The retesting will be at the expense of the Contractor and the results of the retesting shall be averaged with the results of the original testing. If the results of retesting indicate that the original testing was erroneous, the original test results will be discarded. Pavements with low density results may be recored; but, the pavement shall not receive any additional compactive effort. Cores shall be taken by the City's laboratory within 48 hours of paving unless otherwise authorized by Engineer. Pavements that will not or can not be cored within 48 hours shall be closed to both public and construction traffic. 340.11 Acceptance Plan For the purpose of the Acceptance Plan only, the "Project" shall be defined as follows: The Project is the quantity of each of the specified mixture types as determined by the Engineer before the paving operation begins. Considerations for defining the Project shall include paving operation staged due to traffic considerations, changes to the Job Mix Formula, phasing of large projects, or other factors affecting the consistency in the production, lay -down /compaction, use of completed portions, and/or aging of in -place material. Acceptability of the completed pavement shall be based on the average of a minimum of three tests per Project for each of the mixture types specified. Pay adjustments for two or more acceptance factors shall be accumulative. Pay adjustments of 100% unit price reduction shall require removal and replacement of the Work. Replacement materials shall be subject to all requirements of this specification. Alternatively, the Engineer may allow the Work to remain in place without payment provided that the Work is warranted for an extended period and under conditions as determined by the Engineer. The decision of the Engineer as to the removal and replacement of the Work shall be the final authority. 340 08/23/96 Page 8 Hot Mix Asphaltic Concrete Pavement (1) Non - Pay - Adjustment Acceptance Factors: (a) Surface Characteristics: Unless otherwise directed by the Engineer, all pavements shall be tested for smoothness. Surfaces shall be tested with a 10 foot straightedge parallel to the roadway centerline and perpendicular to the centerline on flat, crass -slope sections. Maximum allowable deviation in 10 feet shall be 1/8 inch parallel to the centerline and 1/4 inch perpendicular to the centerline. Sections exceeding these maximums shall be corrected to the satisfaction of the Engineer. The completed surface must meet the approval of the Engineer for surface smoothness, finish and appearance. If the surface ravels, ruts or deteriorates in any manner prior to the end of the warranty period, it will be the Contractor's responsibility to correct this condition at his expense to the satisfaction of the Engineer and in conformance with the requirements of this specification. For HMAC rehabilitation and overlay projects, if cracks develop in the pavement surface within the one year warranty period, the Contractor shall seal the cracks in accordance with Item 313, "Rubber Asphalt Joint and Crack Sealer". Payment for this work will be measured and paid for as Mobilization (LS) and Crack Sealing (LF). For new HMAC roadways constructed in accordance with the Drawings and specifications, if cracks less than 1/4 inch in width develop in the pavement surface within the one year warranty period the Contractor shall seal the cracks in accordance with Item 313, "Rubber Asphalt Joint and Crack Sealer. Payment for this Work will be measured and paid for as Mobilization (LS) and Crack Sealing (LF). If cracks equal to or greater than 1/4 inch in width develop in the pavement surface within the one year warranty period, the cracking shall be reviewed and evaluated by the Engineer before corrective action is taken. (b) Stability: Stability test results shall be used as indicators of potential problems. Where stability test results fall outside the range specified in this specification, additional tests shall be taken as directed by the Engineer for further evaluation and monitoring of the paving mixture. This additional stability testing will be at the expense of the Contractor. When, in the opinion of the Engineer, the stability is deemed unacceptable for the intended use of the pavement, the paving mixture shall be removed and replaced to the limits indicated by test results or may be left in place on conditions acceptable to the Engineer. When the paving mixture is removed and replaced, it shall be at the sole expense of the Contractor. (c) Laboratory Density: Laboratory density results as determined by TxDOT Test Method Tex -207 -F shall be used as indicators of potential problems. Where laboratory density test results are less than 94.5% or more than 97.5 %, additional tests shall be taken as directed by the Engineer for further evaluation and monitoring of the paving mixture. This additional laboratory density testing will be at the expense of the Contractor. When, in the opinion of the Engineer, the laboratory density is deemed unacceptable for the intended use of the pavement, the paving mixture shall be removed and replaced to the limits indicated by test results. Paving mixtures that are removed and replaced shall be at the sole expense of the Contractor. (d) Limited Areas: Irrespective of an acceptable overall Project average for any or all of the Pay- Adjustment Acceptance Factors, limited substandard portions of the Work, as determined by the Engineer, shall be remedied or removed and replaced to the satisfaction of the Engineer at the expense of the Contractor. (2) Pay - Adjustment Acceptance Factors: Contract unit prices shall be adjusted for paving mixtures that fail to meet acceptance criteria for gradation, asphalt content, density and mat thickness in accordance with the following: GRADATION ACCEPTANCE SCHEDULE (TEX- 210 -F) SIEVE DEVIATION FROM PERCENT CONTRACT UNIT JOB MIX FORMULA PRICE REDUCTION Total retained on No 10 Passing No. 200 t 5.0 0 5.1± 10 ±3.0 0 3.1± 5 340 08/23/96 Page 9 Hot Mix Asphaltic Concrete Pavement Deviation from the Job Mix Formula Percent Contract Unit Price Reduction 0 -10 Local Streets' All Others ± 0.5 ±0.51 to 10.60 +0.61 to +0.70 -0.61 to -0.70 Over 10.70 0 15 25° 100: Remove and Replace 100: Remove and Replace 0 25 100; Remove and Replace 100; Remove and Replace 100; Remove and Replace "A local or residential street that serves "if the street has an ADT of 500, Remove and Replace as access to residence or other abutting property. plus a 2 year warranty; otherwise, or less, with 1 %, or less, of truck traffic, 'PERCENT DENSITY Percent Contract Unit Price Reduction 0 -10 1-1/2" Thickness or Greater Less than 1-1/2" Thickness Above 96 91 to 96 90.9 to 88.1 Less than 88.1 100; Remove and Replace 0 0.625 per 0.10% deficiency in density 100: Remove and Replace 100; Remove and Replace 0 0.50 per 0.10% deficiency in density 100; Remove and Replace `Core bulk density divided by max_ theoretical density VARIANCE PERCENT OF THICKNESS PERCENT CONTRACT UNIT PRICE REDUCTION 0 -10 0 10.1 - 16 20 16.1 - 25 50 , Over 25 100; Remove and Replace or mill/overlay 1' minimum I I I I I I I I I I I I I I I ASPHALT CONTENT ACCEPTANCE SCHEDULE (TEX- 210 -F) DENSITY ACCEPTANCE SCHEDULE (TEX- 207- F1rEX- 227 -F) THICKNESS ACCEPTANCE SCHEDULE The Density Acceptance Schedule will not apply to parking lots and other irregular shaped areas in which it is difficult to properly compact. It will apply to utility trenches 4 feet or wider. Core thicknesses greater than Drawing requirements shall be factored into calculation at Drawing required thickness. If total thickness of lift(s) proves to be less than required, the Contractor may remove and replace the overlay deficient areas as agreed to by the Engineer. Overlays to correct thickness deficiencies shall be not less than one (1) inch thick. Overlays shall require milling of the asphalt in order to prevent a "featheredge" of the overlaying pavement. The extent of the area to be overlaid or removed and replaced shall be determined by additional cores meeting the required thickness. All additional coring to determine the area shall be paid for by the Contractor. 340.12 Measurement Work performed and material placed shall be measured under one of the following methods. When Drawing quantity measurement is specified, adjustment of quantity may be made as follows. If the quantity measured as outlined vary from those shown on the Drawings by more than 5 %, either party to the Contract may request in writing and adjustment of the quantity by each separate bid item. The party to the Contract which requests the adjustment shall present to the other one copy of measurements and calculations showing the revised quantity in question. This revised quantity, when approved by the 340 08/23/96 Page 10 Hot Mix Asphaltic Concrete Pavement Engineer, shall constitute the final quantity for which payment will be made. However, no adjustment will be made for any quantity which exceeds the Drawing required thickness. Method A: Asphaltic concrete pavement shall be measured by the ton (2,000 pounds) of the type actually used in completed and accepted Work in accordance with the Drawings and specifications. The measurement shall be made on approved truck scales that meet the requirements of the National Institute of Standards and Technology Handbooks 44 and 112 except that the required accuracy shall be 0.4 percent of the load being weighed. The Contractor shall furnish a report of calibration from a scale mechanic licensed by the Texas Department of Agriculture certifying that the scales meet this requirement. Method B: Asphaltic concrete pavement shall be measured by the square yard of specified total thickness of the type of paving mixture actually used in completed and accepted Work in accordance with Drawings and specifications. Multiple lifts of the same type shall be considered as one for square yard measurement purposes. Method C: Asphaltic concrete pavement shall be measured by the linear foot of specified total thickness of the type of paving mixture actually used in completed and accepted Work in accordance with Drawings and specifications. Multiple lifts of the same type shall be considered as one for linear foot measurement purposes. 340.13 Payment 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 pay adjusted unit price for HOT MIX ASPHALTIC CONCRETE PAVEMENT, of the types and thicknesses specified, which prices shall be full compensation for furnishing all labor, equipment, time, materials and incidentals necessary to complete the Work. Tack coat, sawcutting and temporary pavement markings will not be measured or paid for directly but shall be considered subsidiary to ITEM 340, "HOT MIX ASPHALTIC CONCRETE PAVEMENT". Payment for Work meeting specifications will be made under one of the following: End Pay Item No. 340 -A: Hot Mix Asphaltic Concrete Pavement, Type _, - Per Ton Pay Item No. 340 -B: Hot Mix Asphaltic Concrete Pavement, _inches, Type - Per Square Yard. Pay Item No. 340 -C: Hot Mix Asphaltic Concrete Pavement, _Inches, Type - Per Linear Foot. Pay Item No. 340 -PQ: Hot Mix Asphaltic Concrete Pavement, _Inches, Type _ - Per Drawing Quantity. Pay Item No. 340 -L: Hot Mix Asphaltic Concrete Pavement, _in., Type _ - Level -up Course. Pay Item No. 340 -M: Crack Sealing Mobilization, Lump Sum. Pay Item No. 340-S: Crack Sealing, per Linear Foot. Ref: 230, 232, 301, 307, 313, 864, 1804 340 08/23/96 Page 11 Hot Mix Asphaltic Concrete Pavement Item No. 401 Structural Excavation and Backfill 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. (c) Pea Gravel Pea gravel shalt consist of hard, durable, opaque gravel, tree of clay, loam, sand or other foreign substances, ranging in size from 1 inch to 'Ys inch conforming to ASTM C 33. (6) Cement Stabilized Rockftll Cement Stabilized base shall conform to Class J Concrete, Item No. 403, "Concrete for Structures" 401.3 Construction Methods (1) 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- 401 Rev. 09130/87 Page 1 Structural Excavation and Backfill terations 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 filial excavation to grade shall not be performed until just before the tooting 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 backfill 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 of 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: (5) 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 toot horizontally beyond the limits of the structure on all sides. All unstable soil removed shall be replaced with suitable stable material, in uniform layers of suitable depth for compaction as directed by the Engineer. Each layer shall be wetted, if necessary and compacted by rolling or tamping as required to provide a stable foundation for the structure. Soil which has sufficient stability to properly sustain the adjacent sections of the roadway embankment will be considered a suitable foundation materiai Specie! 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. (8) When the material 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. (7) When in the opinion of the Engineer, it is not feasible to construct a stable looting 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 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 Engineer's 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 sum - 401 Rev. 09130187 Page 2 Structural Excavation and Backfill dent 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 Backfllting (1) General 401 Rev. 09/30/87 As soon as practicable, all portions of excavation not occupied by the permanent structure shall be backfilled. 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 backfill 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 blading 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 tampers or rammers, of all backfill and embankment adjoining the barrels and wi'gwalls or culverts and adjoining all sides of bridge abutments and retaining walls, regardless of whether or not such em- bankments or backfill is above or below the original surface of the ground and regardless of whether the excavation at structure site was performed conforming to Item No, 111, "Excavation, this item, 'Structural Excavation ", Item No. 110, "Street Excavation" or Item No. 120, "Channel Excavation ". Unless otherwise indicated, hand tamping will not be ac- cepted as an alternate for mechanical compaction. As a general rule, material used in filling or backfilling the por- tions 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 suffi- cient to fill 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 backfilling. 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 lime. 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 portions of the general requirements given in the preceding section. Page 3 Structural Excavation and Backfill 401.7 Measurement (3) 401 Rev. 09/30/87 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 backfill 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 or backfill 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 backfill 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 conforming to Item No 132, "Embankments'. During construction 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 soil 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 Backfill When indicated, trenches shall be backfilled to the elevations Shown with Cement Stabilized Backfill. Cement Stabilized Backfill 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 Backfill above the spring 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 backfill. Unless otherwise indicated, structural excavation for pipe headwalls, inlets, manholes, culvert widening (extensions), bridge abutments and side road and private entrance pipe culverts will not be measured but shall be considered subsidiary to the venous 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 foot 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 horizontal 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 foot 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. Page 4 Structural Excavation and Backfill (7) 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. • (8) Where excavation diagrams are indicated, they shall take precedence over these provisions. (9) - 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, siltings or fillings due to the action of the elements or the carelessness of the Contractor. Water will notbe 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 determination 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 Back 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 Backtill ". Such payment shall be full 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 401 Rev. 09/30/87 Page 5 Structural Excavation and Backfill contract unit bid price for "Unclassified Structural Excavation ", "Common Structural Excavation" or "Rock Structural Excavation" as the case may be. No increase in unit price 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 footing 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 backfilling around structures. Payment for the backfilling 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 Backfill" and payment shall be made accordingly. Filling or backfilling of areas above the natural ground level or above the limits of street excavation or channel excavation sections shall be considered as Item No 132, "Embankment" and payment therefore shall be included in the unit prices bid for the various classes of Item Na 110, "Street Excavation" Item No. 120, "Channel Ezcavatlon" or Item No. 130. "Sorrow!: 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, brat• 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 hem No. 401 -A: Unclassified Structural Excavation — Per Cubic Yard•Plan Quantity. Pay hem No. 401 -B: Common Structural Excavation — Per Cubic Yard. Pay hem No. 401 -C: Rock Structural Excavation — Per Cubic Yard. Pay Item No. 401 -D: Concrete Base — Per Cubic Yard. Pay hem No. 401 -E: Cement Stabilized Backfill — Per Cubic Yard. End Ref: 110, 111, 120, 130, 132, 202. 203, 210, 302, 310, 403 401 Rev. 09 /30167 Page 6 Structural Excavation and Backfill Item No. 403 Concrete for Structures 403.1 Description This item shall govern quality, storage, handling, proportioning and mixing of materials for Portland cement concrete construction of buildings, bridges culverts, slabs, prestressed concrete and incidental appurtenances. 403.2 Materials Concrete shall be composed of Portland cement or Portland cement and fly ash, water, aggregates (fine and coarse), and admixtures proportioned and mixed as hereinafter provided to achieve specified results. ( Cementitious Materials Portland cement shall conform to ASTM C 150, Type I (General Purpose). Type II (General Purpose with Moderate Sulfate Resistance) and Type Ill (High Early Strength). Type I shall be used when none is specified. Type I and Type I Il shall not be used when Type II is specified. Type Ill may be used in lieu of Type I when the anticipated air temperature for the succeeding 12 hours will not exceed 60 F. All cement shall be of the same type and from the same source for a monolithic placement.. Portland cement manufactured in a cement kiln fueled by hazardous waste (30 Texas Administrative Code, Section 335.1) shall be prohibited. This applies to any other specification concerning the use of cement materials. Contractor shall maintain a record of source for each batch. Supplier shall certify that no hazardous waste is used in the fuel mix or raw materials. Fly ash (denoted by TEX designations Type A and Type B) may replace 20 to 35 percent of a mix design's Portland cement content by absolute volume. Fly ash shall not be used in mix designs with less than five (5) sacks of Portland cement per cubic yard unless specifically permitted by the contract plans or project manual. Fly Ash may be used in all other classes of concrete, except that Type B fly ash shall not be used with Type II cement. Fly ash shall conform to the requirements of Item 405, "Concrete Admixtures." (2) Mixing Water Water for use in concrete and for curing shall be potable water free of oils, acids, organic matter or other deleterious substances and shall not contain more than 1,000 parts per million of chlorides as CI or sulfates as SO4. Contractor may request approval of water from other sources. Contractor shall arrange for samples to be taken from the source and tested at his expense. Water quality tests shall conform to AASHTO Method T 26 except where such methods are in conflict with provisions of this specification. (3) Coarse Aggregate Coarse aggregate shall consist of durable particles of crushed or uncrushed gravel, crushed blast furnace slag, crushed stone or combinations thereof; free from frozen material or injurious amounts of salt, alkali, vegetable matter or other objectionable material either free or as an adherent coating. 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 in accordance with TXDOT Test Method TEX -413 -A. It shall have a wear of not more than 40 percent when tested in accordance with TXDOT Test Method TEX- 410 -A. Unless otherwise indicated, coarse aggregate shall be subjected to 5 cycles of the soundness test conforming to TXDOT 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. Coarse aggregate shall be washed. The Loss by Decantation (TXDOT Test Method TEX -406 -A), plus allowable weight of clay lumps, shall not exceed 1 percent or value indicated on the plans or in the project manual, whichever is less. If material finer than the 200 sieve is definitely established to be dust of fracture of aggregates made pnmanly from crushing of stone, essentially free from clay or shale as established by TXDOT Test Method TEX -406-A, the percent may be increased to 1.5. The coarse aggregate factor may not be more than 0.82; however, when voids in the coarse aggregate exceed 48 may not bete total 0.68 d except for a Class I machine extruded mixllthatt 0.85. The shall notha e a coarse aggregate factor not lower than 0.61. 403 05/18/95 Page 1 Concrete for Structures Table 1: Course Aggregate Gradation Chart (TEX 401a, Percent Retained) Grade Nom. Size 2 -112" - 2" 1 112" 1" ya •• 112' 3!8" No.4 Na.B 15-50 35 -75 0 0-20 15 -50 60-80 95 -100 0 0 -5 30-65. 70-90 95-100 4e 0 0 -5 10-40 40 -75 95 -100 0 0-5 40 -75 90-100 95-100 0 0-10 45-80 90 -100 95-100 Table 2: Fine Aggregate Gradation Chart (TES( 401 -A, Percent Retained) 3/8" 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 I 1 1 1 1 When --- posed aggregate surfaces are required. the coarse aggregate shall consist of particles with at least 40 percent crushed faces. Uncrushed gravel, polished aggregates and clear resilient coatings are not acceptable for exposed aggregate pedestrian surfaces (i.e. sidewalks, driveways, medians, islands, etc.). Grade 5 aggregates shall be used for exposed aggregate finishes. When tested by approved methods, the coarse aggregate including combinations of aggregates when used, shall conform to the grading requirements shown in Table 1. (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 material or injurious amounts of salt, alkali, vegetable matter or other objectionable material and it shall not contain more than 0.5 percent by weight of clay lumps. When subjected to color test for organic impurities per TXDOT Test Method TEX -408 -A, it shall not show a color darker than standard. 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 TXDOT Test Method TEX- 612 -J. When tested by approved methods, the fine aggregate, including combinations of aggregates, when used, shall conform to the grading requirements shown in Table 2. Where sand equivalence is greater than 85, retainage on No, 50 sieve may be 65 to 94 percent. Where manufactured sand is used in lieu of natural sand, the percent retained on No. 200 sieve shall be 94 to 100. Sand equivalent per TXDOT Test Method TEX -203 -F shall not be less than 80 nor less than otherwise indicated, whichever is greater. The fineness modulus will be determined by adding the percentages by weight retained on sieve Nos. 4, 8, 16, 30, 50 and 100 and dividing the sum of the six sieves by 100. For Class A and C concrete, the fineness modulus shall be between 2.30 and 3.10. For Class H concrete, the fineness modulus shall be between 2.40 and 2.90. (5) Mineral Filler Mineral filler shall consist of stone dust, clean crushed sand, approved fly ash or other approved inert material. (6) Mortar (Grout) Mortar for repair of concrete shall consist of 1 part cement. 2 parts finely graded sand and enough water to make the mixture plastic. When required to prevent color difference, white cement shall be added to produce color required. When required by the Engineer, an approved latex adhesive shall be added to the mortar. (7) Admixtures All admixtures shall comply with the requirements of ITEM 405 CONCRETE ADMIXTURES. Calcium chloride -based admixtures shall not be approved. 403 05/18/95 Page 2 Concrete for Structures 403.3 Storage of Cement and Fly Ash Cement and fly ash shall be stored in separate and well ventilated, weatherproof buildings or approved bins which will protect the material from dampness or absorption of moisture. Storage facilities shall be easily accessible and each shipment of packaged cement shall be kept separated to provide for identification and inspection. Engineer 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 Aggregates Aggregates shall be stockpiled in sizes to facilitate blending. If the aggregate is not stockpiled on a hard, non - contaminant base, the bottom 6 inch layer of the stockpile shall not be used without recleaning the aggregate. Where space is limited, stockpiles shall be separated by walls or other appropriate barriers. Aggregate shall be stockpiled and protected from the weather a minimum of 24 hours prior to use to minimize free moisture content. When stockpiles are too large to protect from the weather, accurate and continuous means acceptable to the Engineer shall be provided to monitor aggregate temperature and moisture. Aggregates shall be stockpiled and handled such that segregation and contamination are minimized. 403.5 Measurement of Materials Water shall be accurately metered. Fine and coarse aggregates, mineral filler, bulk cement and fly ash shall be weighed separately. Allowances shall be made in the water volume and aggregate weights during batching for moisture content of aggregates and admixtures. Volumetric and weight measuring devices shall be acceptable to Engineer. Batch weighing of sacked cement is not required; however, bags, individually and entire shipments, may not vary by more than 3 percent from the specified weight of 94 pounds per bag. The average bag weight of a shipment shall be determined by weighing 50 bags taken at random. 403.6 Mix Design Contractor shall furnish a mix design acceptable to the Engineer for class of concrete specified. The mix shall be designed by a qualified commercial laboratory and signed/sealed by a Texas - registered Professional Engineer to conform with requirements contained herein, to ACI 211.1 or TXDOT Bulletin C -11 (and supplements thereto). Contractor shall perform, at his own expense, the work required to substantiate the design, including 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 one (1) year provided that there are no changes to the component materials. At the end of one (1) year, a previously - approved mix may be resubmitted for approval if it can be shown that no substantial change in the component materials has occurred. The resubmittal analysis must be reviewed, signed and sealed by a Texas - registered Professional Engineer. This resubmittal will include a reanalysis of specific gravity, absorbtion, finess modulus, sand equivalent, soundness, wear and unit weights of the aggregates. Provided that the fineness modulus did not deviate by more than 0.20 or that the reproportioned total mixing water, aggregate and cement (or cement plus fly ash) are within 1, 2. and 3 percent, respectively, of pre - approved quantities, a one -year extension on the approval of the mix may be granted by the Engineer. Updated cement, fly ash, and admixture certifications shall accompany the resubmittal. Approved admixtures conforming to Item 405, "Concrete Admixtures" may be used with all classes of concrete at the option of the Contractor provided that specific requirements of the governing concrete structure specification are met. Water reducing and retading agents shall be required for hot weather, large mass, and continuous slab placements. Air entraining agents may be used in all mixes but must be used in the classes indicated on Table 4. Unless approved by the Engineer, mix designs shall not exceed air contents for extreme exposure conditions as recommended by ACI 211.1 for the various aggregate grades. 403.7 Consistency and Quality of Concrete Consistency and quality of concrete should allow efficient placement and completion of finishing operations before initial set. Retempenng shall not be allowed. When field conditions are such that additional moisture is needed for final concrete surface finishing operation, required water shall be applied to surface by fog spray only and shall be held to a minimum. Concrete shall be workable, cohesive, possess satisfactory finishing qualities and of stiffest consistency that can be placed and vibrated into a homogeneous mass within slump requirements specified in Table 3. Excessive bleeding shall be avoided and in no case will it be permissible to expedite finishing and drying by sprinkling the surface with cement powder. No concrete will be permitted with a slump in excess of the maximums shown unless water reducing admixtures have been previously approved. Slump values shall conform to TXDOT Test Method TEX -415-A. 403 05/18/95 Page 3 Concrete for Structures Table 3: Slump Requirements Slump, inches Type of Construction Max. Min. 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 Precast Drainage Structures 6 4 Wall Sections over 9 inches • 4 3 Reinforced Building Slabs, Beams, Columns and Walls 4 1 Bridge Decks 4 2 Pavements, Fixed -form 3 1 Pavements, Slip -form 1 -1/2 1/2 Sidewalks, Driveways and Slabs on Ground 4 2 Curb & Gutter, Hand - vibrated 3 1 Curb & Gutter, Hand - tamped or spaded 4 2 Curb & Gutter, Slip - form/extrusion machine 2 1/2 Heavy Mass Construction 2 1 High Strength Concrete 4 3 Riprap and Other Miscellaneous Concrete 6 1 Under Water or Seal Concrete 6 5 During progress of the work, Engineer or City's testing laboratory shall cast test cylinders and /or beams as a check on compressive and /or flexural strength of concrete actually placed. Engineer or City's testing laboratory may also perform slump tests, entrained air tests and temperature checks to ensure compliance with specifications. Proportioning of all material components shall be checked prior to discharging. Excluding mortar material for pre - coating of the mixer drum [403.8(2)] and adjustment for moisture content of admixtures and aggregates, material components shall fall within the range of ± 1% for water, + 2% for aggregates, ± 3% for cement, -2% for fly ash and within manufacturer recommended dosage rates for admixtures except that air entrainment shall be ± 1 -1/2 points of the mix design requirements. Unless otherwise specified, concrete mix temperature shall not exceed 90° F except in mixes with high range water reducers where a maximum mix temperature of 100° F will be allowed. Cooling an otherwise acceptable mix by addition of water or ice will not be allowed. • Test beams or cylinders will be required for small placements such as manholes, inlets, culverts, wingwalts, etc. Engineer may vary the number of tests to a minimum of 1 for each 25 cubic yards placed over a several day period. Test beams or cylinders shall be required for each monolithic placement of bridge decks or superstructures, top slabs of direct traffic culverts, cased drilled shafts, structural beams and as otherwise directed by Engineer for design strength or early form removal. Test beams or cylinders made for early form removal or use of structure will be at Contractor's expense, except when required by Engineer. A strength test shall be defined as the average of breaking strength of 2 cylinders or 2 beams as applicable. Specimens will be tested conforming to TXDOT Test Method TEX -418 -A or TEX- 420-A. If required strength or consistency of class of concrete being produced cannot be secured with minimum cementitious material specified or without exceeding maximum water/cementitious material ratio, Contractor will be required to fumish different aggregates, use a water reducing agent, an air entraining agent or increase cementitious material content in order to provide concrete meeting these specifications. Test specimens 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 TXDOT Bulletin C -11 (and supplements thereto). When control of concrete quality is by 28 day compressive tests, job control will be by 7 day flexural tests. If the required 7 day strength is not secured with the quantity of cement specified in Table 4, changes in the mix design shall be made and resubmitted for approval. 403 05/18/95 Page 4 Concrete for Structures Class Sic Cement Per CY Min. 28 Day psi Min. Seam 7 Day psi "Max. W1C Ratio Coarse Agg. No. "" Air Ent. Of N[T OI AT A tL DO th O(f 0 0O 3000 500 6.5 1,22,4,5 Yes 2000 300 8.0 2,3,4,5 No 3600 600 6.0 1,2.3,4,5 Yes i 0 2500 425 7.5 2,3,4 No As ind. As Ind. 5.5 3,4 Yes 3500 575 6.2 2,3,4,5 Yes 800 N/A N/A 2,3,4,5 No 3600 600 5.0 2,3.4,5 Yes 1 I 1 1 Table 4: Classes of Concrete Notes: 1: Grade 1 coarse aggregate may be used in massive foundations only (except cased drilled shafts) with 4 inch minimum clear spacing between reinforcing steel. 2. When Type II cement is used in Class C or S concrete, the 7 day beam break requirement will be 550 psi; with Class A, 460 psi., minimum. 3. The design water -cement ratio shall be appropriately adjusted for mixes with fly ash per ACI 211.1 or TXDOT C -11 (and supplements thereto). as applicable. 4. "Maximum air design contents for the five grades of coarse aggreagte, unless otherwise approved by Engineer. are 4.5% for Grade 1, 5.5% for Grade 2. and 6.0% for Grades 3, 4, and 5. 403.8 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 without excessive delays. Mixing shall be done in a mixer of approved type and size that will produce uniform distribution of material throughout the mass and shall be capable of producing concrete meeting requirements of ASTM C 94, Ready -mixed Concrete and these specifications. Mixing equipment shall be capable of producing sufficient concrete to provide required quantities. Entire contents of the drum shall be discharged before any materials are placed therein for a succeeding batch. Improperly mixed concrete shall not be placed in a structure. The mixer may be batched by either volumetric or weight sensing equipment and shall be equipped with a suitable timing device that will lock the discharging mechanism and signal when specified time of mixing has elapsed. (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 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 concrete 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. 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 selected interval, will be considered a batch and the proportion of each ingredient will be calculated in the same manner as for a batch type plant. Mixing time shall conform to recommendations of manufacturer of mixer unless otherwise directed by Engineer. 403 05/18/95 Page 5 Concrete for Structures (2) Ready -mixed Concrete Use of ready -mixed concrete will be permitted provided the batching plant and mixer trucks meet quality requirements 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 mixer drum. 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 Inspector. Ticket will have machine stamped time /date of concrete batch, weight of cement, fly ash. sand and aggregates: exact nomenclature and written quantities of admixtures and water. Any item missing or incomplete on ticket may be cause for rejection of concrete. (b) Sufficient trucks will be available to support continuous placements. Contractor will satisfy Engineer that adequate standby trucks are available to support monolithic placement requirements. (c) A portion of mixing water required by the mix design to produce the specified slump may be withheld and added at the job site, but only with permission of Engineer and under the Inspectors observation. When water is added under these conditions, it will be thoroughly mixed before any slump or strength samples are taken. Additional cement shall not be added at the job site to otherwise unacceptable mixes. (d) A metal plate(s) shall be attached in a prominent place on each truck mixer plainly showing the various uses for which it was designed. The data shall include the drum's speed of rotation for mixing and for agitating and the capacity for complete mixing and /or agitating only. A copy of the manufacturers design, showing dimensions of blades, shall be available for inspection at the plant at all times. Accumulations of hardened concrete shall be removed to the satisfaction of the Engineer or Owner. (e) The loading of the transit mixers shall not exceed capacity as shown on the manufacturers plate attached to the mixer or 63 percent of the drum volume, whichever is the lesser volume. The loading of transit mixers to the extent of causing spill -out enroute to delivery will not be acceptable. Consistent spillage will be cause for disqualification of a supplier. (f) Excess concrete remaining in the drum after delivery and wash water after delivery shall not be dumped on the project site unless approval of the dump location is first secured from the Engineer or Owner. (3) Hand -mixed Concrete Hand mixing of concrete may be permitted for small placements or in case of an emergency and then only on authorization of the Engineer. Hand -mixed batches shall not exceed a 4 cubic foot batch in volume. Material volume ratios shall not be leaner than 1 part cement, 2 parts large aggregate, 1 part fine aggregate and enough water to produce a consistent mix with a slump not to exceed 4 inches. Admixtures shall not be used unless specifically approved by the Engineer. 403.9 Excavation, Placing of Concrete, Finishing, Curing and Backfill Excavation, placing of concrete, finishing, curing and backfill shall conform to Item 401, "Structural Excavation and Backfill ", and Item 410, "Concrete Structures ". 403.10 Measurement Where measurement of concrete for a structure is not provided by another goveming pay item in the Project Manual, measurement shall be made under this specification in accordance with the following. The quantities of concrete of the various classifications which constitute the completed and accepted structure or structures in place will be measured by the cubic yard, each, square foot, square yard or linear foot as indicated in the Project Manual. Measurement will be as follows: (1) General (a) Measurement based on dimensions shall be for the completed structure as measured in place. However, field - measured dimensions shall not exceed those indicated on the plans or as may have been directed by the Engineer in writing. (b) No deductions shall be made for chamfers less than 2 inches in depth, embedded portions of structural steel, reinforcing steel, nuts, bolts, conduits less than 5 inches in diameter, prelpost tensioning tendons, keys, waterstops, weep holes and expansion joints 2 inches or less in width. 403 05/18195 Page 6 Concrete for Structures (c) No measurement shall be made for concrete keys between adjoining beams or prestressed concrete planks. (d) No measurement shall be made for Till concrete between the ends or adjoining prestressed concrete planks/box beams at bent caps or between the ends of prestressed concrete planks/box beams and abutment end walls. (e) No measurement shall be made for inlet and junction box invert concrete. (f) No measurement shall be made for any additional concrete required above the normal slab thickness for camber or crown. (2) Plan Quantity. For those items measured for plan quantity payment, adequate calculations have been made. If no adjustment is required by Article 403.11, additional measurements or calculations will not be required or made. (3) Measured in Place. For those items not measured for Plan Quantity payment, measurement wit be made in place. subject to the requirements of Article 403.10(1)(a) above. 403.11 Payment The work performed and materials furnished as prescribed by this item and measured in accordance with the applicable provisions of "Measurement" above will be paid for as follows. The quantity to be paid for will be that quantity shown on the contract plans and /or in the Project Manual, regardless of errors in calculations, 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. Quantities revised in this manner will not be subject to the provisions of the "General Conditions ", Article 11. (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 provisions of the "General Conditions ", Article 11 (3) 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 the "General Conditions ", Article 11. The party to the contract requesting the adjustment shall present to the other, a copy of the description and location, together with calculations of the quantity for the structure element involved. When this quantity is certified correct by the Engineer, it will become the revised plan quantity. Payment for increased or decreased costs due to a change in design on those items measured as "Cubic Yard ", "Each ", "Square Foot ", "Square Yard" or "Linear Foot" will be determined by Change Order. Quantities revised in this manner will be subject to the provisions of the "General Conditions ", Article 11. The unit prices bid for the various classes of concrete shown shall be full compensation for furnishing, hauling, and mixing all concrete material; placing, finishing and curing all concrete; all grouting and pointing; furnishing and placing drains; fumishing 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. Pay Item No. 403: (Structure or Structural Component) - Per (Unit Measure). End Ref.: 401, 405, 410 403 05/18/95 Page 7 Concrete for Structures (5) Mortar Mortar for bedding castings shall consist of 1 part cement and 3 parts sand meeting the requirements of fine aggregate 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, dry. 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 Applicable References: Standard Specifications Manual: Item Nos. 403 Standards Manual: Standard Detail Nos. 503 08/23/96 Page 2 Frames, Grates, Rings and Covers Item No. 504 Adjusting Structures 504.1 Description This item to consist of the removal and replacement of surfacing, furnishing of materials, adjusting existing structures, valve boxes, pull boxes, survey monument boxes, water meters, manholes and manhole castings to the locations or elevations indicated or as directed by the Engineer and in accordance with these specifications. This item to also consist of any pumping, bailing, drainage and Item No. 509, "french Safety Systems" for trench walls, when indicated. 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 required 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 at 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. For new manhole construction, the maximum vertical allowable ring adjustment shall be limited to one foot. For existing manhole adjustments that fall within the limits of overlay and street reconstruction projects, the maximum vertical allowable shall be limited to two feet. All other existing manholes shall have a maximum allowable ring adjustment of one foot (the maximum includes the depth of the ring casting). Any adjustment that exceeds the above shall be accomplished by replacement with new manhole cone sections. If after adjustment of an existing wastewater manhole, the depth of the adjustment rings or bricks will exceed 1 foot, the manhole cone shall be reconstructed in accordance with Item 506, "Manholes ", to make the adjustment to proposed grade. 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 to 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 Installation Details in Service Connection Guide. 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 fumished as prescribed by this item as indicated shall be measured per each. 504 08/25/95 - Page 1 Adjusting Structures 504.5 Payment The work performed and materials furnished and measured as provided above, will be paid 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: End Pay Item No. 504 -1SM: Pay Item No. 504 -1WM: Pay Item No. 504 -1WW: Pay Item No. 504 -2WW: Pay item No. 504 -3G: Pay Item No. 504 -3S: Pay Item No. 504 -3W: Pay Item No. 504 -4PB: Ref: 403, 506, 509, 510 Adjusting Storm Sewer Manholes to Grade - Per Each. Adjusting Water Meters - Per Each. Adjusting Wastewater Manholes - Per Each. Reconstruct Manhole Cone - Per Each. Adjusting Gas Valve Boxes to Grade - Per Each. Adjusting city of Austin Survey Monument Boxes to Grade - Per Each. Adjusting Water Valve Boxes to Grade - Per Each. . Adjusting Pull Boxes to Grade - Per Each. 504 08/25/95 Page 2 Adjusting Structures Item Na 505 Encasement and Encasement Pipe 505.1 Description This item shall consist of the furnishing of materials and the methods of constructing a concrete encasement or encasement pipe 505.2 Materials (1) Concrete Concrete shall conform to Class B Concrete, Item Na 403, "Concrete for Structures." (2) Pipe Concrete pipe shall conform to Item Na 510, "Pipe': CMP shall conform to Item Na 510, "Pipe" Steel Pipe shall conform to Item No. 510, "Pipe'. (3) Grout Grout shall consist of not less than 6 sacks per cubic yard Portland Cement and clean washed sand mixed with water. An air entraining admixture may be added to faciliate placement when acceptable to Engineer. 505.3 Construction Methods When indicated or acceptable to Engineer, concrete encasement shall be placed to protect the pipe No pipe or bedding shall be placed where the top of the pipe would have less than 30 inches of cover, where the ground water invades the trench or the trench bottom is of unstable material. Instead, the Engineer shall be notified and he may direct the Contractor to ehcase the pipe with concrete, change pipe material or use a higher strength class of pipe. Concrete encasement shall extend from 6 inches below to 6 inches above the outer projections of the pipe over the entire width of the trench in accordance with the appropriate City of Austin Standard. Ends of encasement pipe shall be bulkheaded with concrete blocks, bricks or stones, dry- stacked without mortar, sufficient to prevent the intrusion of trench backfill material into the encasement, but fitted loosely enough to facilitate the escape of water from the encasement should carrier pipe leakage or failure occur. 505.4 Measurement and Payment Concrete encasement will be measured by the linear foot, for size pipe being encased, complete in place Such measurement wit be made between ends of the encasement, along the central axis as installed. Encasement pipe will be measured by size encasement installed, complete in place Such measurement will be made between the ends of the pipe, along the central axis as installed. 505.5 Payment Work performed and materials furnished as prescribed by this item, will be subsidiary to Item Na 510, "Pipe' unless included as a separate pay item in the contract. When included for payment, it shall be measured as provided under "Measurement" and will be paid at the unit price bid per linear foot for "Concrete Encasement" or "Encasement Pipe of the size indicated, which price shall be full compensation for furnishing all materials, pipe for all preparation, hauling, installation and for all labor, tools, equipment and incidentals necessary to complete the work, including bench excavation and disposal of surplus material. Payment, when included as a contract Pay Item, will be made under one of the following: Pay Item No. 505-A: Concrete Encasement for Dia Pipe — Per Linear Foot. Pay Hem No. 505.8: Encasement Pipe Dia., Type — Per Linear Foot. End Ref: 403, 510 505 Rev. 09 /30/87 Page 1 Encasement and Encasement Pipe 506.1 Description This item shall govem construction of manholes complete in place and the materials used therein, including excavation, installation, backfilling and surface restoration. It shall also include furnishing and installing rings, covers, appurtenances and any pumping, and drainage necessary to complete the work. Wastewater manholes shall be acceptance tested by the Contractor. Water and Wastewater Standard Products Lists form a part of the Specifications. The Contractor shall submit descriptive information and evidence that the materials and equipment the Contractor proposes for incorporation into the Work is of the kind and quality that satisfies the specified functions and quality. Water and Wastewater Utility Standard Products Lists (SPL) form a part of the Specifications. Contractors may, when appropriate, elect to use products from the SPL; however, submittal to the E/A is still required. Should the Contractor elect to use any materials from these lists, each product shall be completely and clearly identified by its corresponding SPL number when making the product submittal. This will expedite the review process in which the FJA, and, if necessary the Water and Wastewater Utility Standard Products Committee, decides whether the products meet the Contract requirements and the specific use foreseen by the E/A in the design of this engineered Project. The purpose of the SPL's is to expedite review, by the E/A and, if necessary, the Water and Wastewater Utility Standard Products Committee, of Contractor product submittals. The SPL's should not be interpreted as being a pre- approved list of products necessarily meeting the requirements for a given construction Project. Standard Product List current at the time of plan approval will govem. 506.2 Materials and Components Item 506 Manholes (1) Concrete and Cement Stabilized Sand: All concrete shall conform to Item No. 403 "Concrete For Structures ". Cast in • place concrete shall be Class A, and precast concrete shall be Class I. All interior surfaces of wastewater manholes shall have a coating acceptable to the E/A or be otherwise acceptably protected from the acidic effects of municipal wastewater. Concrete for backfill of overexcavated areas shall be Class A or Class J as indicated. Cement stabilized sand for bedding or backfilling, where indicated or required, shall contain 2 bags of Portland Cement per cubic yard; sand shall be as defined for "Fine Aggregate" in Item No. 403 °Concrete For Structures. (2) Mortar: Mortar shall be composed of one part Portland Cement, one part masonry cement (or 1/4 part hydrated lime), and sand equal to 2 -1/2 to 3 times the sum of the volumes of the cements and time used. The sand shall meet the requirements for "Fine Aggregate" as given in Item No. 403 "Concrete For Structures ". (3) Reinforcement: Reinforcing steel shall conform to the requirements of Item No. 406, "Reinforcing Steel ". Secondary, non - structural steel may be replaced by collated fibrillated polypropylene fibers acceptable to the E/A in cast -in -place stormwater manholes. (4) Brick: Brick for ring adjustment courses and for stormwater manholes shall be of first quality, sound, hard burned, perfectly shaped brick conforming to the requirements of ASTM C 62 Grade SW or concrete brick meeting the requirements of ASTM C 55, Grade N -1. (5) Rings and Covers: Rings and covers shall conform to the requirements of Item No. 503, "Frames, Grates, Rings and Covers ". Replacement Rings and Covers, 24 " Diameter Lids: This ring and cover shall be used for the replacement of broken rings and covers, Minor Manhole Adjustment, or as otherwise directed by the E/A. Rings and Covers, 32 " Diameter Lids: This ring and cover shall be used for all new manhole construction, except as otherwise directed by the E/A. (6) Bulkheads: Bulkheads shall meet the requirements of Item No. 507 "Bulkheads ". Precast Base Sections, Riser Sections, and Cones: Precast concrete base sections, riser sections, and cones shall conform to the requirements of ASTM C 478. The width of the invert shall be specifically sized for the connecting pipes. Inverts shall be "U" shaped with a minimum depth of three fourths of the largest pipe diameter. The invert shall have a minimum difference of 0.10 feet between the inlet and outlet. Where lines enter the manhole up to 24 inches above the flowline of the outlet, the invert shall be filleted to prevent splashing and solids deposition. A drop pipe shall be provided for a sewer entering a manhole at more than 24 inches above the flowline of the outlet. Joints for wastewater base sections, riser sections, and cones shall conform to the requirements of ASTM C 443. Additionally, joint dimensions for 48 -inch inside diameter wastewater manhole sections and cones shall comply with STANDARD NO. 506 -12 0 -RING JOINT DETAIL or NO. 506 -13 WEDGE SEAL JOINT DETAIL. Precast bases for 48 inch inside diameter manholes shall have preformed inverts. Inserts acceptable to the E/A shall be embedded in the concrete wall of the manhole sections to facilitate handling; through -wall holes for lifting will not be permitted. Any voids 506 08123/96 Page 1 Manholes (7) between the pipe and boot shall be filled to the springline with a product recommended by the manhole manufacturer to prevent solids collection. (8) Precast Junction Boxes: Precast junction boxes shall be allowed only where indicated on the plans or acceptable to the E/A. Joints for wastewater junction boxes shall conform to the requirements of ASTM C 443. (9) Pipe -to- Manhole /Junction Box Assemblies: Precast bases and precast junction boxes shall have flexible, resilient and non - corrosive boot connectors or ring waterstops acceptable to the E/A conforming to the requirements of ASTM C 923 on all wastewater pipe connections. (10) Precast Flat-Slab Transition /Junction Box Lids: Precast slab transitions and lids shall be designed to safely resist pressures resulting from loads which might result from any combination of forces imposed by an HS -20 loading as defined by the American Association of State Highway and Transportation Officials (AASHTO). The joints of precast slab transitions and of lids for wastewater applications shall conform to the requirements of ASTM C443. (11) Precast - Prefabricated Tee Manholes: Tee manholes shall be allowed only where indicated on the plans or as directed by the E/A. The main pipe section shall conform to the requirements of Item No. 510, "Pipe ". The vertical manhole portion (tee) above the main pipe shall conform to the requirements of the precast components. The manhole tee shall have a minimum inside diameter of 48 inches and shall rise vertically centered or tangent to the main pipe, as indicated or as directed by the E/A. An access hole less than 48- inches in diameter shall be cut into the main pipe to allow a ledge for support of access ladders. Unless otherwise specified, the main pipe portion of the tee manhole shall be paid subsidiary to the unit tee manhole price. (12) Precast Grade Rings: Rings shall be reinforced Class A or I concrete. Precast Grade Rings, 24-1/2" Inside Diameter: This adjustment ring shall be used only for adjusting existing manholes with 24 inch lids and for Wastewater Access Device. Inside to outside diameter dimension of ring shall be 6" with a thickness of 3" to 6 ". Precast Grade Rings, 35 " Inside Diameter. This adjustment ring shall be used for all new manhole construction with 32" lids. Inside to outside diameter dimension of ring shall be 6" with a thickness of 4" to 6 ". (13) New Manhole Construction and Minor Manhole Adjustment: New manhole construction and minor manhole adjustments shall be performed as indicated on Std. Detail 506-4, "New Manhole Construction and Minor Manhole Adjustment", and shall consist of adding precast reinforced concrete rings to adjust the manhole to final grade. For new manhole construction, the maximum vertical allowable ring adjustment shall be limited to 18 inches (the maximum includes the depth of the ring casting). For existing manhole adjustments that fall within the limits of overlay and street reconstruction projects, the maximum vertical allowable shall be limited to two feet (the maximum includes the depth of the ring casting). All other existing manholes shall have a maximum allowable ring adjustment of one foot (the maximum includes the depth of the ring casting). Any adjustment that will exceed these requirements shall be accomplished as indicated on Std. Detail 506-2, and as described below in (14) "Major Manhole Adjustment ". All manholes not located in paved areas shall have bolted covers. (14) Major Manhole Adjustment: Any adjustment that exceeds the requirements of (13) Minor Manhole Adjustments, shall be accomplished as indicated on Std. Detail 506-2, "Major Manhole Adjustment ", and shall consist of any combination of removing the concrete rings, and/or the manhole cone section, and /or the straight riser section of the manhole to bring the manhole to final grade. All manholes not located in paved areas shall have bolted covers. (15) Waterproofing Joint Materials: 0 -rings and wedge seals for the joints of all wastewater manholes, and for stormwater manholes when indicated, shall conform to the requirements of ASTM C443. Cold applied preformed plastic gaskets for stormwater manholes shall be as specified in Item No. 510, "Pipe ". Connections between reinforced concrete wastewater manhole structures and pipes shall meet the requirements of ASTM C923. 506 08/23/96 Page 2 Manholes 506.3 Construction All manholes shall have a minimum inside diameter of 48 inches. Manhole base section or junction box dimension shall be appropriately increased to accommodate all converging pipe. A minimum horizontal clearance of 12 inches shall be maintained between adjacent pipes. Pipe ends within the base section or junction box walls shall not be relied upon to support overlying manhole dead and live load weights. All wastewater branch connections to new or existing mains shall be made at manholes with the influent pipe crown installed at the elevation of the effluent pipe crown. Where lines enter the manhole up to 24 inches above the flowline of the outlet, the invert shall be sloped upward to receive the flow, thus preventing splashing or solids deposition. Where the springline of an influent pipe is 24 inches or more above the springline of the effluent pipe, a drop manhole shall be used. Construction of extensions to existing systems shall require placement of bulkheads at locations indicated or directed by the E/A. Unless otherwise indicated, stormwater manholes shall have eccentric cones; wastewater manholes shall have concentric cones, except on manholes over large mains where an eccentric cone shall be situated to provide access to an invert ledge. Eccentric cones may be used where conflicts with other utilities dictate. Flat -slab tops may be used where clearance problems exist; see 506.2(10) above. Manholes shall be founded at the established elevations on uniformly stable subgrade. Unstable subgrade shall be over - excavated a minimum of 12 inches and replaced with a material acceptable to the E/A. Precast base units shall be founded and leveled on a 6 inch coarse aggregate bedding. A pipe section with a prefabricated tee manhole and half the length of the adjoining pipe sections on each side shall be founded on a minimum of 6 inch unreinforced Class A concrete. The cast -in- place concrete cradle shall be poured against undisturbed trench walls up to the pipe's springline. All adjustments shall be completed prior to the placement of the final surface. Manhole components to be reused shall be carefully removed and the contact areas shall be cleaned of at 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 raising the elevation of the top of the manhole in accordance with 506.2 (13) New Manhole Construction and Minor Manhole Adjustment 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. Cast -in -place foundations shall have a minimum depth of 12 inches at the invert flowline. The widths of all manhole inverts shall be specifically sized for the connecting pipes. Inverts shall be "U" shaped with a minimum depth of three fourths of the largest pipe diameter. The invert shall have a minimum fall of 0.10 of a foot between the inlet and outlet. The lowermost riser section may be set in the concrete while still green, after which the foundation shall be cured a minimum of 24 hours prior to proceeding with construction of the manhole up to 12 feet in depth. The foundation shall be cured an additional 24 hours prior to continuing construction above the 12 foot level. Manhole depth shall be measured from the invert flowline to the finish surface elevation. Wastewater manholes having cast in place foundations may be constructed over existing wastewater pipes, except polyvinyl chloride (PVC), and the top half of the pipe removed to facilitate invert construction. The manhole bottom shall rise from the springline elevation of the pipe, approximately one inch for each 12 inches of run (8 %). Wastewater manholes with lines larger than 18 inches shall require precast bases; manholes constructed over in -service mains however, may be built on cast -in -place foundations if the flow cannot be interrupted. Precast and cast -in -place wastewater junction boxes shall be allowed only where indicated on the plans or- acceptable to the E/A. The floors of stormwater manholes also, shall rise outwardly from the springline on a slope of 1:12 (8 %). Wastewater lines, except reinforced concrete pipe, set in cast -in -place foundations, shall require a waterstop seal or gasket acceptable to the E/A around the outside perimeter of the pipe. It shall be approximately centered under the manhole section wall. Cast -in -place stormwater manholes, junction boxes and flat -slab transitions shall be reinforced, Class A concrete. All structural concrete work shall conforrn to Item No. 410, "Concrete Structures ", Forms will be required for all cast -in -place walls above the foundation. Where the surrounding material can be trimmed to a smooth vertical face, outside forms may be omitted. Backfilling for manholes shall conforrn to the density requirements of Item No 510, "Pipe ". Manhole construction in roadways may be staged to facilitate base construction. Manholes constructed to interim elevations shall be covered with steel plates of sufficient thickness to support vehicular traffic. Steel plates on wastewater manholes shall be set in mortar to minimize inflow. 506 08/23/96 Page 3 Manholes Manholes shall be completed to finish elevation prior to placement of the roadways finish surface. The excavation for completion of manhole construction shall be backfilled with cement stabilized sand (2 sacks per cubic yard) up to the bottom of Portland Cement pavement slabs or to within Iwo (2) inches of finish elevation of asphaltic concrete pavements. The cement stabilized sand shall be a minimum of 12 incites thick. After rings and covers are set to grade, the inside and outside of the concrete rings shall be wiped with mortar so placed as to form a durable water -tight joint smooth and even with the manhole cone section. No grouting shall be performed when the atmospheric temperature is at or below 40° F, and when necessary, because of a sudden drop in temperature, joints shall be protected against freezing for at least 24 hours. 506.4 Acceptance Testing of Wastewater Manholes: Manholes shall be tested separately and independently of the wastewater fines. (1) Test by the Vacuum Method: - A vacuum test shall be performed by the Contractor prior to backfilling those manholes that fall within the right -of -way that require detouring of vehicular traffic. A second vacuum test will not be required after backfilling and compaction is complete unless there is evidence that the manhole has been damaged or disturbed subsequent to the initial vacuum test. For manhole installations which do not require detouring of vehicular traffic, the vacuum method is recommended and may be used by the Contractor prior to backfilling the manhole to insure proper installation so that defects may be located and repaired; however, a vacuum test shall be performed after backfilling, and compaction are complete. Testing after backfill and compaction are complete will be the basis for acceptance of the manhole. (a) Equipment: 1. Manhole vacuum tester shall be by P.A. Glazier, Inc., Cheme Industries, or other manufacturer acceptable to the E/A. 2. Pipe sealing plugs shall have a load resisting capacity equal to or greater than that required for the size of the connected pipe to be sealed. (b) Procedures — applicable to new 4' -0" diameter manholes. 1. Manhole section interiors shall be carefully inspected; units found to have through -wall lift holes, or any penetration of the interior surface by inserts provided to facilitate handling, will not be accepted. Coating shall be applied after the testing unless coating is applied before installation or unless it is applied at the factory. All lift holes and exterior joints shall be plugged with an acceptable non - shrink grout. No grout shall be placed in horizontal joints. 2. After cleaning the interior surfaces of the manhole, the Contractor shall place and inflate pneumatic plugs in all of the connecting pipes to isolate the manhole; sealing pressure within the plugs shall be as recommended by the plug manufacturer. Plugs -and the ends of pipes connected by flexible boots -shall be blocked to prevent their movement during the vacuum test. 3. The vacuum test head shall be placed on the top of the cone section or, inside of the top of the manhole cone section, and the compression seal band inflated to the pressure recommended by its manufacturer. The vacuum pump shall be connected to the outlet port with the valve open. When a vacuum of 10 inches of mercury ( -5 psig) has been attained, the valve shall be closed and the time noted. Tampering with the test equipment will not be allowed. 4. The manhole shall have passed the test if the vacuum does not drop below 9 inches of mercury ( -4.5 psig) within three (3) minutes of the time the valve was closed. The actual vacuum shall be recorded at the end of the three (3) minutes during which the valve was closed. 5. When the standard vacuum test cannot be performed because of design or material constraints (examples: T- Type manholes, T -Lock Liners, or other reasons acceptable to the E/A), testing of individual joints shall be performed as directed by the E/A. (2) Test by the Exfiltration Method • At the discretion of the EIA, the Contractor may substitute the Exfiltration Method of testing for the Vacuum test described in 506.4(1) above. This method may only be used when ground water is not present. If ground water is 506 08/23/96 Page 4 Manholes present a Vacuum Test shall be used unless otherwise directed by the E/A. All backfilling and compaction shall be completed prior to the commencement of testing. (a) Procedures: 1. Manhole section interiors shall be carefully inspected; units found to have through -wall lift holes, or any penetration of the interior surface by inserts provided to facilitate handling, will not be accepted. Coating shall be applied after the testing unless coating is applied before field assembly, or at the factory. All lift holes and exterior joints shall be plugged with an acceptable non -shrink grout. No grout shall be placed in horizontal joints. 2. After cleaning the interior surface of the manhole, the Contractor shall place and inflate pneumatic plugs in all of the connecting pipes to isolate the manhole; sealing pressure within the plugs shall be as recommended by the plug manufacturer. 3. Concrete manholes shall be filled with water or otherwise thoroughly wetted for a period of 24 hours prior to testing. At the start of the test, the manhole shall be filled to the top with water. The test time shall be 1 hour (60 minutes). The Construction Inspector must be present for observation during the entire time of the test. Permissible loss of water in the 1 hour test time is 0.025 gallons per diameter foot, per foot of manhole depth. For a 4 foot diameter manhole, this quantity converts to a maximum permissible drop in the water level (from the top of the manhole cone) of 0.05 inches per foot of manhole depth (0.5 inches for a 10 foot deep manhole). (3) Failure to Pass the Test — Records of Tests If the manhole fails to pass the initial test method as described in (1) Test by the Vacuum Method and, if allowed, (2) Test by the Exfiltration Method, or if visible groundwater leakage into the manhole is observed, the Contractor shall locate the leak, if necessary by disassembly of the manhole, checking gaskets and replacing if necessary, re- lubrication and re- assembly, or Contractor may install an acceptable exterior joint sealing product (see SPL UWJ- 146A) on all joints and then retested, If any manhole fails the vacuum and /or exfiltration test twice, the Contractor shall consider replacing that manhole. If the Contractor chooses to attempt to repair that manhole, the manhole must be retested until it passes. In no case shall cold applied preformed plastic gaskets be used for repair. Records of all manhole testing shall be made available to the E/A at the close of each working day, or as otherwise directed. Any damaged or visually defective products, or any products out of acceptable tolerance shall be removed from the site. At a minimum, test Records shall include the following and shall be part of the Project records turned in with the acceptance package. Name of the manhole manufacturer Date tested/date re- tested Passed /failed and state what was done to correct the problem Test Method Used Location /station of manhole Precast/cast -in- place bottom Type of Coating Any repairs made to the joints. (4) Inspection: The E/A shall make a visual inspection of each manhole after it has passed the testing requirements and is considered to be in its final condition. The inspection shall determine the completeness of the manhole; any defects shall be corrected to the E/A's satisfaction. 506.5 Measurement: All junction boxes and manholes of the type indicated shall be measured as units complete in place New manholes constructed to interim elevations to facilitate stage construction shall be measured as one unit regardless of the number of interim elevations constructed. All labor, materials and other expenses necessary for the stage construction shall be considered subsidiary to the completed unit. 506.6 Payment: Payment for completed junction boxes and manholes of the type indicated shall be made at the unit price bid for each including all labor, equipment, materials, time and incidentals necessary to complete the work. 506 08/23/96 Page 5 Manholes The intended use of each item shall be designated by a two -letter code (Wastewater = WW; Stormwater = SW) in the spaces provided after the pay item number: 1. Pay Item No. 508 M_: New Manhole Construction, _ Dia. Per Each 2. Pay Item No. 506 S_ Special Manhole, Dia. Per Each 3. Pay item No. 506 DWW: Drop Manhole, _ Dia. Per Each 4. Pay Item No. 506 C : Centered Tee Manhole, _ Dia. x _ Dia. Per Each 5. Pay item No. 508 T Tangent Tee Manhole, _ Dia. x _ Dia. Per Each 6. Pay Item No. 506 J Junction Box, _ Ft x _ Ft Per Each 7. Pay Item No. 506 2 Major Manhole Adjustment, _ Dia. Per Each 8. Pay Item No. 506 4_ Minor Manhole Adjustment, _ Dia. Per Each End Applicable References: Standard Specifications Manual: Item Nos. 403, 406, 410. 503, 507, 510 Standards Manual: Standard Detail Nos. 100-1, 503 -2, 503-3, 506 -1, 506-2, 506 -3, 506 -4, 506 -5, 506-7, 506 -8, 506-9, 506 -10, 506 -11, 506 -12, 506 -13 Utilities Manual: Section 2, Water and Wastewater Design Criteria 506 08/23/96 Page 6 Manholes 509.1 Description 509.2 Trench Safety System Plan Submittal The Trench Safely System Plan submittal shall include: Item No. 509 Trench Safety Systems This item consists of designing, furnishing, installing, dewatering, maintaining and removing safety systems for trench excavations as determined by Contractor's Trench Safety Engineer and /or Contractor's Competent Person(s). This includes special clearing, excavation and backfilling for safety systems. At a minrrnurn, this work shall conform to United States Department of Labor Rules 29 CFR, Part 1926 (OSHA). Prior to, or at the Pre - Construction Conference, - the - Contractorshall submit to Owner a Trench Safety System Plan sealed by a Professional Engineer registered in the State of Texas. Notice To Proceed with construction will not be issued by'Owner until Contractor has submitted a Trench Safety System Plan to Owner. The Trench Safety System Plan at a minimum, shall conform to OSHA standards for sloping of sides, utilization of trench boxes, and /or utilization of shoring, sheeting and bracing methods. Contractor shall be responsible for obtaining the • necessary geotechnical information to design the Trench Safety System Plan; however, if geotechnical information was obtained by Owner - for the design of the improvements (normally taken at 500 foot intervals along the proposed centerline to a depth not exceeding five feel below proposed flowline), it shall be provided to Contractor for information purposes subject to the provisions of Section 00220 Soil Investigation Data. (1) A plan or other designation of areas in which each type of system is to be used, including length of trench to be opened, length of time trench to remain opened, means of egress, storage of materials, allowable loads on trench walls, methods for filling /compacting bedding /backfill within the safety of the system, removal - of system and equipment restrictions. (2) Drawings or manufacturer's data describing various elements of Trench Safety System with sufficient detail for workers to properly install Trench Safety System, as applicable. (3) Recommendations and limitations for using systems. (4) Sealed engineering calculations and/or equipment manufacturer's certifications, as applicable, showing that system is designed to withstand anticipated loadings and can be fully installed in designated space within the street right of way or easement provided by Owner. (5) Certificate of Insurance of Trench Safety Engineer's Professional Liability Insurance coverage wiitten by a company acceptable to Owner and authorized to do business in State of Texas at time policy is issued. Contractor's Trench Safety Engineer shall carry and maintain coverage with minimum limits of $500,000. 509.3 Trench Safety System Plan Review Review of the Trench Safety System Plan by Owner is only for general conformance to OSHA standards and regulations. Owner's failure to note exception(s) to the submittal does not relieve Contractor of any or all responsibility or liability for the Trench Safety System Plan. Contractor remains solely and completely responsible for all trench safety systems and for the means, methods, procedures, and materials therefor. 509.4 Construction Methods Contractor's Competent Person(s) shall maintain a copy of and implement OSHA trenching safety regulations at the worksite. Trenching shall be completed to lines and grades indicated or as specified in various technical specification items requiring excavation and trenching and/or backfilling. Contractor shall perform all trenching in a safe manner and maintain safety systems to prevent death or injury to personnel or damage to structures, utilities or property in or near excavation. If evidence of possible cave -ins or slides is apparent or an installed trench safety system is damaged, work in trench shall immediately cease and personnel evacuated from hazardous area and Owner notified. Personnel shall not re -enter excavation until necessary repairs or replacements are completed, inspected and approved by 510 11211)193 1 Trench Safely Systems Contractor's Competent Person(s). Repair and replacement of damaged safety system shall be at Contractors sole expense, 509.5 Changed Conditions When changed conditions require modifications to the Trench Safety System. Contractor shall provide a new design or an alternate Trench Safety System designed by Contractors Trench Safety Engineer adequate for conditions encountered. Copies thereof shall be provided to Owner in accordance with 509.2 "Trench Safety Plan Submittal ". A copy of the most current Trench Safety System shall be maintained on site and made available to inspection and enforcement officials at all times Changes to the Trench Safety System Plan initiated by Contractor for operational efficiency or by changed conditions that could be reasonably anticipated will not be cause for contract time extension or cost adjustment thereof. When changes to the Trench Safety System Plan are the result of severe and uncharacteristic natural conditions or other conditions totally out of the control of Contractor, Contractor may make a written request to Owner for a Change Order to address said work. Contractor shall notify Owner in writing immediately, but no later than 24 hours, whenever changed conditions are encountered that Contractor may claim for additional compensation. Only that work that Contractor deems immediately necessary to protect the safety of walkers arid public, equipment or materials may be accomplished until Contractor makes the written request foi a Change Order arid Owner has a reasonable opportunity to investigate and respond in writing to the request. 509.6 Measurement Trench Safety Systems shall be measured by linear foot through manholes and other appurtenances along the centerline of trench conforming to Contractor's plans and specifications. 509.7 Payment Payment for Trench Safely Systems, measured as prescribed above, will be made at unit price bid pei centerline linear foot 01 trench per Contractor's plan and specifications which price shall include designing, furnishing. installing. dewalerurg, maintaining, replacing and removing the Trench Safety Systems, sloping. special clearing. and excavation necessary to safely implement the Trench Safety System Plan. Payment will be made under the following: Pay Item No. 509 -1: Trench Safety Systems (all depths) Per Linear Foot. END Ref. 104, 110, 111, 120, 130, 401, 414, 501, 502, 504, 506, 508, 510. 511, 551, 558. 559. 591, 593. 594 5119 112/19/93 2 Trench SaIet S■sIcmT. 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 Stone SIEVE SIZE PERCENT RETAINED BY WEIGHT 1 -1/2" 0 1" 0-10 1/2" 40-85 #4 90-100 #8 95-100 Item No. 510 Pipe 510.1 Description This item shall consist of famishing and installing all pipe and/or materials for constructing pipe mains, sewers, laterals, stubs, inlet leads, service connections and culverts, including alt applicable Work such as excavating, bedding, jointing, backfilling materials, tests, concrete trench cap, concrete cap and encasement, etc., prescribed under this item in accordance with the provisions of the Edwards Aquifer Protection Ordinance, when applicable, and City of Austin Utility Criteria Manual, Section 5, "Cuts in Public Right of Way ". The pipe shall be of the sizes types, pass and dimensions indicated or as designated by the E!A 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 published standard practices of the trade associations for the material specified and to the lines and grades indicated. This item shall include any pumping, bailing, drainage and Item No. 509, "Trench Safety Systems" for trench walls, when indicated or applicable.. Unless otherwise provided, this item shall consist of 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. The Contractor shall submit descriptive information and evidence that the materials and equipment the Contractor proposes for incorporation into the Work is of the kind and quality that satisfies the specified functions and quality. Water and Wastewater Utility Standard Products Lists (SPL) form a part of the Specifications. Contractors may, when appropriate, elect to use products from the SPL; however, submittal to the E/A is still required. Should the Contractor elect to use any materials from these lists, each product shall be completely and clearly identified by its corresponding SPL number when making the product submittal. This will expedite the review process in which the E/A, and, if necessary, the Water and Wastewater Utility Standard Products Committee, decides whether the products meet the Contract requirements and the specific use foreseen by the EA in the design of this engineered Project. The purpose of the SPL's is to expedite review, by the E/A and, if necessary, the Water and Wastewater Utility Standard Products Committee, of Contractor product submittals. The SPL's should not be interpreted as being a pre - approved list of products necessarily meeting the requirements for a given construction Project. Items contained in the SPL cannot be substituted for items shown on the Drawings, or called for in the specifications, or specified in the Bidding Requirements, Contract Forms and Conditions of Contract, unless approved by the E/A in conjunction with the Water and Wastewater Utility Standard Products Committee. The Standard Product List current at the time of plan approval will govern. Pipe bedding stone shall be clean gravel, crushed gravel or crushed limestone, free of mud, clay, vegetation or other debris, conforming to ASTM C 33 for stone quality. Size gradation shall conform to ASTM C -33 No. 57 or No. 67 or the following Table: 510 08/23/96 Page 1 Pipe (b) Foundation Rook 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 dean, 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 TXDOT Test Method Tex- 406-A, plus the weight of any clay lumps, shall not exceed 4.5 percent by weight. 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: GRADATION TABLE SIEVE SIZE % RETAINED BY WEIGHT 1/4" 0 #60 75-100 #100 95-100 (c) Stone Screenings Stone screenings shall be free of mud, clay, vegetation or other debris, and shall conform to the following Table: SIEVE SIZE % PASSING 3/8" 100 No. 4 95 to 100 No. 8 80 to 100 No. 16 50 to 85 No. 30 25 to 60 No. 50 10 to 30 No. 100 2 to 10 All screenings shall be the result of a rock crushing operation. (4) Flowable Backfill Flowable backfill shall conform to Item 402, " Flowable Backfill". (5) Pea Gravel Pea gravel bedding shall be dean washed material, hard and insoluble in water, free of mud, day, silt, vegetation or other debris. Stone quality shall meet ASTM C 33. Size gradation shall be as follows: SIEVE SIZE PERCENT RETAINED BY WEIGHT 3/4" 0 1/2" 0-25 1/4" 90-100 510 08/23/96 Page 2 Pipe (6) Select Backfill or Borrow This material shall consist of borrow or suitable material excavated from the trench. It shall be free of stones or rocks over 8 inches and shall have a plasticity index of less than 20. The moisture content at the time of compaction shall be within 2 percent of optimum as determined by TXDOT Test Method Tex- 114-E. Sandy loam borrow will not be allowed unless shown on the Drawings or authorized by the E/A. All suitable materials from excavation operations not required for backfilling the trench may be placed in embankments, if applicable. All unsuitable materials that cannot be made suitable shall be considered surplus excavated materials as described in 510.3(13). The Contractor may, if approved by the engineer, modify unsuitable materials to make them suitable for use. Modification may include drying, removal or crushing of over -size material, and lime or cement treatment. (7) Cement Stabilized Backfill When indicated or directed by the E/A, all backfill shall be with cement - stabilized backfill rather than the usual materials. Unless otherwise indicated, cement stabilized backfill material shall consist of a mixture of the dry constituents 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 E/A. (8) Pipe General Fire line leads and fire hydrant leads shall be ductile iron. Domestic water services shall not be supplied from fire service leads, unless the domestic and fire connections are on separately valved branches with an approved backflow prevention device in the fire service branch. All wastewater force mains shall be constructed of ductile iron pipe Pressure Class 250 minimum for pipe greater than 12 inch size and Pressure Class 350 for pipe 12. inch size and smaller. Wastewater pipe shall be in accordance with Water and Wastewater Utility's Standard Products List SPL WW- 534 and shall have a corrosion resistant interior lining acceptable to the Owner. All water pipe within utility easements on private property shall be Ductile Iron Pipe, Pressure Class 350 minimum for pipe 12 inch size and smaller and Pressure Class 250 minimum for pipe greater than 12 inch size wrapped as indicated. 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 connections to Concrete Pressure Pipe installed in utility easements on private property. Approved service clamps or saddles shall be used when tapping ductile iron pipe 12 inch size and smaller. All service tubing (3/4 inch thru 2 inches) installed in utility easements on 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 E/A at the pipe manufacturing plant and at the project site prior to and during installation. All water distribution pipe and fittings shall be listed in the Fire Protection Equipment Directory published by the Underwriter's Laboratories, Inc., or shall be Factory Mutual approved for fire service. (a) Reserved (b) Iron Pipe Iron pipe shall be ductile iron pipe meeting all requirements of standards as follows: -For push -on and mechanical joint pipe: AVWVA C -151 -For flanged pipe: AWWA C -115 Barrels shall have a nominal thickness required by Table 1 of AWWA C -115, which thickness corresponds to Speclal Class 53 in sizes through 54 inch, and Class 350 in 60 and 64 inch sizes. Flanges shall be ductile iron (gray iron is not acceptable); they shall be Class 125 flanges as shown in ANSI /ASME 816.1; and shall conform to dimensions shown in Table 2 and Figure 1 of AWWA C115 ;these have drilling which is standard for all flanges used with pipe, valve, and equipment units in the City of Austin water distribution and wastewater force main systems. Flanges shall be fabricated and attached to the pipe barrels by U.S. fabricators using flanges and pipe barrels of U.S. manufacture. If fabrication is to be by other than the pipe barrel manufacturer, a complete product submittal and approval by the Water and Wastewater Utility will be required. Additionally, such fabricator shall furnish certification that each fabricated joint has been satisfactorily tested hydrostatically at a minimum pressure of 300 psi. - Linings and Coating: 510 08/23/96 Page 3 Pipe Interior surfaces of all iron water pipe shall be cement- mortar lined and seal coated as required by AWWA 0104. Inferior surfaces of all iron wastewater line and force main pipe shall be coated with a non - corrosive lining material as indicated on Water and Wastewater Utility's Standard Products List SPL WW-534. Pipe exteriors shall be coated as required by the applicable pipe specification. The type and brand of interior lining shall be dearly marked on the outside of the pipe and fittings. Except as authorized by the EJA, only one type and brand of pipe lining shall be used on a given project. Except as described above for flanged pipe (Thickness Class 53) and where not otherwise indicated, ductile iron pipe shall be minimum Class 250 as defined by ANSI /AV VA C150/A21.50- current; all ductile iron pipe and flanges shall meet the following minimum physical requirements: -Grade 60-42 -10: - Minimum tensile strength: 60,000 psi (414 MPa). - Minimum yield strength: 42,000 psi (290 MPa). - Minimum elongation: 10 percent. The flanges for AW WA C115 pipe may be also be made from: Grade 70 -50 -05: - Minimum tensile strength: 70,000 psi (483 MPa). - Minimum yield strength: 50,000 psi (345 MPa). - Minimum elongation: 5 percent. 1. Ductile Iron Fittings: Fittings shall be push -on, flanged or mechanical joint as indicated or approved and shall meet all requirements of standards as follows: 2. Joint Materials -Sizes 4 inch through 24 inch: AWWA C -110 or AVVWA C -153 -Sizes larger than 24 inch: AWWA C -110. - Lining and Coating: Interior surfaces or all iron water pipe fittings shall be lined with cement - mortar and seal coated as required by AWWA C104. Interior surfaces of all iron wastewater and force main fittings shall be coated with a non - corrosive lining material acceptable to Owner. Fitting exteriors shall be coated as required by the applicable pipe specification. Gaskets for mechanical joints shall conform to ANSI /AWWA A21.11 /C -111. Joining 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. Gaskets for flanged joints shall be continuous full face gaskets, of 1/8 inch minimum thickness of natural or synthetic rubber, cloth - reinforced rubber or neoprene material, preferably of deformed cross section design and shall meet all applicable requirements of ANSI /AWWA P21.11/C -111 for gaskets. They shall be manufactured by, or satisfy all recommendations of, the manufacturer of the pipe/fittings being used and be fabricated for use with Class 125 ANSI 816.1 flanges. Tee -head bolts, nuts and washers for mechanical joints shall be high strength, low alloy, corrosion resistant steel stock equal to "COR -TEN A" having UNC Class 2 rolled threads or alloyed ductile iron conforming to ASTM A 536; either shall be fabricated in accordance with ANSI/AWWA A21.11 /C -111. Hex head bolts and nuts shall satisfy the chemical and mechanical requirements of ASTM A449 SAE Grade 5 plain, and shall be fabricated in accordance with ASTM 8 18.2 with UNC Class 2 rolled threads. Either Tee -Head or Hex -Head bolts, nuts and washers as required, shall be protected with bonded fluoropolymer corrosion resistant coating where specifically required by the E/A. All threaded fasteners shall be marked with a readily visible symbol cast, forged or stamped on each nut and bolt, which will identify the fastener material and grade. The producer and the supplier shall provide adequate literature to facilitate such identification; painted markings are not acceptable. ' 510 08/23/96 Page 4 Pipe 510 08/23/96 3. Polyethylene Film Wrap All iron pipe, fittings and accessories shall be wrapped with standard 8 mil (minimum) low density polyethylene film or 4-mil (minimum) cross laminated high - density polyethylene conforming to AWWA C -105, with at edges overlapped and taped securely with duct tape to provide a continuous wrap to prevent contact between the piping and the surrounding backfill. Repair at punctures of the polyethylene, including those caused in the placement of bedding aggregates, with duct tape to restore the continuous protective wrap before backfilling. 4. Marking Each pipe joint and fitting shall be marked as required by the applicable AWWA specification. This includes in all cases' Manufacturers identification, Country where cast, year of casting, and "DUCTILE" or "Dr. Barrels of flanged pipe shall show thickness Bass, others shall show pressure Gass. The flanges of pipe sections shall be stamped with the fabricators identification; fittings shalt show pressure rating, the nominal diameter of openings and the number of degrees for bends. Painted markings are not acceptable. (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 fomi and compaction by mechanical devices which will assure a dense concrete. Concrete shall be mixed in a central batch plant or other approved batching facility from which the quality and uniformity of the concrete can be assured. Transit mixed concrete shall not be acceptable for use in precast pipe. The pipe shall be Class III 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; it shall be acceptably lined for corrosion protection. 2. Marking Each joint of pipe shall be marked with the pipe class, the date of manufacture, the manufacturer's name or trade mark, diameter of pipe and orientation, if required. Pipe marking shall be waterproof and conform to ASTM C 76. 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 below in "Mortar. b. Cold Applied Preformed Plastic Gaskets Cold Applied Plastic Gaskets shall be suitable for sealing joints of tongue and groove concrete pipe. The gasket sealing the joint shall be produced from blends of refined hydrocarbon resins and plasticizing compounds reinforced with inert mineral filler and shall contain no solvents, irritating fumes or obnoxious odors. The gasket joint sealer shall not depend on oxidizing, evaporating or chemical action for its adhesive or cohesive strength and shall be supplied in extruded rope form of suitable cross section. The size of the plastic gasket joint sealer shall be in accordance with the manufacturers recommendations and sufficient to obtain squeeze -out around the joint. The gasket joint sealer shall be protected by a suitable removable wrapper 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: Page 5 Pipe 5. Bends Composition Test Method Typical Analysis Bitumen (petroleum ASTM 0 4 50-70 plastic content) (% by weight) Ash -inert Mineral Water Tex -526 -C 30-50 (% by weight) Volatile Matter (at 325 F) Tex -506 -C 2.0 Maximum (% by weight) The gasket joint sealing compound when immersed for 30 days at ambient room temperature 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 H2S solution shall show no visible deterioration. The physical properties of the gasket joint sealing compound as shipped shall meet the following requirements: Test Typical Analysis Property Method Minimum Maximum Specific Gravity at 77 F ASTM D 71 1.20 1.35 Ductility at 77F (cm) Minimum Tex -503 -C 5.0 - Softening point Penetration: Tex -505 -C 275 F 32 F (300 g) 60 sec Tex -502 -C 75 77 F (150 9) 5 sec Tex -502 -C 50 120 115 F (150 9) 5 sec Tex -502 -C 150 Flashpoint C.O.C. F Tex -504-C 600 F Fire Point C.O.C. F Tex -504-C 625 F 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 blisters or foreign matter and shall be wire brushed. For 0 -ring joints, the gasket and the inside surface of the bell shall be lubricated with a light film of soft vegetable soap compound to facilitate assembly of the joint. The rubber 0 -ring gasket shall be stretched uniformly in the joint. Wedge seal type ("Forsheda" pre - lubricated) gaskets may be used if joint details submitted are approved; installation of such gaskets shall be in strict accordance with the manufacturer's recommendations, and shall be the sole element depended upon to make the joint flexible and watertight. In wastewater lines no horizontal or vertical angles in the alignment of 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. When horizontal or vertical angles in the alignment of storm sewers are indicated, the bend or angle shall be constructed by cutting on a bias one or both pipes as may be required for the alignment indicated. The pipe cut shall be sufficiently long to allow exposing the reinforcement, which shall be bent, welded and incorporated into the pipe bend and reinforced concrete collar to maintain the structural integrity. The collar shall be 6 inches minimum, reinforced with #4 bars on a 1 foot center both directions. Builder's hardware Goth may be used on the outside of the joint to aid in holding cementing materials in place. Plywood, fiberboard or other materials placed on the inside of the pipe as formwork shall be removed as soon as the joint materials have obtained initial set, after which the inside surface of the pipe joint shall be finished smooth and true to the line and grade established. The Contractor may use prefabricated bends meeting the specification requirements in lieu of field fabricated bends. All bends shall be watertight, have a smooth flow line and be equal or greater in strength to the adjacent pipe. Horizontal or vertical changes in alignment in wastewater lines shall be accomplished by use of manholes. With the E/A's approval, horizontal changes in alignment may be made by the "Joint Deflection" method. Joint deflection is limited by regulations of the Texas Natural Resource Conservation Commission (TNRCC) to 80 percent of the maximum recommended by the manufacturer, such deflection may not' exceed 5 degrees at any joint. Changes in alignment using pipe flexure shall not be allowed. 510 08/23196 Page 6 Pipe 510 08/23/96 6. Sulfide and Corrosion Control All concrete pipe used for wastewater installations shall be protected from sulfide and corrosion damage by using limestone aggregate. (d) Concrete Steel Cylinder (CSC) Pipe 1. General Requirements The Contractor shall submit to the EIA for approval along with other required data a tabulated layout schedule with reference to the stationing and grade lines to be used. The manufacturer shall fumish all fittings and special pieces required for closures, 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 shall be required to indicate the location of each pipe length or special joint in the line and such markings wit be referenced to the layout schedules and drawings and submitted for approval. Concrete steel cylinder fittings shall be tested as required by the applicable AVWVA Standards. 2. Design and Inspection Where not otherwise indicated, concrete steel cylinder pipe shall be Class 150, designed to withstand a vacuum of not less than 28 feet of water. Valve reducers, tees and outlets from a pipe run shall be designed and fabricated so that all stresses are carried by the steel forming the fitting or outlet. Concrete steel cylinder pipe shall meet one of the following specifications: AWWA C -301 - Any Size AWWA C -303 - 24 inch maximum size All pipe flanges shall conform to AWWA C -207, requirements for standard steel flanges of pressure 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. Ail concrete steel cylinder fittings shall be constructed of steel plate of adequate strength to withstand both internal pressure and external 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 centrifugally spun lining need not be reinforced. Minimum lining thickness shall be 1/2 inch for 16 inch pipe and 3/4 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 accordance with the pipe manufacturer's recommendations. Grout materials for jointing such pipe, unless otherwise indicated, shall be as described herein. (e) In Place Pipe Rehabilitation 1. In Place Sliplining With or Without Pipe Destruction/Replacement This item shall consist of installing a high density polyethylene pipe, by use of a pipe insertion machine into an existing line. Page 7 Pipe ' 510 a. Material Requirements b. Functional Requirements 08/23/96 The polyethylene pipe shall meet the following specifications: ASTM F 714 Plastic Pipe institute PE3408 Unless otherwise specified, the Contractor shall furnish the polyethylene pipe in accordance with the following table: Depth of Cover Expressed in Feet SOR of Pipe 0 -16 17 6.1 - 11 The polyethylene pipe shall be assembled and joined at the site using the thermal butt fusion method. All equipment and procedures shall be in strict compliance with the manufacturers recommendations. Fusing shall be accomplished by personnel certified as fusion technicians by a manufacturer of polyethylene pipe and/or fusing equipment. The complete joint shall be in true alignment and have a uniform double roll back bead resulting from the use of proper temperature and pressure. The joint shall be allowed adequate cooling time before removal of pressure. Joints shall be made smooth on the inside by removal of the projecting weld bead using appropriate equipment; maximum projection of the weld bead on the exterior of the pipe shall be approximately 3/16 inch_ The fused joint shall be watertight and shall have a tensile strength equal to'that of the pipe. All joints shall be subject to acceptance by the E/A or his/her representative prior to placement. All defective joints shall be cut out and replaced. Any section of the pipe with a gash, abrasion, nick or scar greater in depth than 10 percent of the wall thickness, or containing concentrated ridges, discolorization, excessive spot roughness, pitting, variable wall thickness, or any other defect of manufacturing or handling as determined by the E/A or his/her representative, shall be discarded and removed from the site. Terminal sections of pipe that are joined within the insertion pit shall be connected with a full circle pipe repair clamp with a minimum length of one and one half times the nominal inside pipe diameter, in accordance with Water and Wastewater Utility's Standard Products List SPL No. 271. The butt gap between pipe ends shall not exceed 1/10 of the nominal inside diameter of the pipe. c. Installation Procedure The Contractor shall carry out his operations in strict accordance with all OSHA and manufacturer's safety requirements. The Contractor shall provide for the flow of water and wastewater around the section or sections of pipe designated for rehabilitation including active services in the rehabilitation section. The bypass shall be made by plugging the line at an existing upstream manhole or adjacent system. The pump and bypass lines shall be of adequate capacity and size to handle the flow. The Contractor shall take all necessary steps to prevent flooding of any private property and shall be liable for damages incurred by the flooding. No sewage or water shall be allowed to drain into earthen sump pits. New polyethylene pipe shall be inserted immediately behind the expansion and insertion equipment in accordance with the manufacturer's procedures. The expansion and insertion equipment shall be equipped with all controls necessary to place the pipe on proper line and grade according to the Drawings. The Contractor shall install all pulleys. rollers, bumpers, alignment control devices and other equipment required to protect existing manholes and to protect the pipe from damage during installation. Lubrication may be used as recommended by the pipe manufacturer. Under no circumstances shall the pipe be stressed beyond its elastic limit. All active service connections shall be identified by video inspection or other means and connected to the new main in accordance with the plan details. Page 8 Pipe 510 08/23/96 Upon commencement, insertion, from manhole to manhole, shall be continuous without interruption except as approved by the E/A. The installed pipe shalt be allowed the manufacturers recommended amount of time to provide for complete shrinkage or relaxation of the pipe prior to any connection of service lines, sealing of the annular space where the pipe enters the manhole, or backfilling of the insertion pit. Sufficient excess length of pipe shall be allowed to provide for this shrinkage. The pipe bedding in the insertion pit shall be either pea gravel or pipe bedding stone. Bedding and backfill shall conform to the specification requirements of Section 510.3(14) contained herein. All street repairs and pavement replacement shall conform to City of Austin Utility Criteria Manual, Section 5, "Cuts in Public Right of Way ". The relaxed pipe shall be cut so that it projects 4 inches inside of the manhole and any annular space shall be sealed. Sealing shall be with material approved by the E/A. The sealant shall completely fill the void between the pipe and the manhole wall and shall extend 3 inches beyond the annulus on the inside wall of the manhole. The sealant shall form a smooth transition from the pipe onto the manhole. The complete joint shall be uniform and watertight. A concrete invert shall be poured in place and shaped to form a smooth flow channel through the manhole. 2. Cured Resin Pipe Lining This method of rehabilitation shall consist of the insertion of a resin - impregnated flexible tube into an existing pipe by the inversion method given in ASTM F 1216 or by a comparable approved method. a Material Requirements Certified copies of all test reports on the properties of the selected resin and on the initial stnrdural properties of the CIPP system — and later, on the field samples from designated inversion lengths as required by Section 8 of ASTM F 1216 — shall be submitted to the Owner's E/A. All testing costs are incidental to, and shall be included in, the unit price bid for CIPP. The Cured in Place Pipe (CIPP) system shall have minimum initial structural properties as follows: Flexural Strength (ASTM D 790) 4,500 psi Tensile Strength (ASTM D 638) 2,500 psi Flexural Modulus (ASTM D790) 250,000 psi The results of tests by an independent laboratory, of specimens taken by the Contractor as required by Section 8 of ASTM F 1216 and to demonstrate compliance with the above minimum values, shall be made available to the Owners FJA at the completion of testing. b. Installation Procedure Insertion of a resin - impregnated flexible tube into an existing pipe shall be by an inversion method as given in ASTM F 1216 and the manufacturers recommendations. The Contractor shall carry out his operations in strict accordance with all OSHA and manufacturers safety requirements. Measures shall be taken to reduce atmospheric styrene concentration to an acceptable level at all times during the cured in place pipe installation procedure. The percent lower explosive limit, temperature and styrene concentration shall be measured and recorded for each inversion taken to ensure the following conditions are met: Percent Lower Explosive Limit (LEL) shall not exceed 2% using an atmospheric monitor calibrated within at least six (6) months of the day reading is taken. The LEL shall be measured at the top of the downstream manhole adjacent to the section of pipe being lined. No process water shall be discharged until cooled to below 100 degrees Fahrenheit in accordance with Section 7.1 of ASTM F 1216. Atmospheric styrene levels shall not exceed 50 ppm as measured by a Drager Tube 67 23 301 Styrene Page 9 Pipe 1. General 10/a five feet above and within 3 feet downwind of the downstream manhole adjacent to the section of pipe being lined. Contractor shall be responsible forsatisfactoi'•ily resolving customer complaints involving styrene odors. Any necessary repairs to the pipe line shall be performed by the Contractor. Inspection of pipe line by the Contractor shall be performed by experienced personnel trained in locating breaks, obstacles and service connections by closed circuit television. The interior of the pipe shall be carefully inspected to determine the location of any conditions which may prevent proper installation into the pipe and these conditions shall be corrected. A video tape and log shall be made by the Contractor and provided to the Owner upon completion of the project. The Contractor shall provide for the flow of water and wastewater around the section or sections of pipe designated for rehabilitation, including active services in the rehabilitation section. The bypass shall be made by plugging the line at an existing upstream manhole and pumping the flow into a downstream manhole or adjacent system. The pump and bypass lines shall be of adequate capacity and size to handle the flow. The Contractor shall take all necessary steps to prevent flooding of any private property and shall be liable for any damages incurred by the flooding. No sewage or water shall be allowed to drain into earthen sump pits. The Contractor shall designate a location where the uncured resin in the original containers and the unimpregnated fiber -felt tube shall be vacuum impregnated prior to installation. The Contractor shall allow the E/A to inspect the materials and "wet out" procedure. The quantities of the liquid thermosetting materials shall be per manufacturer's standards to provide the wall thickness specified. Water for the Work shall be metered and furnished by the Contractor in accordance with Section 01500. The wet out fiber -felt tube shall be inserted through an existing manhole or other approved access by means of an inversion process and the application of a hydrostatic head sufficient to fully extend it to the next designated manhole. Any defect which will affect, in the foreseeable future, or warranty period, the integrity or strength of the pipe liner shall be repaired at the Contractor's expense, in a manner satisfactory to the EJA. If, due to broken or misaligned pipe at a manhole wall, the pipe liner fails to make a tight seal, the Contractor shall apply a seal at that point. The seal shall be of a resin mixture compatible with pipe liner. After the pipe liner has been cured in place, and allowed to cool down and normalize to ambient temperature, the Contractor shall connect new services or reconnect existing service piping as designated and identified in the proposal. After the Work is completed, the Contractor shall provide the E/A with a video tape showing both the before and after conditions including the restored connections. (f) Polyethylene Tubing All polyethylene (PE) tubing shall be high density, high molecular weight plastic tubing meeting ASTM D2737; it shall be pressure rated at 200 psi working pressure and must bear the National Sanitation 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 spedmen 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 test conditions: Temperature Time Pressure 73.4 F 100 F 1,000 hours 1,000 hours 400 psi 330 psi 510 08/23/96 Page 10 Pipe 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 manufacturers name or trademark, code and seal of approval (NSF mark) of the National 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: (g) Copper Tubing (i) Brass Goods Nominal Outside Diameter Wall Thickness Tube Size Average Tolerance Minimum Tolerance (inches) (inches) (inches) (inches) (inches) 3/4 0.875 ±0.004 0.097 +0.010 1 1.125 ±0.005 0.125 +0.012 1 1/4 1.375 ±0.005 0.153 +0.015 1 1 /2 1.625 ±0.006 0.181 +0.018 2 2.125 ±0.006 0.236 +0.024 All copper service tubing shall be annealed seamless Type K water tube meeting ASTM B88 and rated at 150 psi working pressure. The tubing shall be homogenous throughout and free from cracks, holes, crimping, foreign inclusions or other defects. It shall be uniform in density and other physical properties. Nominal Tube Size (inches) (h) Service Connection Fittings Outside Diameter (inches) 3/4 0.875 3.0.003 0.065 ±0.0045 1 1.125 ±0.0035 0.065 1-0.0045 1 1 /4 1.375 ±0.004 0.065 ±0.0045 1 1/2 1.625 ±0.0045 0.072 ±0.005 2 2.125 30.005 0.083 ±0.007 All fittings used in customer service connection - tapping mains, connecting meters, etc. - must be curently listed on the applicable Water and Wastewater Standard Products List (SPL WW -68), or called for in the City of Austin Standard Details (520 - series) All brass valves, couplings, bends, connections, nipples and miscellaneous brass pipe fittings and accessories used in meter connections,service lines, air release piping assemblies, and wherever needed in the water distribution system, shall conform to the City of Austin Standards, Water and Wastewater Utility Standard Products Lists, and AW WA C-800, except as herein modified or supplemented. Unless otherwise noted, the goods described herein shall be fabricated of standard Red Brass (Waterworks Brass) meeting ASTM B62 or 8584, alloy 83600, 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. Wall Thickness (inches) 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: 510 08/23/96 Page 11 Pipe 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Inlet threads of corporation valves shall be AWWA iron pipe (IP) thread (male); outlets of service saddles shall be tapped with AWWA IP thread (female). AW1NA IP threads shall conform to ANSI /ASME 6120.1 as required by AWWA C800 for "General Purpose (Inch) Pipe Threads'. For 3/4' and 1" sizes only, corporation valve inlet threads, and the internal threads of saddles may be the AW WA taper thread conforming to AVVWA C800 Figure 1 and Table 6. Externs( threads of corporation valve inlet must be compatible with internal threads of the service saddle. Connections of all new tubing, and of tubing repairs wherever possible, shall be by flared fittings. Flare connections — and compression connections when permitted — shall be designed to provide a seal and to retain the tubing, without slippage, at a working water pressure 01 150 psig. Flanges shall conform to ANSI B16.1, Class 125, as to dimensions, drillings, etc. Copper tubing, when used, shall be Type K tubing having dimensions and weights given in Table A.1 of AWWA 0800. Brass pipe shall conform to the weights and dimensions for Extra Strong pipe given in Table A.2 of AWWA C800. All fittings shall be suitable for use at hydrostatic working pressures up to 150 psig (hydrostatic testing of installed systems is at 200 psig).. (j) Reserved (k) Polyvinyl Chloride Water Pipe 1. General 510 08123/96 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. Pipe shall have push-on, rubber gasket joints of the bet and spigot type with thickened integral bells with rubber gasket joints. The wall thickness of each pipe bell and joint coupling must be greater than the standard pipe ban thickness. Clearance must be provided in every gasket joint for both lateral pipe deflection and for linear expansion and contraction. Concrete thrust blocking shall be placed behind bends and tees. Concrete support cradles or blocking shall be required for support of all fire hydrants, valves and AWWA C110 fittings; such support shall be provided for AWVVA C153 fittings when required by the -EJA. 2. Applicable Specifications Except as modified or supplemented herein, PVC pipe shall meet the following standards: AWWA C -900, SDR 18 or SDR 14 for PVC Pressure Pipe, in 4, 6. 8 and 12 inch nominal sizes, having Cast Iron Pipe size outside diameters. Fittings used with PVC Pressure pipe shall be AWWA C -110 or AWWA C -153 compact ductile iron fittings. Page 12 Pipe (1) Standard sizes, dimensions and tolerances shall be as follows: SDR -18 SDR -14 Nominal Outside Diameter Wall Thickness Wall Thickness Size Avg. Tolerance Min. Tolerance Min. Tolerance (inches) (inches) (inches) (inches) (inches) (inches) (inches) 4 4.800 +0.009 0.267 +0.032 0.343 +0.041 6 6.900 +0.011 0.383 +0.046 0.493 +0.059 8 9.050 +0.015 0.503 +0.060 0.646 +0.078 12 13.200 +0.015 0.733 +0.088 0.943 +0.113 All pipe 4 inches and larger must be approved Underwriters Laboratories for use in buried water supply and fire protection systems. 3. Material Requirements All pipe and fittings shall be made from clean, virgin, NSF approved, Class 124545 PVC. Clean reworked materials generated from the manufacturers own production may be used within the current limits of the referenced AW WA C -900. 4. Marking Permanent marking on each joint of pipe shall include the following at intervals of not more than 5 feet: Nominal pipe size and OD base (e.g_, 4 CIPS). The type of plastic material (e.g., PVC 124548 ). The Standard Dimension Ratio and the pressure rating in psi for water at 73 F (e.g., SOR 18, 150 psi). The AWWA designation with which the pipe complies (e.g., AWWA C -900). The manufacturer's name or code and the National Sanitation Foundation (NSF) mark. 5. Tracer Tape For all non - metallic pipe, directly above the centerline of the pipe and a minimum of 12 inches below the read subgrade, or a minimum of 18 Inches below finished grade on areas outside the limits of pavement, shall be placed Inductive Tracer Detection Tape in accordance with the manufacturer's requirements. The tape shall be encased in a protective, inert, plastic jacket and color coded in accordance with APWA Uniform Color Code. Polyvinyl Chloride (PVC) Pipe (Nonpressure) and Fittings 1. General Where PVC sewer or wastewater pipe is indicated, it shall have minimum wall thickness conforming to ASTM D 3034, SDR -35 for pipe to 15" size, or ASTM F 679, T -1 wall thickness for larger pipe. Corrugated PVC pipe having a smooth interior and meeting the requirements of ASTM F 949 in sizes to 15", and closed profile wall PVC pipe (smooth interior and exterior) in sizes 30" through 48" and meeting ASTM F 794, are also acceptable. Cell Class shall be as required by applicable ASTM pipe specification; pipe stiffness in all cases shall be 46 psi minimum. 2. Joint Material PVC pipe and fitting shall have elastomeric gasket joints conforming to ASTM D 3212; gaskets to ASTM F 477. 510 08/23/96 Page 13 Pipe 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3. Pipe Markings Permanent marking on the pipe shall include the following at intervals of not more than 5 feet: Manufacturer's name and/or trademark. Nominal pipe size. PVC cell classification per ASTM D 1784. ASTM designation and legend: -For pipe 6 inch to 15 inch size: ASTM D 3034, type PSM, SDR -35 PVC Sewer Pipe. -For pipe 18 inch and larger. ASTM F 679. T -1 wall PVC sewer pipe. 4. Fitting Markings Fittings shall be clearly marked as follows: Manufacturer's name or trademark, Nominal size, The material designation "PVC ", PSM, and The designation, "Specification D3034 ". 5. Tracer Tape For all non - metallic pipe, directly above the centerline of the pipe and a minimum of 12 inches below the subgrade, or a minimum of 18 Inches below finished grade on areas outside the limits of pavement, shall be placed Inductive Tracer Detection Tape in accordance with the manufacturer's requirements. The tape shall be encased in a protective, inert, plastic jacket and color coded in accordance with APWA Uniform Color Code. (m) Steel Pipe 1. Standard Weight ASTM A 53, Schedule 40. 2. Extra Heavy Weight Seamless ASTM A 53, Schedule 80. 3. Encasement Pipe Welded or Seamless pipepiles ASTM A -252, Grade 2 4. Fittings Nipples and fillings extra strong Federal Specification WW -N 351 or WW -P 521. 5. Coatings Black or galvanized as indicated. 1 510 08/23/96 Page 14 Pipe (n) Welded Steel Pipe and Fittings for Water -Pipe 1, General Reference Standards Specification. a. Specifications of the American Water Works Association (AW WA) 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. Fumish Shop Drawings, product data, design calculations and test reports as described below: 510 08/23/96 . (1) 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 applicable 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 related items. 3. Job Conditions a. The internal design pressure of all steel pipe and fittings shall be as indicated. b. The interior of all steel pipe for potable water, 4 inches and larger, shall be cement -mortar lined. 4. Manufacturing a. Description Pipe shall comply with AVWVA C -200. (1) Circumferential deflection of all pipe in -place shall not exceed 2 0 percent of pipe diameter. (2) Diameter Nominal pipe diameter shall be the inside diameter of lining or pipe barrel, unless otherwise designated in Job Conditions. b. Wall Thickness (1) Steel pipe wall thickness shall be designed for the intemal and external loads specified in this section. 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 fittings shall be of the same material as pipe and shall comply with AW WA C -208. Page 15 Pipe 6. Flanges a. Flanges shall comply with the requirements of AVVVVA 0 -207, Class O 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, 1/8 inch thick. c. Flanges shall be flat faced with a serrated finish. 7. Pipe Joints a. Lap Joints for Field Welding (1) Lap joints for field welding shall conform to AWWA 0 -206. This item applies only to pipes 72 inches in diameter and larger. (2) The bell ends shall be formed by pressing an a hydraulic expander or a plug die. After forming, the minimum radius of curvature of the bet 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 at least 1 1/2 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 confined to an annular space in such manner that movement of the pipe or hydrostatic pressure cannot displace t. 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. 8. Interior and Exterior Protective Surface Coatings a. Exterior Surface to be mortar coated shall conform to AWWA 0-205 for shop application and AWWA C-602 for field application. Pipe materials shall be the product of an organization which has had not less than 5 years successful experience manufacturing pipe materials and the design and manufacture of the pipe, including all materials, shall be the 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 adjacent 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. (o) Corrugated Metal Pipe 1. General Pipe shall be con 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. 510 08123/96 Page 16 Pipe Sampling and testing of metal sheets and cots used for corrugated metal pipe shall be in accordance with TXDOT 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 -bumed 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 to PASHTO M 36, Type I or Type II as indicated. 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 continuous helical lock seam or ultra high frequency resistance butt- welded seams. b. Aluminum Pipe Pipe shall conform to AASHTO M 196. Type I, circular pipe or Type II, pipe arch as indicated. 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 continuous helical lock seam. Portions of aluminum pipe that are to be in contact with high chloride concrete or metal 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 The pipe diameter, permissible corrugations and required gauges for circular pipe shall be as indicated on the drawings. For pipe arch, the span, rise, gage, corrugation size and coating thickness shall be as shown on the drawings. 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. 4. Joint Material 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 construction and prevent infiltration of soil material during the life 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 dosed joint after installation. Pipes furnished with circumferential corrugations shall be field jointed with corrugated locking bands. This includes pipe with helical corrugations which has reformed circumferential corrugations on the ends. The locking bands shall securely fit into at least one full circumferential corrugation on each of the pipe ends being coupled. 510 08123/96 Page 17 Pipe 510 08/23/96 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: 10 1/2 inches wide for 2 2/3 inches x 1/2 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 it is necessary to join a new pipe to an existing pipe which was installed with no circumferential end corrugations. In this event pipe furnished with helical corrugations at the ends shall be field jointed with either helically corrugated bands or with bands with projections or dimples- The minimum width of helically 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. 16 1/4 inches wide for pipe diameters of 78 inches and greater. The bands shall have 4 circumferential rows of projections. Unless otherwise indicated, all bolts for coupling bands shall be 1/2 inch diameter. Bands 12 inches wide or less shall have a minimum of 2 bolts and bands greater than 12 inches wide shall have a minimum of 3 bolts. - Galvanized bolts may be hot dip galvanized conforming to AASHTO M 232, mechanically galvanized 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 fabrication 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 treatment described above, shall receive additional bituminous material of the same specification as above, applied to the bottom quarter of the circumference to form a smooth pavement with a minimum thickness of 1/8 inch above the crests of the corrugations. - c. Cement Lined (1) General 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 fabricated 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: Composition 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, homogenous, nonsegregated lining. Page 18 Pipe Cement Portland Cement shall conform to AASHTO M 85. Aggregates shall conform to AASHTO M 6 except that the requirements for gradation 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 1/8 inch above the crest of the corrugations. 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 manufacturers 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 of 0.064 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 1/2 inch t annular space between pipe ends when joined together. Bands shall be drawn together by two 1/2 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 Rejection Pipe shall be subject to rejection on account of failure to conform to any of the indications. Individual sections of pipe may be rejected because of any of the following: Damaged ends, where such damage would prevent making satisfactory 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 E/A, repaired in the field in accordance with the manufacturer's recommendation. Hairline cracks or contraction cracks in the concrete lining is to be expected and does not constitute cause for rejection. 510 08123/96 Page 19 Pipe 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (1) General d Fiber Bonded 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 shall 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 spatter coating above Is waived for fiber bonded pipe. 6. Slotted Drain Storm Sewers The pipes for the slotted drain and slotted drain otrtfall 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 3/16 inch welded plate or machine formed 14 gage galvanized steel sheets. The height of the chimney required shall 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 I Portland Cement and 2 parts clean, sharp mortar sand suitably graded for the purpose and conforming in other respects to the provisions for fine aggregate 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. 510.3 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 "General Conditions ". Clearing the site shall conform to Item No. 102, "Clearing and Grubbing ". Maintenance of environmental quality protection shall comply with all requirements of "General Conditions" 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 progressed 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 concemed 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 E/A as to the amount of trench left unfilled at any time. All excavation and backfilling shall be accomplished as indicated and in compliance with State Statutes. 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 in accordance with the Texas Manual on Undone Traffic Control Devices. Wherever existing utility branch connections. sewers, drains, conduits, ducts. pipes or structures present obstructions to the grade and alignment of the pipe, they shall be permanently supported. removed, relocated or reconstructed by the Contractor through cooperation with the owner of the utility, structure or obstruction involved. In those instances where 1 510 08/23/96 Page 20 Pipe their relocation or reconstruction is impractical, a deviation from tine and grade will be ordered by the E/A 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 fumished by the Contractor, at his expense and as approved by the EIA. Where traffic must cross open trenches, the Contractor shall provide suitable bridges. For trenches less than 2 feet 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 3/4 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 or 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 EJA. When such conditions delay the Work, an extension of time for working day contracts will be allowed in accordance with "General Conditions ". (2) Water Line /New Wastewater Line Separation Installation of new water or wastewater lines shall conform to the following: Where feasible, water and wastewater lines shall be no doser to each other than 9 feet between autside diameters in all directions and shall be in separate trenches. If the 9 foot separation cannot be achieved, any portion of a new gravity wastewater line within 9 feet in any direction (between OD's) of a potable water line, shall be in a separate trench and constructed of ductile iron, AWWA C -900 (SDR -18) 150 psi rated PVC in sizes 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches. If the lines are parallel, they shall not be closer than 4 feet horizontally or 2 feet vertically between OD's with the wastewater lower than the water line. If the lines cross, they may be no closer than 6 inches vertically between OD's with the sewer below the water line and one standard 20 foot length of ductile iron, AWWA C -900 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches shall be centered at the paint of crossing the water line. Unless wastewater manholes and the connection to the 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. (3) 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, "Concrete Encasement 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 E/A, concrete encasement will not be required for ductile iron, AWVVA C -900 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches. When the Contractor installs a pipe that crosses over a utility structure or stone sewer and the top of the utility structure or storm sewer is within 18 inches of the bottom of the pipe, the pipe shall be either ductile iron, AWWA C -900 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches, unless otherwise specified by the E/A. Where trenches wider than 12 inches cross under existing wastewater lines, the sewer lines shall be replaced with one 20 foot joint of ductile iron, AVWVA C -900 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches, centered over the trench. (4) Trench Excavation Underground piped utilities shall be constructed in an open cut in accordance with Federal regulations, applicable State Statutes conforming to Item No. 509, "Trench Safety Systems" and with a trench width and depth described below. When pipe is to be constructed in fill above the natural ground, Contractor shall construct embankment to an elevation not less than one foot above the top of the pipe, after which trench is excavated. Required vertical sides shall be sheeted and braced as indicated to maintain the sides of the required vertical excavation throughout the construction period. Adequacy of the design of sheeting and bracing shall be the responsibility of the Contractor's design 510 08/23/96 Page 21 Pipe 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 professional. The Contractor shall be responsible for installation as indicated. After the pipe has been laid and the backfill 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 left by its removal must be thoroughly filled and compacted with suitable material and provisions made to prevent the sides of the trench from caving until the backfill 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 clear width on each side beyond the outside surfaces of the pipe bell or coupling of not less than 6 inches nor more than 12 inches. 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 to exceed 18 inches on each side beyond the outside surfaces of the pipe. If the trench width within the pipe Zone exceeds this maximum, the entire pipe zone shall be refilled with approved backfill material, thoroughly compacted to a minimum of 95 percent of maximum density as determined by TXDOT Test Method Tex -114E and then re- excavated to the proper grade and dimensions. Excavation along curves and bends shall be so oriented that the trench and pipe are approximately centered on the centerline of the curve, using short lengths of pipe and/or bend fittings if necessary. For all utilities to be constructed in fill above natural ground, the embankment shall first be constructed to an elevation not less than 1 foot above the top of the utility after which excavation for the utility shall be made. (6) 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: 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 E/A, 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 excavated 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 upward from the curb line to the right of way line at a minimum slope of 1/4 inch per foot. 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. (7) 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. 1 510 08/23/96 Page 22 Pipe (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. Bechtilling 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. The interior of the pipeline shall at all times be kept clean, dry and unobstructed. Where the soil encountered at established footing grade is a quicksand, saturated or unstable material, the following procedure shall be used unless other methods are indicated: All unstable soils shall be removed to a depth of a minimum 2 feet below bottom of piped utility or as required to stabilize the trench foundation. Such excavation shall be carried out for the entire trench width. All unstable soil so removed shall be replaced with a concrete seal, foundation rock or coarse aggregate materials placed across the entire trench width in uniform layers not to exceed 6 inches, loose measure and compacted by mechanical tamping or other means which shall provide a stable foundation for the utility. Forms, sheathing and bracing, pumping, additional excavation and backfill required in unstable trench conditions shall be subsidiary to pipe bid. (10) Blasting All blasting shall conform to the provisions of the "General Conditions" and /or "Public Safety and Convenience ". (11) Removing Old Structures When out of service masonry structures or foundations are encountered in the excavation, such obstructions shall be removed tor 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 compacting 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 E/A. 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 the General Conditions and/or "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 E/A 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 shall 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. 510 08/23/96 Page 23 Pipe USE / PIPE MATERIAL CEMENT STAB BKFILL NATURAL OR MANUFACTURED SAND PEA GRAVEL PIPE BEDDING STONE Uncrushed Gravel Crushed Gravel Crushed Stone Stone Screenings WATER / WELDED STEEL X X WATER / SERVICE TUBING 3/4" TO 2 -1/2" X X X WATER and WASTEWATER UP TO 15 INCH ID X X X X X. X WATER and WASTEWATER I LARGER THAN 15 INCH ID X X X X STORMWATER /CONCRETE X X X X X X STORMWATER 1 METAL X X X X 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 The Contractor shall submit to the E/A at least 6 copies of any layout Drawings from the pipe manufacturer for review and approval. The Contractor shall submit the layout Drawings at least 30 days in advance of any actual construction of the project. The EJA will forward a0 comments of the review to the Contractor for revision. Revisions shall be made and forwarded to the E/A for his acceptance. Prior to commencement of the Project, reviewed layout Drawings will be sent to the Contractor marked for construction. Should the Contractors procedures not produce a finished pipe placed to grade and alignment, the pipe shall be removed and relayed and the Contractors procedures modified to the satisfaction of the E/A. 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 E/A and shall become the property of the Contractor to dispose of off site at a permitted fill site, without liability to the City or any individual. Such surplus material shall be removed from the Work site promptly following the completion of the portion of the utility involved. (14) Pipe Bedding Envelope Pipe shall be installed in a continuous bedding envelope of the type shown on the drawings or as described herein.. The envelope shall extend the full trench width, to a depth of 6 inches below the pipe and shall rise at least to the sprtngline of stormwater pipe and to 12 inches above water and wastewater pipe. (a) Standard Bedding Materials (b) General requirements and limitations goveming bedding selection. (1) Crushed gravel or crushed stone shall not be used with polyethylene tubing or polyethylene film wrap. (2) Uncrushed gravel may be used with polyethylene film wrap in trenches up to 6 feet deep and in deeper trenches where ample trench width, a tremmie, or conditions will allow controlled placement of the gravel without damaging the polyethylene wrap. (3) Bedding shall be placed in lifts not exceeding 8 inches loose thickness and compacted thoroughly to provide uniform support for the pipe barrel and to fill all voids around the pipe. 510 08/23/96 (4) Pea Gravel or bedding stone shall be used in blasted trenches. Page 24 Pipe (c) Requirements to prevent particle migration. Bedding material shall be compatible with the materials in the trench bottom, walls and backfill so that particle migration from, into or through the bedding is minimized. The E/A may require one or more of the following measures to minimize particle migration: use of impervious cut -off collars; selected bedding materials, such as pea gravel or bedding stone mixed with sand; filter fabric envelopment of the bedding; cement stabilized backfill; or other approved materials or methods. Measures to minimize particle migration wilt be shown on the Drawings or designated by the E/A, and, unless provisions for payment are provided in the contract documents, the cost of these measures shall be agreed by change order. The following limitations shall apply. (1) Sand, alone, shall not be used in watercourses, in trenches where groundwater is present, or in trenches with grades greater than 5 percent. (2) Pea gravel or bedding stone, alone, shall not be used in the street right -of -way within 5 feet of subgrade elevation in trenches that are 3 feet or wider. (3) Pea gravel or bedding stone, alone, shall not be used where the trench bottom, sides, or backfill is composed of non - cementitious, silty or sandy soils having plasticity indices less than 20, as determined by the E/A. (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 recommendations of the manufacturer shall be carefully observed during handling and installation of each material. 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 jotted. 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 EJA. Joints which have been placed but not joined, backfilled, etc., shall be protected in a manner satisfactory to the E/A. (16) Assembling of Pipe Angular spacing of all joints shall meet the manufacturer's recommendations for the pipe and accessories being used. Side outlets shall be rotated so that the operating sterns of valves shall be vertical when the valves are installed. 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. Orientation marks, when applicable, shall be in their proper position before pipe is seated. 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. 510 08123/96 Page 25 Pipe 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 (Storm Drain joints only) 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 (Storm Drain joints onlv) The pipe ends shall be dean and the joint material applied to the dry pipe. In cold weather, the joint material shall be heated to facilitate the seal of the joint. (c) 0-Ring and Push -on Joints 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 lubricated with a light film of soft vegetable soap compound (Flax Soap) to facilitate telescoping 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 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.. Care should be taken to prevent dirt or foreign matter from entering the joint space. (d) Bolted Joints AU flanged, mechanical or other bolted joints shall be joined with nuts and bolts and be coated as indicated above in Iron Pipe. (18) Pressure 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 one continuous operation in such manner that after shrinkage and curing the joint recess shall 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 with no less than one pipe joint installed ahead of the pipe 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 to the satisfaction of the FJA. 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 left clean and smooth. Pipe shall be handled at all times with wide non abrasive 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 rivets, pipe hooks without proper padding or any other handling equipment which the FJA 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 casing spacers, bedding material, grout cradle or 510 08/23/96 Page 26 Pipe paving, bracing, bloeking, 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 casing spacers acceptable to the Owner attached to the carrier pipe in accordance with the manufacturer's recommendations. The insertion pushing forces shall not exceed the pipe manufacturer's recommendation. Such carrier piping shall have flexible bolted or gasketed push -on joints or Concrete Steel Cylinder pipe installed as follows: (a) 21 Inch Pipe and Smaller Prior to platting 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. Cement mortar protection shall then be placed in the normal manner to the exterior of the joint and allowed to harden sufficiently to avoid dislodgment 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 quantities 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, Bulkheads and Trench Caps 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. All temporary end plugs or caps shall be secured to the pipe as provided under Item No. 507, "Bulkheads ". Trench caps shall be reinforced Class D concrete as indicated. (21) Corrosion 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 /AVNNA C- 105 to provide a continuous wrap. (22) Pipe Anchorage, Support and Protection Pressure pipeline tees, plugs, caps and bends exceeding 22 1/2 degrees; other bends as directed shall be securely anchored by suitable concrete thrust blocking or by approved metal hamess. Unless otherwise indicated, on 24 inch or larger piping, all bends greater than 11 1/4 degrees shall be anchored as described herein. 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 bearing on the pipe and on the ground shall be as indicated or directed by the E/A. The blocking shall, unless otherwise 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 Drawings 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 responsible for the sufficiency of such restraints. 510 08/23/96 Page 27 Pipe (b) Metal Thrust Restraint 510 08/23196 Fabricated thrust restraint systems such as those described below may be approved for use instead of concrete blocking. To obtain approval, the project Drawings_ must include sufficient drawings, notes, schedules, etc., to. assure that the proposed restraints as installed will be adequate to prevent undesirable movement of the piping components. Such restraint systems may only be used where and as specifically detailed and scheduled on approved Project Drawings. 1. Thrust Hamess A metal thrust hamess of tie rods, pipe clamps or lugs, turnbuckles, etc., may be approved. All carbon steel components of such systems, including nuts and washers, shall be hot-dip galvanized; all other members shall be cast ductile iron. After installation, the entire assembly shall be wrapped with 8 mil polyethylene film, overlapped and taped in place with duct tape to form a continuous protective wrap. 2. Restrained Joints Piping or fitting systems utilizing integral mechanically restrained joints may be approved. All components of such systems shall be standard manufactured products fabricated from cast ductile iron, hot -dip galvanized steel, brass or other corrosion resistant materials and the entire assembly shall be protected with a continuous film wrap as described for 1. above. Location, configuration and description of such products shall be specifically detailed on the Drawings. (Add - on attachments such as retainer glands, all- thread rods, etc., are not acceptable.) (c) Concrete Encasement, Cradles, Caps and Seals When trench foundation is excessively wet or unstable or installation of water or wastewater pipe will result' in less than 30 inches of cover, Contractor shall notify E/A. E/A may require Contractor to install a concrete seal, cradle, cap, encasement or other appropriate action_ All concrete cap, etc., shall be continuous and begin and end within 6 inches of pipe joints. Concrete cap, cradle and encasement shall conform to City of Austin Standard No. 510-1. The pipe shall be well secured to prevent shifting or flotation while the concrete is being placed. (d) Anchorage Bulkheads Concrete bulkheads keyed into the undisturbed earth shall be placed as indicated to support and anchor the pipe and/or backfill 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 E/A, concrete trench caps, concrete rip -rap and /or shaped retards shall be placed as detailed by the Drawings as protection against erosion. Concrete material 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 downward to main and minimum cover shall be 4 1/2 feet at the curb. Standard plugs shall be installed in the dead end before backfilling. 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 manufacturer's recommendations with the EIA's approval. Where not otherwise indicated, (wastewater) service connections shall be installed so that the outlet is at an angle of not more than 45 degrees above horizontal at the main line. Page 28 Pipe (b) Connections to the Existing System Unless otherwise specified by the EIA, all connections made to existing mains shall be made at manholes 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 E/A. 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 E/A must be installed downstream in the manhole to prevent water and debris from entering the existing system before Final Completion. These plugs shall be removed after the castings are adjusted to finish grade or prior to Final Completion. (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 E/A before beginning any Work. (a) Shutoffs The City will make all shutoffs on existing water mains. The Contractor shall be required to notify the E/A's field representative on the job at least 72 hours prior to the desired time for any shutoff. The E/A's field representative wit notify arty affected utility customers at least 24 hours prior to the shutoff. The Water Utility will make the shutoff after ensuring that all appropriate measures have been taken to protect the water system, customers and employees. The City will operate all valves to fill existing mains. Where a newly constructed main has not been placed in service and has only one connection to the public water supply. the Contractor may operate one valve to fill the main after approval has been obtained from the Water Utility. The operation of the valve is to be conducted under the immediate supervision of the E/A's field representative. Water for the Work shall be metered and fumished by the Contractor in accordance with Section 01500. (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. Two connections to an existing line performed during the same shut -out, at the same time and at a distance less than 50 linear feet apart, will be considered one wet connection. Two connections to an existing line performed during the same shut -out, at the same time and at a distance equal to, or greater than 50 linear feet will be considered two wet connections. 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. bedding and backfilling, placing the lines and service and all site cleanup. No water containing detectable amounts of chlorine may be drained, released or discharged until specific planning and appropriate preparations to handle, dilute and dispose of such chlorinated water are approved in advance by the City and the disposal operations will 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 excavation, fumish and install the tapping sleeve, valve and accessories, provide the tapping machine, drill the tap and shall block. anchor and backfill the piping, valve and all accessories place the new piping in service and perform all site cleanup. When the City makes the tap, City forces are not obligated or expected to perform any Work except to provide tapping machine and drill the actual hole. If City crews are to make the tap, fiscal arrangements must be made in advance at the Taps Office, Waller Creek Center, 625 East 10th Street. 510 08123(96 Page 29 Pipe If a private Contractor makes the tap, a W-WW Inspector must be present. "Size on size taps will not be permitted, unless made by use of an approved full circle gasket tapping sleeve. Concrete blocking shall be placed behind and under all tap sleeves 24 hours prior to making the wet tap. (d) Service Connections Tapping of PVC or AC pipe for service connections may be made using either a service damp or saddle or a tapping sleeve recommended by the manufacturer and approved as satisfactory by the E/A. Direct tapping will not be permitted. All (water) service connections shall be installed so that the outlet is at an angle of not more than 45 degrees above horizontal at the main line. Precautions should be taken to ensure that the tapping saddle or sleeve is placed on the pipe straight to prevent any binding or deformation of the PVC pipe. The mounting chain or t1 -bait strap must be tight. Tapping shall be performed with a sharp shell type cutter so designed that it will smoothly penetrate heavy wailed PVC DR14 and 200 psi AC and will retain and extract the coupon from the pipe. (25) Bacriling (a) General Special emphasis is placed upon the need to obtain uniform density throughout the backfill material. The maximum lift of backfill shall be determined by the compaction equipment selected and in no case shall it exceed 18 inches, loose measurement. No heavy equipment, which might damage pipe, will be allowed over the pipe until sufficient cover has been placed and compacted. All intemal pipe bracing installed or recommended by the manufacturer shall be kept in place until the pipe bedding and trench backfill have been completed over the braced pipe section. Testing of the completed badrflll in streets and under and around structures shall meet the specified density requirements. Initial testing shall not be at Contractor's expense and shall conform to the "General Conditions." (b) General Corrugated Metal Pipe After the corrugated metal pipe structure has been completely assembled on the proper line and grade and headwalls constructed where indicated; selected material free from rocks over 8 inches in size from excavation or borrow, as approved by the E/A, 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. 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 3/4 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 The E/A 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 510 08/23/96 Page 30 Pipe 7. Cement stabilized material 8. Borrow Within the 100 year flood plain, sand will not be permitted for backfilling. The E/A will approve the topsoil for areas to be seeded or sodded. (d) Backfill in Street Right of Way Placement of backfill under pavement structures and within 2 feet of any structures shall be compacted to the required density using any method, type and size of equipment which will give the required compaction without damaging the pipe or bedding. Placement of backfill greater than 2 feet beyond structures in Right of Way shall be conform to (g) below. 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 compaction operation, each layer shall be brought to the moisture content necessary to obtain the required density and shall be kept level to insure uniform compaction over the entire layer. Testing for density shall be in accordance 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 percent over optimum moisture content and compacted to the extent necessary to provide not less than 95 percent nor more than 102 percent of the density as determined in accordance with Test Method Tex-11.4-E. Nonswelling soils (soils with plasticity index less than 20) shall be sprinkled 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 FJA. If the material fails to meet the density indicated, the course shall be reworked as necessary to obtain the indicated compaction and the compaction method shall be altered on subsequent Work to obtain indicated density. At any time, the E/A 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, lose the required stability, density or finish before the pavement structure is placed, it shall be recompacted and refinished at the sole expense of the Contractor. Excessive 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 replaced in kind to the surface removed to construct the pipe. (e) Backfill in County Street or State Highway Right of Way All Work within the right of way shall meet the requirements of (d) above, as a minimum and shall meet the requirements of the perrnit issued by the County when their requirements are more stringent. Prior to the start of construction, the Contractor shall be responsible for contacting the appropriate TXDOT 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 shall be obtained from the appropriate Official prior to final payment by the Owner. (f) Backfill in Railroad Right of Way All Work within the railroad right of way shall 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 shall be obtained from the Railroad prior to Final Completion. (g) Backfill in Easements Where not otherwise indicated, Contractor may select whatever methods and procedures may be necessary to restore entire Work area to a safe, useful and geologically stable condition with a minimum density of 85 percent or a density superior to that prior to construction. 510 08/23/96 Page 31 Pipe In and near flood plain of all streams and watercourses, under or adjacent to utilities, structures, etc., all backfill shall be compacted to a density of not less than 95 percent conforming to TXDOT Test Method Tex- 114-E, unless otherwise directed by EIA. All soil areas disturbed by construction shall be covered with top soil and seeded conforming to Item No. 604, "Seeding for Erosion Control ". Ail turf, drainways and drainage structures shall be constructed or replaced 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 construction is complete, E/A will determine whether the pipeline is to be tested for infiltration, exfiltration or by the low pressure air test method. In addition, plastic pipe 18 inches and larger in diameter shall be deflection tested. Wastewater pipe installed in the City of Austin and its ETJ areas shall be tested for exfiltration or infiltration as described below in " Exfiltration Test" and "Infiltration Test' or by acceptable low pressure air test, as described below. At the conclusion of either test series, the Work shall be further tested for pipeline settlement and also for deflection as described below. The Contractor shall be solely responsible for making proper repairs to those elements 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 FJA. If 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 calculated. Any amount in excess of 200 gallons per inch of inside pipe diameter per mile per day shall be cause for rejection. For portions of lines located within the Edwards Aquifer Recharge Zone or within any recharge area or recharge feature within the Edwards Aquifer Transition Zone, the minimum head during testing shall not be less than 2 feet and the leakage rate shall not exceed 50 gallons per inch of inside pipe diameter per mile per day. This rate shall apply for the entire portion of the line extending up to the first manhole located outside the recharge zone, recharge area, or recharge features indicated on Drawings_and shall also be applicable for any recharge areas or recharge features which may be identified during construction. For construction within the 25 year flood plain. the exfiltration rate shall not exceed 10 gallons per inch diameter per mile of pipe per 24 hours at the same minimum test head. 510 08/23196 Water for the Work shall be metered and furnished by the Contractor in accordance with Section 01500. (c) Infiltration Test When the pipe placed in easements is completed, the upper portion of the trench 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 the main or any service stub that indicates infiltration above the maximum quantity specified shall be cause for rejection. This procedure shall not be used for pipes installed in areas where the Plasticity Index (PI) of the surrounding material is 20 or higher or where the backfill material has a P.I. of 20 or more. For portions of lines located within the Edwards Aquifer Recharge Zone or within any recharge area or recharge feature within the Edwards Aquifer Transition Zone, the total infiltration as determined by water test, must be at a rate not greater than 50 gallons per inch of pipe diameter per mile of pipe per 24 hours at a minimum test head of two feet. This rate shall apply for the entire portion of the line extending up to the first manhole located outside the recharge zone, recharge area, or recharge features indicated on Drawings and shall also be applicable for any recharge areas or recharge features which may be identified during construction. For construction within the 25 year flood plain, the infiltration rate shall not exceed 10 gallons per inch diameter per mile of pipe per 24 hours at the same minimum test head. If the quantity of infiltration exceeds the maximum quantity specified, remedial action must be undertaken in order to reduce the infiltration to an amount within the limits specified. Page 32 Pipe (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. Excessive ponding shall be defined as a golf ball (1 -518" dia.) submerged at any point along the line. (e) Low Pressure Air Test of Plastic Gravity Flow Wastewater Lines (1) General Wastewater lines, at the discretion of the EIA, shall be air tested between manholes. BackfiIling 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 shall be plugged so they are isolated from the pipe and cannot be included in the test. All plugs used to close the sewer for the air test shall 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 51 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 if 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 (if any) shall be determined before starting the test. (3) Test Procedure The OA 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. After the intemal 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 intemal 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. 510 08/23/96 Page 33 Pipe Pipe Diameter (in.) Specification Time (min:sec) for length shown 100ft 150ft 200ft 250ft 300ft 350ft 400ft 450ft 4 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46 6 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:24 8 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24 10 9:26 9:26 9:26 9:53 11:52 13:51 15:49 17:48 12 1120 11:20 11:24 14:15 17:05 19:56 22:47 25:38 15 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04 18 17:00 19:13 25:38 32:03 38:27 44:52 51:16 57:41 21 19:50 26:10 34:54 43:37 52:21 61:00 69:48 78:31 24 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33 27 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48 30 35:37 53:25 71:13 89:02 106:50 124:38 142:26 160:15 33 43:05 64:38 86:10 107:43 129:16 150:43 172:21 193:53 36 51:17 76:55 102:34 128:12 153:50 179:29 205:07 230:46 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Compare the time recorded with the: specification time for the size and length of pipe as given in the following table: NOTES: TABLE FOR LOW PRESSURE AIR TESTING OF PLASTIC PIPE MINIMUM SPECIFIED TIME REQUIRED FOR 1.0 PSIG PRESSURE DROP FOR SIZE AND LENGTH OF PIPE INDICATED 1. Specification times are as given in UNI -B-6 RECOMMENDED PRACTICE FOR LOW- PRESSURE TESTING OF INSTALLED PIPE — by Uni -Bell PVC Pipe Assodation, 2655 Villa Creek Dr., Ste. 155, Dallas Texas 75234. 2. Pipe Sizes acceptable by City of Austin are as given in the Water and Wastewater Utility's Standard Products List (SPL's) WW -227 and WW -227A. Any drop in pressure, from 3.5 psig to 2.5 psig (adjusted for groundwater level), 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. Test procedure for wastewater pipe located in the Edwards Aquifer Recharge Zone or identified recharge areas or recharge features within the Edwards Aquifer Transition Zone: Low - pressure air tests must conform to the procedure described in ASTM C -924 or other equivalent procedures. For safety reasons. air testing of pipe sections will be limited to line sizes of 36 inches inside diameter or less. Lines that are 36 inches or larger inside diameter may be air tested at each joint. The minimum time allowable for the pressure to drop from 3.5 pounds per square inch to 2.5 pounds per square inch gauge during a joint test, regardless of pipe size, shall be twenty (20) seconds. For sections of pipe less than 36 -inch inside diameter, the minimum time allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch gauge must be computed by the following equation: T = 0.0850 (0)(K) /(0), where T = time for pressure to drop 1.0 pounds per square inch gauge in seconds; K = 0.000419(D)(L), but not less than 1.0 0 = nominal inside diameter in inches; L = length of line of same pipe size in feet; and O = rate of loss, assume 0.0015 cubic feet per minute per square foot (ft sq) of internal surface area. ' 510 08/23/96 Page 34 Pipe 510 08/23/96 Any drop in pressure, from 3.5 psig to 2.5 prig, in a time less than that required by the above formula shall be cause for rejection. When the line tested includes more than one size of pipe, the minimum time shall be that calculated for the largest size pipe included. Manholes must be tested separately and independently. Al manholes must be hydrostatically tested with a maximum loss allowance 010.025 gallon per foot diameter per foot of head per hour. When lines are air tested, manholes are to be tested separately by exfltration or. vacuum method (see Item 506, Manholes). (f) Deflection Test Deflection tests shall be performed by the Contractor on all flexible and semi -rigid wastewater pipes. The tests shall be conducted after the final backflll has been in place at least 30 days. Testing for in -place deflection shall be with a pipe mandrel or rigid bail sized at 95% of the inside diameter of the pipe. A second test of flexible and semi -rigid wastewater pipes 18 inch size and larger, also with a pipe mandrel or ball sized at 95% of the inside diameter of the pipe, shall be conducted by the Contractor 30 days prior to expiration of his warranty on the Work. Contractor shall submit his proposed pipe mandrels ar testing balls to the E/A or his designated representative for concurrence prior to testing the line. Test(s) must be performed without mechanical pulling devices and must be witnessed by the E/A or his designated representative. Any deficiencies noted shall be corrected by the Contractor and the test(s) shall be redone. (27) Pressure Pipe Hydrostatic Testing After the pipe has been installed and backtilled and all service laterals, fire hydrants and other appurtenances installed and connected, a pressure test, followed by a leakage test, will be conducted by the City. The City will furnish the pump and gauges for the tests. The Contractor shall be present and shall fumish 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. All drain hydrant and fire hydrant leads, with the main 6 -inch gate valve open, the hydrant valve seats closed and nozzle caps open, shall be included in the test. (a) Pressure Test The entire project or each valved section shall be tested, at a pressure of 200 psi for a sufficient period (approximately 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 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. No pipe installation will be accepted if the leakage exceeds 25 gallons/24 hours/mile of pipe/inch nominal pipe diameter. ! 25 clod 1 (n. - mi.) (2) Location and Correction of Leakage If such testing discloses leakage in excess of this specified allowable, the Contractor, at his expense,_shall locate and correct all defects in the pipe line until the leakage is within the indicated allowance. Page 35 Pipe All visible leakage in pipe shall also be corrected by Contractor at his own expense. (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. (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 dean water. Water for the Work shall be metered and furnished by the Contractor in accordance with Section 01500. 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 concentrated 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 procedure 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 section of the pipeline. This heavily chlorinated water shall then be carefully flushed from the line until the chlorine 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 solution 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 will be witnessed by an authorized representative of the City. (b) Bacteriological Testing After final flushing of the strong disinfecting solution, water samples from the line will be tested for bacteriological quality by the City and must be found free of coliforrn organisms before the pipeline may be placed in service. One test sample will be drawn from the end of the main and additional samples collected at intervals 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 Inc 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 will 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. 510 08/23/96 Page 36 Pipe (30) Cleanup and Restoration It shall be the Contractor's responsibility to keep the construction site neat, clean and orderly at at times. Cleanup shall be vigorous and continuous to minimize traffic hazards or obstructions along the streets and to driveways. Trenching, backfill, pavement repair (as necessary), and cleanup shall be coordinated as directed by the City. The VA will regulate the amount of open ditch and may halt 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 material 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 at excavations as provided elsewhere and shall immediately clean up and remove all unused soil, waste and debris and restore all surfaces and improvements to a condition equal or superior to that before construction began and to 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 encourage the retum of the entire surface and all improvements to a pleasant appearance and useful condition appropriate and complementary to the surroundings and equal or similar to that before construction began. Permanent pavement replacement, if necessary, shall begin immediately after at testing of each segment of piping is satisfactorily completed. 510.4 Measurement Pipe will be measured by the linear foot for the various types, sizes and classes. Parallel lines will be measured individually. Where a line ties into an existing system, the length of the new line will be measured from the visible end of the existing system at the completed joint. Unless otherwise indicated, the length of water and wastewater lines will be measured along pipe horizontal centerline stationing through fittings, valves, manholes, and other appurtenances. Unless otherwise provided, ductile fitting 24 -inch and smaller will be measured by the ton and paid for in accordance with the schedule in Standard Product List 1MN -27C. Unless otherwise provided, fittings larger than 24 inch sizes will be subsidiary to the pipe. Steel cylinder concrete pipe fittings and welded steel pipe fittings will not be measured separately. These will be subsidiary to the bid item Pipe. Stormwater pipe will be measured along the slope of the pipe. Where drainage pipe ties into inlets, headwalls, catch basins, manholes, junction boxes or other structures 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. Excavation and backflll, when included as pipe installation will not be measured as such but shall be included in the unit price bid for constructing pipe and measured as pipe complete in place including excavation and backfill. When pay items are provided for the other components of the system, measurement will be made as addressed hereunder. 510.5 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 type indicated, unless unstable material is encountered or trench excavation and backfill is bid as a separate item. - The concrete seal, foundation rock or coarse aggregate when used as directed in unstable material will 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 paid for by Pay Item No 510-E or F. (1) Pipe Payment for pipe, measured as prescribed above, will be made at the unit price bid per linear foot complete -in -place as designed and represented in the Drawings and other Contract documents. Unless otherwise provided herein ,as separate pay item(s), subsidiary items to the bid price per linear foot of pipe shall include the following: 510 08!23196 Page 37 Pipe a. clearing b. constructing any necessary embankment c. excavation d. disposal of surplus or unusable excavated material e. furnishing, hauling and piecing pipe f. fittings larger than 24 inch g. field constructed joints, collars, temporary plugs, caps or bulkheads h. all necessary lugs, rods or braces i. pipe coatings and protection j. connections to existing systems or structures, concrete blocking and thrust blocks and restrained joints . k. preparing, shaping, pumping for dewatering, and shoring of trenches I. bedding materials m. backfill materials n. hauling, placing and preparing bedding materials o. particle migration measures p. hauling, moving, placing and compacting backfili materials q. temporary and permanent pavement repairs and maintenance r. temporary and permanent removal and replacement of pavement. curb, drainage structures, driveways, sidewalks and any other improvements damaged or removed during construction s. cleanup t. vertical stack on deep wastewater services u. all other incidentals necessary to complete the pipe installation as indicated. No separate payment will be made for thrust restraint measures. Steel cylinder concrete pipe fittings and welded steel pipe fittings will not be paid for separately. These will be subsidiary to the bid item Pipe. (2) Concrete Cradles and Seals When called for in the Bid, concrete cradles and seals will be paid for at the unit Contract price bid per linear foot for the size of pipe specified, complete in place. (3) Concrete Retards When called for in the Bid, Concrete retards will be paid under Item No. 593, Concrete Retards." (4) Boring, Jacking and Tunneling When called for in the Bid, boring, jacking and tunneling will be paid under Item 501, "Jacking or Boring" or Item 502. 'Tunneling ". (5) Wet Connections to Water Mains When called for in the bid, wet connections will be paid 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. (See 510.3 Construction Methods (24) (b) Wet Connections to Existing Water System) (6) Fittings Cast iron and ductile iron fittings of the class indicated, furnished in accordance with these specifications will be paid for at the unit price bid per ton, complete in place, according to scheduled weights for mechanical joint fittings fumished, including glands, bolts and gaskets, as published in the following standards: AWWA C -153 for all fittings 4-inch through -24 inch sizes, regardless of whether AWWA C -110 or AWWA C -153 fittings are fumished or the type of end connections supplied. AW WA C -110 for all fittings larger than 24 inch size. Steel cylinder concrete pipe fittings and welded steel pipe fittings will not be paid for separately. The Contractor shall include these in his bid for pipe. 510 08/23/96 Page 38 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 shall 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-Stabilized Backfill Cement-stabilized backfill will be paid for at the unit price bid per linear foot and shall be full payment to the Contractor for furnishing and installing the required material, mixed, placed and cured complete in place_ (9) Concrete Encasement When called for in the Bid, Concrete Pipe Encasement wit be paid under Item No. 505, "Concrete Encasement and Encasement Pipe ". (10) Pressure Taps Pressure taps will be paid for at the unit price bid, complete in place, according to the size tap made and the size main tapped and shall be full payment for furnishing all necessary materials, including tapping sleeve and valve, making the tap, testing and placing the connection in service. (11) Trench Safety Systems When called for in Bid, Trench Safety Systems shall conform to Item No 509, "Trench Safety Systems ". (12) In -Place Sliplining with or without In -Place Pipe Destruction /Replacement As called for in the corresponding bid items, pipe sliplining with Or without in -place pipe destruction /replacement will be paid for at the Contract price per linear foot for the specified liner and pipe size and type pipe, at all depths, complete in place Installation of new services, or reconnection of existing services, to the liner will be paid for at the Contract price per each for the specified size and type of service, at all depths, complete in place. (13) Cured Resin Pipe Lining When called for in the bid, cured resin pipe lining will be paid for per linear foot, for the size and type of pipe lined, at all depths, complete in place including all equipment set -ups, video inspection and cleaning of existing pipe. Installation of new services or reconnection of existing services to the relined pipe will be paid for per each, for the specified size and type of service, at all depths, complete in place. 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: In -Place Sliplining without In -Place Pipe Destruction/Replacement ( Dia. Pipe Lining in. Dia. Existing Pipe) - per Linear Foot. Pay Item No. 510-C: In -Place Sliplining with Pipe Destruction/Replacement ( Dia. Replacement Pipe in Dia. Existing Pipe) - per Linear Foot. Pay Item No. 510 -D: Installing or Reconnecting Lateral Service to Relined or Replaced Pipe ( Dia. Service) in. _ Dia. Pipe - per Each. Pay Item No. 510 -E: Pipe Excavation Ft. Width - Per Linear Foot. Pay Item No. 510 -F: Pipe Trench Backfill Ft. Width - per Linear Foot. Pay Item No. 510-G: Concrete Seal or Cradle Dia. Pipe - Per Linear Foot. Pay Item No. 510-H: Concrete Trench Cap Ft. Width - Per Linear Foot. Pay Item No. 510-1: Concrete Cap and Encasement, Dia. Pipe - Per Linear Foot. 510 08/23/96 Page 39 Pipe End Pay Item No. 510 -K: Cement Stabilized Backil, — Dia. Pipe - per Linear Foot. Pay item No. 510 -N: Cured Resin Pipe Lining (for_ Dia, Pipe) - per Linear Foot. Pay Item No. 510 -P: Installing or Reconnecting Lateral Service to Cured Resin Lined Pipe, Dia. _ Service (for Dia. Main) - per Each. Pay Item No. 510 -T: Pressure Taps, — Dia. X _ Dia. - Per Each. Pay Item No. 510 -V: Wet Connections, _ Dia. x _ Dia. - Per Each. Pay Item No. 510 -X: Ductile Iron Fittings 4 inch through 24 inch - Per Ton. A "1M after the pay item indicates the use for water. A "VW ' after the pay item indicates the use for wastewater. Applicable References: Standard Specifications Manual: Item Nos. Ref. 102, 210, 402, 403, 501, 502, 505, 506. 507, 509, 593, 601, 604 Standards Manual' Standard Detail Nos. 510-1, (520 - series). Design Criteria Manuals: Utilities, Section 5. ' 510 08/23/96 Page 40 Pipe 511.1 Description This item to consist of valves furnished and installed as indicated. Unless otherwise indicated, all valves 4 inches and larger shall be AWWA -type valves of suitable design and fully equipped for service buried in the earth, without need for further modification and shall be wrapped with 8 -mil polyethylene film with all edges and laps securely taped to provide a continuous wrap. Where not indicated, the Contractor may use valves with any type end joint allowed for fittings of the pipe class being used. Unless otherwise indicated, all valve stems shall be adjusted to situate the operating nut not less than 30 inches nor more than 36 inches below the proposed ground or paving surface of the finished project. 511.2 Materials The Contractor shall submit descriptive information and evidence that the materials and equipment the Contractor proposes for incorporation into the Work is of the kind and quality that satisfies the specified functions and quality. Water and Wastewater Utility Standard Products Lists (SPL) form a part of the Specifications. Contractors may, when appropriate, elect to use products from the SPL; however, submittal to the EIA is still required. Should the Contractor elect to use any materials from these lists, each product shall be completely and clearly identified by its corresponding SPL number when making the product submittal. This will expedite the review process in which the EIA, and if necessary, the Water and Wastewater Utility Standard Products Committee, decides whether the products meet the Contract requirements and the specific use foreseen by the E/A in the design of this engineered Project. The purpose of the SPL's is to expedite review, by the E/A and, if necessary. the Water and Wastewater Utility Standard Products Committee, of Contractor product submittals. The SPL's should not be interpreted as being a pre - approved list of products necessarily meeting the requirements for a given construction Project. Items contained in the SPL cannot be substituted for items shown on the Drawings, or called for in the specifications, or specified in the Bidding Requirements, Contract Forms and Conditions of Contract, unless approved by the E/A in conjunction with the Water and Wastewater Utility Standard Products Committee. The Standard Product List current at the time of plan approval will govem. (1) Samples, Inspection and Testing Requirements: All tests and inspections called for by the applicable standards shall be performed by the manufacturer. Upon request, results of these tests shall be made available to the purchaser. (2) Other Requirements: Each submittal shall be accompanied by: Item No. 511 Water Valves Complete data covering the operator, including type and size, model number, etc., the manufacturer's name and address of his nearest service facility, the number of tums to fully open or close the valve, detailed instructions for calibrating the limit stops for open and closed positions and any other information which may be necessary to operate and maintain the operator. Complete dimensional data and installation instructions for the valve assembly as it is to be installed, including the operator. Complete replacement parts lists and drawings, identifying every part for both the valve and operator. 511.3 Valves (1) Iron -Body Gate Valves Unless otherwise indicated, Iron Body Gate Valves, 4" to 12 "— induding Tapping Valves —shall conform to AWWA C509, "Resilient Seated Gate Valves for Water and Sewerage Systems". Iron Body Gate Valves larger than 12" —including Tapping Valves —shall be double disc, parallel seat valves meeting the requirements of AWVVA C500. 16" Iron Body Resilient Seated Gate valves may be used if called for in the design and if indicated in the Standard Product List WW -282. (a) Stem Seals: All valves shall have approved 0-ring type stem seals. At least two C -rings shall be in contact with the valve stem where it penetrates the valve body. (b) Operation: All valves shall have non -rising stems with a 2" square operating nut, or with a spoke type handwheet when so ordered, tuming clockwise to dose. 511 08/23/96 Page 1 Water Valves (c) Gearing: Double disc gate valves in 16" and larger sizes shall be geared and, when necessary for proper bury depth and cover, shall be the horizontal bevel - geared type enclosed in a lubricated gear case. (d) Bypass. Unless otherwise indicated, 16 inch and larger gate valves shall be equipped with a bypass of the non - rising stem type which meets the same AW WA standard required for the main valve. (e) Valve Ends: Valve ends shall be push -on, flanged or mechanical joint, as indicated or approved. Tapping valves shall have inlet flanges conforming to MSS SP -60, with bolt holes drilled per ANSI 516.1 Class 125. Seat rings and body Casting shall be over -sized as required to accommodate full size cutters; the outlet end shall be constructed and drilled to allow the drilling machine adapter to be attached directly to the valve. (f) Gear Case: All geared valves shall have enclosed gear cases of the extended type, attached to the valve bonnet in a manner that makes it possible to replace the stem seal without disassembly and without disturbing the gears, bearing or gear lubricant. Gear cases shall be designed and fabricated with an opening to atmosphere so that water leakage past the stem seal does not enter the gear case. (g) Valve Body: Double disc gate valves in 16" and larger sizes installed in the horizontal position shall have bronze rollers, tracks, scrapers, etc. (2) Butterfly Valves: Unless otherwise indicated, all valves shall conform to the current "AWWA" Standard C -504, "Rubber- Seated Butterfly Valves ", Class 1508. except as modified or supplemented herein. (a) Functional Requirements 1. Valves shall be the short body design and shall have flanged connections on both ends unless otherwise called for. 2. Valves shall be of such design that the valve discs will not vibrate or flutter when operated in a throttled position. Valve discs shall be secured to the shafts by means of keys or pins so arranged that the valve discs can be readily removed without damage thereto. All keys and pins used in securing valve discs to shafts shall be stainless steel or monel. Valve discs shall be stainless steel or ductile iron, ASTM A 536, Grade 65- 45 -12; seating edge shall be stainless steel or other corrosion resistant material. 3. Valve shafts shall be constructed of wrought stainless steel or monel. The ends of the shaft shall be permanently marked to indicate the position of the disc on the shaft. 4. All buried valves shall have approved manufacturer's 0-ring type or split V type "Chevron" shaft seals. When 0-ring seals are used, there shall be at least two 0-rings in contact with the valve shaft where it penetrates the valve body. On 24 inch and larger valves, the seat shall be completely replaceable and/or adjustable with common hand tools without disassembling the valve from the pipeline. Rubber seats located on the valve disc shall be mechanically secured with stainless steel retainer rings and fasteners. 5. Unless otherwise indicated, valves shall be provided with manual operators with vertical stems and 2 inches square operating nut tuming clockwise to close and equipped with a valve disc position indicator. All keys or pins shall be stainless steel or monel Buried valves shall have the valve sterns extended or adjusted to locate the top of the operating nut approximately 30 inches to 36 inches below finish grade. 6. Unless otherwise indicated, motorized butterfly valves shall be equipped with 230/460 volt, 3 -phase reversing motor operators, extended as required to locate the center line of the operator shaft approximately 4 feet to 4 feet, 6 inches above finish grade. Operators shall be equipped with cast iron or malleable iron manual override hand wheel with a valve position indicator, local push button controls, lighted status/position indicator, torque and travel limit switches and all switches, relays and controls (except external power and signal wiring) necessary for both local and remote operation. 511 08/23196 Page 2 Water Valves (b) Performance Requirements 1. Unless otherwise indicated, valve operators shall be sized to seat, unseat, open and close the valve with 150 psi shutoff pressure differential across the disk and allow a flow velocity of 16 feet per second past the disc in either direction. 2. Motorized valve motors shall be capable of producing at least 140 percent of the torque required to operate the valves under conditions of maximum non -shock shutoff pressure without exceeding a permissible temperature rise of 55 degrees Celsius over 40 degrees Celsius ambient; they shall have a duty rating of not less than 15 minutes and shall be capable of operating the valve through 4 1/2 cycles against full unbalanced pressure without exceeding the permissible temperature rise. - Motors shall be suitable for operating the valve under maximum differential pressure when voltage to motor terminals is 80 percent of nominal voltage. Motor bearings shall be permanently lubricated and sealed. (3) Brass (Bronze) Valves: Unless otherwise indicated, brass gate valves shall be those makes and models included in the Standard Product List (SPL WW -174). Brass globe valves by the same manufacturers will be acceptable when required. (4) Air - Vacuum Release Valves (a) Valves shall be combination air - release, air - vacuum units having small and large orifice units contained and operating within a single body or assembled unit. The small orifice system shall automatically release small volumes of air while the pipe is operating under normal conditions. The large air - vacuum orifice system shall automatically exhaust large volumes of air while the pipe is being filled and shall permit immediate re -entry of air while being Valves shall be rated for at least 150 psi {maximum} normal service pressure. (b) Material Requirements Valve exterior bodies and covers shall be cast iron. Internal bushings, hinge pins, float guide and retaining screws, pins, etc., shall be stainless steel or bronze. Orifice seats shall be Buna -N rubber. Floats shall be stainless steel, rated at 1000 psi. Unless otherwise indicated, these valves shall be as included in the Standard Products List (SPL WW -367 for water, W W -462 for wastewater force mains). (5) Fire Hydrants All fire hydrants shall be Dry Barrel, Traffic Model (break- away), Post Type having Compression Type Main Valves (5 1/4" opening), closing with line pressure. Approved models are listed on SPL_WW -3 of the Water and Wastewater Utility Standard Products List. a. Applicable Specifications - AWWA C -502 current: "AWWA Standard for Dry-Barrel Fire Hydrants ". - NFPA 1963: "National (American) Standard Fire Hose Coupling Screw Thread" and City of Austin 4 inch Fire Hose Connection Standard (Available upon request from Standards Committee Secretary at 322 - 2806). - ANSI A -21.11 current "American National Standard for Rubber Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe and Fittings ". b. Functional Requirements Design Working Pressure shall be 150 psi (test pressure 300 psi). Inlet shall be side connection hub end for mechanical joint (ANSI A-21.11-current). Shoe shall be rigidly designed to prevent breakage, with hamessing lugs for joint restraint. 511 08/23/96 Page 3 Water Valves Lower Barrel shall be rigid to assure above ground break at traffic feature. Bury length of hydrant shall be four (4) feet minimum, five (5) feet maximum (hydrant lead pipe may be elbowed up from main using restrained joints; flanged joints in lead pipes are not allowed). Flange type connections between hydrant shoe, barrel sections and bonnet shall have minimum of 6 corrosion resistant bolts. Hydrant Main Valve shall be 5 1/4 inch I.D. Valve stem design shall meet requirements of AWWA C502, with Operating Nut tuming clockwise to close. Operating Nut shall be pentagonal — 1 1/2 inch (point to flat) at base, and 1 7/16 inches at top — 1 inch minimum height. Seat ring shall be bronze (bronze to bronze threading), and shall be removable with light weight stem wrench. Valve mechanisms shall be flushed with each operation of valve; there shall be a minimum of two (2) drain ports. Traffic Feature shall have replaceable break -away ferrous metal stem coupling - held to stem by readily removable type 302 or 304 stainless steel fastenings. Break -away flange or frangible lugs shall be designed to assure above ground break. Break -away or frangible bolts will not be acceptable. Outlet Nozzles shall be located approximately 18 inches above ground. Each hydrant shall have two (2) 2 1/2 inch nozzles 180 degrees apart with National (American) Standard Fire Hose Coupling Screw Thread NFPA 1963 and one (1) 4 inch pumper nozzle with City of Austin standard thread - six (6) threads per inch "Higbee" cut, 4.8590 inch O.D., 4.6425 inch root diameter. Nozzles shall be threaded or cam - locked, 0-ring sealed, and shall have type 302 or 304 stainless steel locking devices. Nozzle caps (without chains) and cap gaskets shall be furnished on the hydrant. The cap nut shall have the same configuration as the operating nut. Hydrants shall be Dry-Top Construction, factory lubricated oil or grease with the lubricant plug readily accessible. The system shall be described for City approval. Hydrant shall have double O -ring seals in a bronze stem sheath housing to assure separation of lubricant from water and shall have a weather cap or seal, or both, as approved by the Owner, to provide complete weather protection. c. Material Requirements All below ground bolts shall be corrosion resistant. The hydrant valve shall be Neoprene - 90 duromter minimum. The seat ring, drain ring, operating nut and nozzles shall be bronze - AWWA C -502 current, containing not over 16 percent zinc. Break -away stem coupling shall be of ferrous material; its retaining pins, bolts, nuts, etc. of type 302 or 304 stainless steel. Coatings shall be durable and applied to clean surfaces Exterior surfaces above ground shall receive a bright silver coat of 'Tiger' - Drylac (49/31110), or approved equal, applied according to coating manufacturer's specifications. Other exposed ferrous metal shall receive asphalt based varnish, or approved equal, applied according to the coating manufacturers specifications. (6) Pressure/Flow Control Valves: All control valves to regulate pressure, flow, etc., in City lines shall be models listed in Water and Wastewater Standard Products List. (7) Drain Valves: Drain valve materials and installation shall conform to City of Austin Standard Detail No 511 -9. 511.4 Construction Methods (1) Setting Valves, Drains and Air Releases Unless otherwise indicated, main line valves, dram valves and piping, air and vacuum release assemblies and other miscellaneous accessories shall be set and jointed in the manner described for cleaning, laying, and jointing pipe. Unless otherwise indicated, valves shall be set at the locations shown on the Drawings and such that their location does not confict with other appurtenances such as curb ramps. Valves shall be installed so that the tops of operating stems will be at the proper elevation required for the piping at the location indicated above. Valve boxes and valve stem casings shall be firmly supported and maintained, centered and aligned plumb over the valve or operating stem, with the top of the box or casing installed flush with the finished ground or pavement in existing streets, and installed with the top of the box or casing approximately 6 inches below the standard street subgrade in streets which are excavated for paving construction or where such excavation is scheduled or elsewhere as directed by the Engineer. 511 08/23/96 Page 4 Water Valves Drainage branches or air blowoffs shall not be connected to any sanitary sewer or submerged in any stream or be installed in any other manner that will permit back siphonage into the distribution system (see "Standard Detail Drawings "). Every drain line and every air release line shall have a full sized independent gate valve flanged directly to the main. Flap - valves, shear gates etc will not be accepted. (2) Setting Fire Hydrants: Fire hydrants shall be located in a manner to provide accessibility and in such a manner that the possibility of damage from vehicles or conflict with pedestrian travel will. be minimized. Unless otherwise directed, the setting of any hydrant shall conform to the following: Hydrants between curb and sidewalk on public streets, shall be installed as shown on Standard 511 -17, with outermost point of large nozzle cap 6" to 18" behind back of curb. Where walk abuts curb, and in other public areas or in commercial areas, dimension from gutter face of curb to part of any nozzle cap shall be not less than 3 feet, nor more than 6 feet, except that no part of a hydrant or its nozzle caps shall be within 6 inches of any sidewalk or pedestrian ramp. Any fire hydrant placed near a street corner shall be no less than 20 feet from the curb line point of tangency. Fire hydrants shall not be installed within nine feet vertically or horizontally of any sanitary sewer line regardless of construction. All hydrants shall stand plumb; those near curbs shall have the 4" nozzle facing the curb and perpendicular to it. The hydrant bury mark shall be located at ground or other finish grade; nozzles of all new hydrants shall be approximately 18 inches above grade. Lower barrel length shall not exceed 5 feet. Barrel extensions are not permitted unless approved by the Engineer. Each hydrant shall be connected to the main by 6" ductile iron pipe; a 6 inch gate valve shall be installed in the line for individual shutoff of each new hydrant. Below each hydrant, a drainage pit 2 feet in diameter and 2 feet deep shall be excavated and filled with compacted coarse gravel or broken stone mixed with coarse sand under and around the bowl of the hydrant, except where thrust blocking is situated and to a level 6 inches above the hydrant drain opening. No hydrant drainage pit shall be connected to a sanitary sewer. Cover drain gravel with filter fabric to prevent blockage of voids in the gravel by migration of backfill material. The bowl of each hydrant shall be well braced against unexcavated earth at the end of the trench with concrete thrust blocking (taking care not to obstruct the hydrant drain holes), or it the hydrant shall be tied to the pipe with approved metal hamess rods and clamps, or the valve and lateral between the main and the hydrant may be restrained with approved restrained joints of pipe. Hydrants shall be thoroughly cleaned of dirt or foreign matter before setting. Fire hydrants on mains under construction shall be securely wrapped with a poly wrap bag or envelope taped into place. When the mains are accepted and placed in service the bag shall be removed. (3) Pressure Taps: Refer to Item No 510.3(24), "Pipe ". (4) Plugging Dead Ends: Standard plugs shall be inserted into the bells of all dead ends of pipes, tees or crosses and spigot ends shall be capped. All end plugs or caps shall be secured to the pipe conforming to Item No. 510.3 (22), "Pipe ", (5) Protective Covering: Unless otherwise indicated, all flanges, nuts, bolts, threaded outlets and all other steel component shall be coal tar coated and shall be wrapped with standard 8-mil (minimum) low density polyethylene film film or 4-mil (minimum) cross laminated high - density polyethylene meeting ANSI /AWWA Specification C- 105 - current, with all edges and laps taped securely to provide a continuous and watertight wrap. Repair all punctures of the polyethylene, including those caused in the placement of bedding aggregates, with duct tape to restore the continuous protective wrap before backfilling. (6) Valve Box, Casing and Cover. Stems of all buried valves shall be protected by valve box assemblies as shown on City of Austin Standard No. 511- 10. Valve box castings shall conform to ASTM A 48, Class 30B. Testing shall be verified by the manufacturer at the time of shipment. Each casting shall have cast upon 11 a distinct mark identifying the manufacturer and the country of origin. (7) Drain Valve Installations: Refer to City of Austin Standards 511 -9. (8) Air Release Assemblies: Refer to City of Austin Standards 511 -1, 511 -2, and 511 -3. 511 08/23196 Page 5 Water Valves (9) Pressure/Flow Control Valves: Assemblies shall be installed as indicated. (10) Connections to Existing System: Refer to Item No. 510, "Pipe" for connections to the existing system. (11) Shutoffs: Refer to Item No. 510, "Pipe" for shutoffs. 511.5 Measurement All types of valves will be measured per each. Fire hydrants and drain valves will be measured per each. Fire Hydrant and Drain Valve barrel extensions will be measured per vertical foot. Pressure/Flow control valve assemblies and both manual and automatic air release assemblies will be measured per each. 511.6 Payment Payment shall be full compensation in accordance with the pay item set in the bid, for excavation, furnishing, hauling and placing valves and barrel extensions including anchorage and all incidental and subsidiary materials and work: preparing, shaping, dewatering, shoring of trenches, bedding, placing and compacting backfill materials and for all other incidentals necessary to complete the installation, as indicated, complete in place. Payment for iron fittings and for wet connections are covered in Item No. 510.6, "Pipe ". (1) Valves: Valves will be paid for at the unit price bid for the size and type valve installed, including valve stem casing and cover, excavation and backfill, setting, adjusting to grade, anchoring in place, and other appurtenances necessary for proper operation. (2) Fire Hydrants: Fire Hydrants installation shall be paid for at the unit price bid. including fittings, between the main line and the fire hydrant, setting, adjusting to grade, anchoring in place, and other appurtenances necessary for proper operation: but shall not include pipe and valve between the main line and fire hydrant. (3) Pressure/Flow Control Assemblies: Pressure control and flow control valve assemblies will be paid for at the unit price bid, including box or vault, setting, adjusting to grade, anchoring in place adjusting the control device to the required conditions, providing other appurtenances necessary for proper operation, and placing in operation. (4) Drain Valve Assemblies: Drain valve installation shall be paid for at the unit price bid, including fittings between the main line and the drain valve, setting, adjusting to grade, anchoring in place, and other appurtenances necessary for proper operation: but shall not include pipe and valve between the main line and dram hydrant. (5) Manual Air Release: Manual air release installations will be paid for at the unit price bid and shall include valves, fittings, pipe, tapping the main, box and cover, and other appurtenances necessary for proper operation. (6) Automatic Air - Vacuum Valves: Automatic air - vacuum release assemblies will be paid for at the unit price bid and will include the main line tap or outlet, all pipe, valves, fittings, box or vault and cover, and other appurtenances necessary for proper operation. Payment, when included as a contract pay item, will be made under one of the following: Pay Item No. 511 -A: Valves Type Dia. - Per Each. Pay Item No. 511 -B: Fire Hydrants - Per Each. Pay Item No 511 -D: Pressure or Flow Control Valve Assemblies - Per Each. Pay Item No. 511 -E: Drain Valve Assemblies - Per Each. Pay Item No. 511-F: Manual Air Release Assemblies, Dia. - Per Each. Pay Item No. 511 -G: Automatic Combination Air and Vacuum Release Valve Assemblies, _ Dia. - Per Each. Pay Item No. 511 -R: Iron Body Resilient Seated Gate Valve, 16" Dia. - Per Each. END Applicable References: Standard Specifications Manual: Item Nos. 510 Standards Manual: Standard Detail Nos. 511 -1, 511 -2, 511 -3, 511 -9, 511 -10 511 08/23/96 Page 6 Water Valves 559.1 Description 559.2 Materials (1) Concrete Item No. 559 Concrete Box Culverts This item to govern the materials used and the constructing, furnishing and placing of concrete box culverts and wing walls on a prepared grade at the location shown and in accordance with the details indicated. Unless otherwise indicated, the Contractor shall have the option of furnishing cast -in- place, precast (formed) or precast (machine made) box culverts. When cast -in -place box culverts are used, they shall conform to the details indicated and the requirements for Item No. 403, "Concrete for Structures" and Item No. 410, "Concrete Structures ". When precast box culverts are used under traffic, the design loads shall consist of the impact load, dead load and live load (HS 20- per AASETO Standard Specifications for Highway Bridges; design wheel load, 16 Kips) and to the requirements of ASTM C 789 and /or ASTM C 850. This item to also consist of any pumping, bailing, drainage and Item No. 509, "Trench Safety Systems" for trench walls, when indicated. Class A Concrete shall be used for cast -in -place and precast (formed) box culverts conforming to the requirements of Item No. 403, "Concrete Structures" and Item No. 410, "Concrete for Structures ", except that Class M Concrete will be required for direct traffic boxes. Concrete for precast (machine made) boxes shall conform to ASTM C 789 or C 850 and shall have a minimum 28 day compressive strength of 5,000 psi. (2) Reinforcement Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ". (3) Jointing Material Materials for jointing precast box culverts shall conform to Item No. 510, "Pipe ". (4) Membrane Curing Materials for membrane curing shall conform to Item No. 409, "Membrane Curing ". (5) Admixtures Admixtures shall conform to Item No. 405, "Concrete Admixtures ". 559 06/08/88 Page 1 Concrete Box Culverts Air entraining admixtures shall be added to the mixture to produce concrete with not less than 4 nor more than 7 percent air content by volume. (6) Granular Backfill Materials for Granular Backfill shall conform to Item No. 210, "Flexible Base ". (7) Foundation Rock Foundation Rock shall be well graded, course aggregate ranging in size from 2 to 8 inches and capped with 5/8 inch rock. 559.3 Fabrication Forms for precast (machine made) boxes shall be made of steel. Forms for precast (formed) boxes may be either wood or steel. Forms shall be mortar -tight and of sufficient strength to prevent bulging or misalignment of adjacent boxes. They shall be constructed to permit their removal without damage to the concrete. Offsets at form joints shall not exceed 1/8 inch. Forms shall be clean and free of extraneous matter when concrete is placed. Positive means of supporting steel cages in place throughout forming and concrete placement will be required and subject to the approval of the Engineer. Welding of reinforcing steel will be permitted only where shown on the plans. Welding shall be done by a qualified welder. Precast (machine made) boxes shall be cast by a process which will provide for uniform placement of the concrete in the forms and compaction by mechanical devices which will assure dense concrete. Concrete shall be mixed in a central batch plant or other approved batching facility from which the quality and uniformity of the concrete can be assured. Transit -mixed concrete will not be acceptable for use in precast (machine made) boxes. Curing of precast boxes made in a commercial plant shall be by any one or by a combination of the following methods which are compatible with the joint materials selected or as directed by the Engineer: (1) Steam Curing Boxes will be placed in a curing chamber, free from outside drafts and cured in a moist atmosphere maintained by the injection of steam for such time and temperature as necessary for proper curing. The curing chamber shall be constructed to allow full circulation of steam around the entire box. Steam outlets shall be positioned so that live steam is not applied directly to the concrete. (2) Water Curing Boxes may be water cured by covering with water saturated cotton 559 06/08/88 Page 2 Concrete Box Culverts mats, polyethylene sheeting or polyethylene burlap blankets, by a system of perforated pipe or mechanical sprinklers, by porous hose or by other methods that will keep the boxes moist during the curing period. later for curing shall conform to Item No. 403, "Concrete for Structures ". (3) Membrane Curing Type 1 membrane curing compound may be used for interim curing or for complete curing. All surfaces shall be kept moist prior to the application of the curing compound and shall be damp when the compound is applied. When used for interim curing, the curing compound shall be applied to the outside surface of the box upon removal of forms. It shall also be applied to the inside surface or a suitable covering may be placed over the box opening to protect the inside of the box against rapid drying. When used for complete curing, curing compound shall be applied to the inside surface of the box when interim curing is applied or when handling strength has been attained, but not later than 24 hours after casting. Curing shall not be delayed longer than 1 hour after the concrete has been placed in the forms or more than 1/2 hour after removal of forms, unless interim curing is applied. Precast boxes made in a commercial plant shall be continuously cured for a period of 3 days after reaching handling strength or until the design strength has been attained. Curing may be interrupted for no more than 30 minutes for form removal and no more than 4 hours for removal to a storage area and resumption of curing. All precast boxes shall be protected from freezing during the curing period. A curing day is a calendar day when the air temperature, taken in the shade away from artificial heat, is above 50 F for at least 19 hours or for colder days if satisfactory provisions are made to maintain the temperature at all surfaces of the concrete above 50 F for the entire 24 hours. Test cylinders shall be cured at the same time and in the same manner as the boxes. Not more than 4 lifting holes may be provided in each box to facilitate handling. They may be cast -in, cut into the fresh concrete after form removal or drilled and shall not be more than 2 inches in diameter or 2 inches square. Cutting or displacement of reinforcement will not be permitted. Spalled areas around the holes shall be repaired. Concrete boxes shall be given an ordinary finish conforming to Item No. 410, "Concrete Structures ". 559 06/08/88 Page 3 Concrete Box Culverts 559.4 Testing Precast boxes of either type, made in a plant, shall bear the following marking: The name or trademark of the manufacturer; The date of manufacture; When required, elsewhere herein, a match mark for proper installation; and if lifting holes are not provided, one end of each box section shall be clearly marked on the inside and outside walls to indicate the top and /or bottom as it will be installed. Marking shall be indented into the box or may be painted thereon with waterproof paint. Precast box culverts made in a commercial plant, shall have a minimum of 4 test cylinders for design strength made for each day's production run of each size and class of box culverts. Strength tests for each production run will be based on the average strength of 2 cylinders which may be tested anytime after completion of the specified curing period. When design strength is attained on the initial test, further tests on that run will not be required. Should the initial test fail to meet the design strength, a subsequent test shall be made at 28 days unless additional test cylinders were made during production of that run. Failure to attain design strength by the 28 day test will result in rejection of the run represented by the test. Tests for handling strength will be based on the average of 2 cylinders. These test cylinders are in addition to those required for design strength. Cylinders for compressive strength tests shall be made in accordance with SDHPT Test Method Tex - 707 -1. Testing of precast (formed) culvert sections or cast -in -place culverts shall conform to Item No. 403, "Concrete for Structures ". 559.5 Fabricating Tolerances Tolerances for precast boxes of either type shall conform to the following: The inside vertical and horizontal dimensions shall not vary from plan requirements more than + 1/2 inch. The horizontal or vertical plane ar earh end ehall nor vary from being perpendicular to the top and bottom by more than 1/2 inch when measured diagonally between opposite interior corners of the end section. The sides of a section at each end shall not vary from being perpendicular to the top and bottom by more than 1/2 inch when measured iiagonally between opposite interior corners of the end section. The thickness of walls and slabs shall not be less than that required by the plans, except that an occasional deficiency not greater than 1/4 inch will be acceptable. If proper jointing is not affected, thicknesses in excess of plan requirements are acceptable. 559 06/08/88 Page 4 Concrete Box Culverts The straightness of the tongue and groove at the mating surface shall not vary by more than 1/4 inch. Deviations from the above tolerances will be acceptable if the box sections can be fitted at the plant or job site and it is determined that an acceptable joint can be made. For this condition, an acceptable joint is When 2 box sections are fitted together on a flat surface in proper alignment and in the position they will be installed, the longitudinal opening at any point shall not exceed 1 inch. Box sections accepted in this manner shall be match - marked for installation. 559.6 Defects and Repair Fine cracks or checks on the surface of the member which do not extend to the plane of the nearest reinforcement will not be cause for rejection unless they are numerous and extensive. Cracks which extend into the plane of the reinforcing steel, but are acceptable otherwise, shall be repaired in an approved manner. Small damaged or honeycombed areas which are purely surface in nature may be repaired. Excessive damage, honeycomb or cracking will be subject to structural review. Repairs shall be sound, properly finished and cured in conformance with the pertinent specifications. When fine cracks or hairchecks on the surface indicate poor curing practices, further production of precast boxes shall be discontinued until corrections are made and proper curing provided. 559.7 Storage and Shipment Precast boxes shall be stored on level blocking in a manner acceptable to the Engineer. No load shall be placed upon them until design strength is reached and curing completed. Shipment of boxes may be made when the design strength and curing requirements have been met. 559.8 Construction Methods Excavation and backfill shall conform to Item No. 401, "Structural Excavation and Backfill" and Item No. 510, "Pipe ", except where tunneling or jacking methods are required or indicated. Precast concrete boxes shall be bedded on a foundatinn of Firm rtphle material accurately shaped to conform to their base. When indicated, special bedding materials shall be provided. Unless otherwise indicated, the Contractor may use any of the jointing materials, except rubber gaskets and shall conform to the jointing requirements in Item No. 510, "Pipe ". When precast boxes are used to form multiple barrel structures, they shall be placed in conformance with the details indicated. Materials to be used between barrels shall be as indicated. 559 06/08/88 Page 5 Concrete Box Culverts Connections of precast boxes to cast -in -place boxes or to any required headwalls,.wingwalls, riprap'or other structures shall conform to the details indicated. Lifting holes shall be filled with mortar or concrete and cured to the satisfaction of the Engineer. 559.9 Measurement End (1) Cast in Place Box Culverts 559.10 Payment The quantities of concrete of the various classifications which will constitute the completed and accepted "Box Culverts" in place will be measured by the cubic yard, based on the dimensions indicated. (2) Precast Concrete box culverts of each size and type shall be measured by the linear foot. The measurement will be made between the ends of the box along the central axis. For concrete boxes used in multiple barrel structures, the measured length will be the sum of the lengths of all barrels measured as described above. The unit price bid, per linear foot for the various sizes and types of precast "Concrete Box Culverts" or the unit price bid, per cubic yard for the various sizes and types of cast in place "Concrete Box Culverts" shall be full compensation for constructing, furnishing and transporting boxes; the preparation and shaping of bed; jointing of boxes; for connections to existing structures; concrete, reinforcing steel and all other items of material, labor, equipment, tools and incidentals necessary to complete the work in accordance with the plans and specifications, except excavation and backfill, which shall be in accordance with Item No. 401, "Structural Excavation and Backfill". When precast boxes are laid on a skew, full compensation for cutting the ends when required by the plans, shall be included in the unit bid price per linear foot, measured in accordance with "Measurement" above. Payment will be made under one of the following: Item No. 559: Concrete Box Culverts, Ft. x Linear Foot. Item No. 559 -A: Concrete Box Culverts - Per Cubic Yard. Ref: 210, 401, 403, 405, 406, 409, 410, 509, 510 Ft. - Per 559 06/08/88 Page 6 Concrete Box Culverts 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. 601.2 Construction Methods The existing topsoil shall be removed from th'e 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. Atter 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 andbr placing topsoil shall not be measured for payment, but shall be subsidiary to other items of work, End Page 1 04 .17 86 601 602.1 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 out 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 be kept moist from the time it is dug until planted. When so directed by the Engineer, the sod existing at the source shall be watered to the extent required prior to excavating. (2) Fertilizer Fertilizer and the rate of application shall conform to Item No. 606, "Fertilizer'. (3) Mulch (4) Water Item No. 602 Sodding for Erosion Control 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. 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 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 EngineerArchitect. 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 oI 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 1/2 inch of the top above the ground. Page 1 04 17 86 602 (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 11; 111 and IV. City Ordinance No. 85- 0207 -B. 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. (3) 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. Anyexcess dirt from planting operations shall be spread uniformly over adjacent areas or disposed of as directed by the Engineer so that the completed surfaces wilt present a new 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. 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 soil 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 foot 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'a 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 - Bermuda Block Sodding — Per Square Yard. Pay Item No. 602 - St, Augustine Block Sodding — Per Square Yard. Pay Item No. 602 - Bermuda Mulch Sodding — Per Square Yard. End 602 04 17 86 Page 2 605.1 Description item No. 605 Soil Retention Blanket This item shall consist of providing and placing wood fiber mat, nylon monofilament mat, reinforced paper mat or jule mesh as soil retention blanket over seeded areas indicated or as specified by the Engineer. 605.2 Materials (1) Jute Mat Jute mat shall consist of heavy, smolder resistant, 1 inch uniform size strands, woven from undyed and unbleached jute yarn, 48 inches in width and weighing an average of 1.2 pounds per linear yard of cloth with a tolerance of =5 percent. The yarn shall be of a loosely twisted construction having an average twist of not less than 1.6 turns per inch and shall not vary in thickness by more than V2 its normal diameter. (2) Excelsior Mat Excelsior mat shall be wood excelsior, 48 inches in width, x 1i inch and weighing 0.8 pounds per square yard, =10 percent. The excelsior material shall be covered with a netting to facilitate handling and to increase strength. (3) Wood Fiber Mat The wood fiber mat shall consist of a machine produced mat of curled wood excelsior of BO percent, 6 inches or longer fibers, with consistent thickness and the fiber evenly distributed over the entire area of the blanket. The top side of the blanket shall be covered with a biodegradable, carbon - impregnated extruded plastic mesh or other. as approved by the Engineer. The weight of the blanket shall be approximately 1.25 pounds per square yard. (4) Nylon Monofilament Mat The monofilament mat shall consist of entangled nylon monofilaments, fused at the intersections of the entangled fibers. The three - dimensional structure so formed shall be a bulky mat with 90 percent of its volume a void capable of being filled with soil after installation on the project site. The material of which the mat consists shall be Nylon 6 plus a minimum 0.5 percent by weight of Carbon Black. Additionally, the nylon monofilament mat shall meet or exceed the following requirements' 605.3 Construction Methods Weight 0,06 psi =7 Thickness of mat 0.8 inch minimum Filament diameter 0.015 inch minimum Tensile strength — length direction 94.07Ibs:11. minimum Tensile strength — width direction 53.75 Ibs,ft. minimum Elongation — length direction 50% minimurh Elongation — width direction 50% minimum Resiliency — immediate recovery, 5 cycles at 200 psi (14061.4 gm /sq cm) 80% (5) Reinforced Paper Mesh Paper mesh shall consist of a knitted construction yarn with uniform openings interwoven with strips of biodegrada- ble paper, furnished in rolls with suitable protection for outdoor storage. The weight of the paper mesh shall be at least 0.12 pound per square yard. (6) Wire Staples Wire staples shall be not less than 13 inch lengths of No. 11 wire bent to form a "U" approximately 1 inch in width. (7) Wood Stakes Wood stakes shall be 1 x 3 inch nominal lumber at the top and tapered to a point. The length shall be 14 inches minimum. The Soil Retention Blanket shall be placed within 24 hours atter seeding operations have been completed, conforming to Item No. 604. "Seeding for Erosion Control" or when directed by the Engineer. Page 1 04.17 86 605 Site Preparation: After the site has been shaped and graded to the approved design. a friable seedbed relatively free from clods and rocks shall be prepared. Any foreign matter that will prevent contact of the preparation mat: with the soil surface shall be removed. The area shalt be smooth and free of ruts or other depressions. if the prepared seedbed becomes crusted or eroded as a result of rain or for any reason, the Contractor shall rework the soil until it is smooth and reseed such areas which are reworked. After the area has been properly prepared, the blanket shall be laid out flat, even and smooth, without stretching or crimping the material, Jute mesh used as a ditch shall be applied with the lengths running parallel to the Clow of water. Where more than one width is required, a lap joint not less than 4 inches shall be used, with the higher fabric on top. An anchor slot shall be constructed at the upslope edge of the jute.mesh placement. This is accomplished by burying at least 6 inches of the end of the mesh vertically in a slot dug in the soil. The soil shall be firmly tamped against the jute in the slot. Junction slots shall be used to join the ends of successive lengths. For junction slots. the upslope end of each strip of jute mesh shall be buried at least 6 inches in a slot dug in the earth. Soil shall be firmly tamped against the jute in the slot. The ends of the jute shall overlap at least 12 inches with the higher fabric on top. Check slots shall be constructed by placing a tight fold at least 6 inches vertically into the soil. On ditch grades of 4 percent or less. such check slots shall be spaced so that a check or junction slot occurs within each 50 feet. On ditch grades greater than 4 percent. such slots shall occur within each 25 feet. A terminal slot shall be placed at the bottom end of the mesh. This shall be accomplished by burying the end of the mesh ver. tically in a slot dug in the soil as indicated. The soil shall be firmly tamped against the jute in the slot. Four inch or 6 inch lawn edging may be used as an alternate means of providing a check slot. The edging material may be either metal or rigid plastic and shalt be placed under the mesh. This edging shall be driven flush with the slope or channel surface, with staples installed through the mesh on the upslope side of the edging at 6 inch intervals. Jute mesh shall be held in place by means of wire staples. The staples shall be driven at a 90 degree angle to the plane of the soil. Staples shall be spaced not more than 3 feet apart in 3 rows far each strip, with a row along each edge and one row alternately spaced in the middle. All ends of mesh and check slot locations. shall be secured by staples spaced 6 inches apart across the width. If jute mesh over sod is specified. check slots or junction slots will not be required. The wood fiber mat or nylon monofilament mat shall be laid in the same manner as jute mesh, except that the ends and edges are not lapped but are tightly butted together. The stapling pattern is the same as required for jute mesh. When wood fiber mat or nylon monofilament mat is placed as a ditch liner. junction slots. check slots and anchor slots are not required. However, in lieu of check slots. a row of staples spaced on 6 inch centers. running at right angles to the ditch line rows. shall be placed within each 50 feet on ditch grades of 4 percent or less. On ditch grades greater than 4 percent, such rows of staples shall occur within each 25 feet. When jute mesh. wood fiber mat or nylon monofilament mat is used on cuts or fills, the mesh or mat may be placed with the length running from top of slope to toe of slope or the mesh or mat may be placed with the length running horizontally or parallel to the contour. Check slots will not be required for jute mesh placed on cuts or fills. Immediately after the soli retention blanket has been placed and stapled. the area covered shall be sprinkled and rolled with a light roller of sufficient weight to press the blanket into the surface of the soil. The roller shall be of such weight to avoid over compaction of the seedbed. 605.4 Measurement Work and acceptable material for 'Soil Retention Blanket" will be measured by the square yard or by the acre of surface area covered. complete in place. 605.5 Payment The work performed and materials furnished and measured as provided under "Measurement' will be paid for at the unit price bid for "Soil Retention Blanket ". which price shall be full compensation for furnishing wood fiber mat, nylon monofilament mat or jute mesh and all labor. tools. equipment and incidentals necessary to complete the work. No direct payment will be made for anchor, check, terminal or junction slots and wire staples, these being considered as subsidiary work pertaining to the construc- tion of the "Soil Retention Blanket Payment will be made under one of the following: Pay Item No. 605 -A: Soil Retention Blanket — Per Square Yard. Pay Item No. 605 -6: Soil Retention Blanket — Per Acre. End 605 04 17 86 Page 2 606.1 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: USE 606.4 Measurement 606.5 Payment End TYPE 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. 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. 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 tor 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. FERTILIZER APPLICATION Item No. 606 Fertilizer NEW CONSTRUCTION FERTILIZER ANALYSIS POUND PER ACRE NEW PLANTING MAINTENANCE Page 1 04 86 606 607.1 Description This item shall consist of construction of slope stabilization devices used where plant growth cannot be readily established or sustained without slope Stabilization measures, all in conformity with the locations, lines and grades indicated or as directed by the Engineer /Architect and in accordance with these specifications. 607.2 Materials (1) Precast Concrete Units Concrete units shall be precast concrete blocks with a 12 to 16 inch module and shall be 4 or 6 inches thick. as indicated. Concrete shall be Class A conforming to Item No. 403. "Concrete for Structures ". Each unit will weigh at least 30 pounds per square foot and the open area will range from 20 to 25 percent. The filter carrier fabric shall conform to Item No. 620. "Filter Fabric ". The fabric shall be of sufficient strength to support not less than 11/2 times the weight of the mat when slung by Lifting at both ends (2) Plastic Grid Plastic Grid shall consist of polypropylene chemical base and shall be resistant to all natural occurring alkaline and acidic soil conditions. resistance to attack by bacteria and fungi, ultraviolet stable and have a thermal stability range of —60 F to 175 F. The Melt Index shall be 0.2 grams, 10 minutes. The plastic grids shall weigh between 75 to 106 pounds and thickness shall be 0.15 to 0.25 inch. The tensile strength shall be 860 to 1230 pounds per square foot across roll width. (3) Earth Reinforcement System A patented earth rsinforcement system shall consist of interlocking precast reinforced concrete units of the size. shape and texture indicated, placed on a concrete foundation. All precast concrete shall be Class F, with minimum compressive strength of 4000 psi. cast -in -place concrete shall be Class A, conforming to Item No. 403, Concrete for Structures ". All joints shall be caulked and protected with a filter fabric as indicated. All reinforcing steel shall con- form to Item No. 406, "Reinforcing Steel ". All tie back and reinforcing mesh shall be in accordance with manufac- turer's recommendations. Filter fabric shall conform to Item No. 620. "Filter Fabric'. (4) Metal Crib Wall Fabricated metal members shall be field - assembled into a series of connected closed face cribs for use as a metal crib type retaining wall. The materials used for the crib wall shall conform to the applicable requirements of ASTM A 444, with respect to base metal analysis and weight of zinc coating or ASTM 8 209, Alloy Alclad 3004. The wall shall consist of units that conform to the dimensions and thickness requirements indicated. No drilling or punching to correct defects in manufacture shall be permitted. Filter fabric shall conform to Item No. 620, "Filter Fabric ". (5) Precast Concrete Crib Wall Item No. 607 Slope Stabilization Precast concrete units shall be assembled into a cribbing system. All concrete shall be Class A conforming to Item No. 403, "Concrete for Structures "; size and dimensions of precast members shall be as indicated. The reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ". Filter fabric shall conform to Item No. 620, "Filter Fabric ". (6) Additional Materials and Methods In addition to those systems described above, the following items may be used in combinations or separately. as indicated: Item No. Concrete for Structures 403 Concrete Structures 410 Riprap 591 Page 1 04 17 86 607 Concrete Retard 593 Gabions 594 Sodding for Slope Stabilization 602 Seeding for Slope Stabilization 604 Topsoil 604 Soil Retention Blanket 605 Filter Fabric 620 Dry Stack Wall 623 Rock Berm 639 Mortared Rock Wall _ 640 Additional products not mentioned may be Indicated. 1 607.3. Construction Methods Precast Concrete Units (1) Subgrade Preparation The slope on which the units are to be placed shall be constructed according to the lines and grades indicated. Fills shall be placed in lifts not exceeding 8 inch loose measure and compacted to 95 percent of the maximum dry density as determined in accordance with SDHPT Test Method Tex -114 -E or as approved by the Engineer Architect. (2) Placing the Units The precast concrete units shall be placed on a concrete foundation in accordance with the manufacturer's recom- mendations. Filter fabric will be required. (3) Backfill Backfill shall be fine granular material or topsoil as indicated or as approved by the Engineer. Seeding or sodding when required shall be placed directly over topsoil and shall conform to Item No 602. "Seeding for Slope Stabiliza- tion" and Item No 604, "Sodding for Slope Stabilization" respectively. Plastic Grid 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (1) Subgrade Preparation The compacted slope on which the plastic grids are to be placed shall be constructed according to the fines and grades indicated. Prior to placing the grid, pieces of wood. rock. concrete. brick or other objects that might puncture the plastic grid shall be removed. (2) Placing the Plastic Grid The grid shall be placed directly on the ground surface. Adjacent and adjoining rolls shall be overlapped by a mini- mum of 1 and 6 feet respectively. The grid shall be installed and anchored in accordance with the manufacturer's recommendations and details indicated. Damage to the fabric resulting from the Contractor's vehicles. equipment or operations shall be repaired at the Con - tractors expense. The amount of plastic grid placed shall be limited to that which can be covered with topsoil within 72 hours. (3) Backfill A minimum thickness of 4 inches of topsoil shall be used directly over plastic grid compacted to a minimum of 85 percent of the maximum dry density as determined in accordance with SDHPT Test Method Tex - 114.5. Seeding or sodding shall be placed on areas topsoiled as indicated and shall conform to Item No. 602 'Seeding for Slope Stabilization" or Item No. 604. "Sodding for Slope Stabilization Earth Reinforcement System (1) Excavation Excavation shall conform to the applicable requirements of Item No. 111, Excavation" and Item No. 401 Structural Excavation and Backfill respectively and in conformity with the limits and construction stages indicated. Any foun- dation soils found to be unsuitable shall be removed and replaced. 607 04 17 86 Page 2 (2) Foundation (3) Metal Crib Wall (3) The foundation subbase for the structure shall be graded and compacted to 95 percent of the maximum dry density as determined in accordance with SDHPT Test Method Tex -114 -E and approved by the Engineer. The leveling pad shall be constructed of Class A concrete conforming to Item No. 403. "Concrete for Structures' along the lines and grades indicated. Wall Erection The wall modules joint filler and leveling pads shall be placed as indicated in accordance with the manufacturer's recommendations. Special care shall be taken in setting the bottom course of units to true line and grade. -All modular units above the first course shall interlock with lower courses. Vertical joints shall be staggered with each successive course. The vertical joints on the front face of the wall shall not exceed 3 4 inch tolerance. Joint filler shall be installed in all joints and filter fabric shall be installed behind the wail as indicated. The overall vertical tolerance of wall plumbness (from top to bottom) shall not exceed Y2 inch per 10 feet from the dimensions indicated. (4) Drainage Drainage shall conform to Item No. 551, "Pipe Underdrains" and to the details indicated. (5) Backfill Backfill placement shall closely follow the erection of each lift of panels. At each reinforcing mesh level. backfill shall be roughly leveled before placing and attaching mesh. Reinforcing mesh or straps shall be placed normal to the face of the wall. The maximum lift thickness shall not exceed 8 inches, loose measure. The Contractor shall decrease the lift thickness. if necessary, to obtain the specified density. Backfill compaction shall be accomplished without distur- bance or distortion of reinforcing mesh, filter fabric and face panels. All backfill shall be compacted to 95 percent maximum density. Backfill moisture content may not exceed 2 percent greater than optimum as determined by SDHPT Test Method Tex - 114 -E. Compaction of the backfill shall not be accomplished by sheep foot. grid rollers or any other type of equipment employing a foot, which in the opinion of the Engineer could damage the reinforcing mesh. At the end of each day's operation, the Contractor shall shape the backfill to drain away from the face of the wall. All backfill material used adjacent to the structure shall be crushed stone, free from organic or otherwise deleterious materials and shall conform to the following gradation limits as determined by SDHPT Test Method Tex - 110 - E. Sieve Size Percent Passing 6 inches 100 3 inches 75 -100 No, 200 0 -15 (1) Subgrade Preparation The foundation subbase for the structure shall be prepared as indicated or as directed by the Engineer. All founda- tion soils found to be unsuitable shall be removed and replaced. Prior to wall construction the subbase shall be approved by the Engineer, (2) Wall Assembly The metal wall units shall be installed as indicated in accordance with manufacturer's recommendations. The metal panels shall be bolted. Bolt torque shall be a minimum of 25 toot pounds. The Engineer may test bolts to insure proper tightness. Filling behind the structure shall not be commenced until the assembled portion of the structure has been duly inspected. Drainage Drainage shall conform to Item No. 551, "Pipe Underdrains" and to details indicated. (4) Backfill All backfill material placed inside and adjacent to the wall itself shall be specified herein or approved by the Engineer. Material shall be placed in layers and compacted to specified density of layers not greater than 12 inches. Compac- Page 3 04 17 86 607 lion shall be achieved by mechanical tampers. The backtill material shall conform to Item No 210, "Flexible Base ". except gravels may be used. The filter fabric shall be placed behind the metal crib wall and shall conform to Bern No. 620. "Filter Fabric" and to manufacturer's recommendations. Precast Concrete Crib Wall (1) Subgrade Preparation The foundation trench shall be excavated and compacted as indicated. All unsuitable soils shall be removed and replaced as :directed by the Engineer. (2) Concrete Foundation Concrete shall be Class A conforming to Item No. 403. "Concrete for Structures and to details indicated. (3) Wall Assembly • The base wall consisting of the stretcher shall lay in front half of trench and be level. Stretcher joints shall be midway between headers. The header shall be placed on the stretcher which shall have 1:4 batter. Repeating this procedure with close attention on a level wall. Closers. which are shorter in length than stretchers. may be used at the end of every alternating row to stagger the joints and gain strength. (4) Backfill A filter fabric shalt be used behind crib wall to retain backfill and soil. Backfill shall follow each wall layer. All backfill material used in the structure volume shall be crushed stone. free from organic or otherwise deleterious materials and shall conform to the following gradation limits as determined by SDI-PT Test Method Tex - 110 -E. Sieve Size Percent Passing 6 inches 100 3 inches 75 -100 No. 200 0 -15 607.4 Measurement Work and accepted material for "Slope Stabilization will be measured by the square yard. complete in place from the top of the foundation to the. top of the siope stabilization. Foundations will not be measured for payment. 607.5 Payment Work performed and mateiiials furnished as prescribed by this specification and measured under "Measurement will be paid for at the unit price per square yard for Slope Stabilization'. which price shall be full compensation for all excavation. foundations. subgrade preparation, placing filter fabric, underdrains. precast blocks. tie backs. backfilling and for all labor, tools, equipment and incidentals necessary to complete the backfilling. Payment will be made under: Pay Item No. 607: Slope Stabilization. _ — Per Square Yard. End 607 04 17 86 Page 4 610.1 Description Item No. 610 Preservation of Trees and Other Vegetation This item shall consist of the proper care and treatment of all trees and other vegetation in the vicinity of any development activity. 610.2 Materials (1) Protective Fencing Protective fencing refers to materials used to protect the root zones of trees. Three basic types of protective fencing materials shall be used as indicated. Type A and Type B are typical, and shall be_installed where damage potential is high. Type C is to be installed where damage potential is minimal. Type C fence materials shall be subject to approval by the City Arborist for Site Permit Projects, or the Engineer /Architect for City administered projects. It shall be replaced by Type A or Type B fencing if it fails to perform the necessary function. Type A Chain Link fence (Typical) Six -foot chain link fencing with tubular steel support poles. Type B Wood Fence (Typical) Any planking; 4x4 -inch for every fourth vertical support: 2x4 -inch for intermediate vertical supports and horizontal stringers. Type C Other Materials (Limited Application) The following materials will be permitted as altemates for Limited application where tree damage potential is minimal (as determined by the City Arborist on Site Permit Projects, or the Engineer /Architect on City administered projects): (a) Mesh type field fencing with fluorescent surveyor's flagging. (b) High visibility plastic construction fencing. Fabric shall be 4 feet in width, made of high density polyethylene resin, extruded and stretched to provide a highly visible intemational orange, non - fading fence which will remain flexible from -60 F to 200 F, and be inert to most chemicals and acid. Pattem may vary from diamond to circular with a minimum weight per foot of 0.4 lbs. /Ft., a 4 foot width minimum tensile yield strength (Horiz.) of 2000 psi, ultimate tensile strength of 2680 psi (Horiz.) and a maximum opening no greater than 2 inches. (c) Other approved equivalent restraining material. All of the above fencing materials shall be supported with -steel pipe, tee posts, U posts or 2" x 4' timber posts, 5 -1/2 feet in length minimum, spaced no more than 8 feet on centers. Fabric to be secured to post by bands or wire ties. (2) Trunk Protection Any 2 x 4 -inch or 2 x 6 -inch planking; plastic strapping. (3) Tree Dressing Any asphaltic tree wound paint. (4) Dry Wells Native stone, railroad ties or equivalent timber with PVC aeration systems in fill areas conforming to ASTM 0-2729, SDR -35. (5) Paving Permeable segmented pavers in conjunction with PVC pipe aeration system or concrete on gravel base with cored holes. 610 08/25/95 Page 1 Preservation of Trees (6) Fertilizer Fertilizer shall conform to Item No. 606, "Fertilizer". 610.3 Construction Methods (1) Protective Fencing All trees and shrubs in the proximity of the construction site shall be_carefully checked for injuries prior to beginning any development activity. All individual trees, shrubs, and natural areas to be preserved shall be protected during construction with temporary fencing as indicated. Protective fences shall be installed prior to the start of any site preparation work (clearing, grubbing, or grading), and maintained in functioning condition throughout all phases of the construction project. Protective fence locations in close proximity to intersecting streets or drives shall adhere to the site distance criteria found in Section 1 of the Transportation Criteria Manual. Protective fences shall be constructed at the locations (typically the outer limits of the Critical Root Zone) and with materials indicated to prevent the following: (a) Soil compaction in the root zone area resulting from vehicular traffic or storage of equipment or materials. (b) Root suffocation from excess till or sedimentation accumulation (greater than four (4) inches). (c) Feeder root loss due to minor grade lowering (two (2) to six (6) inches). (d) Structural and feeder root loss due to major grade lowering (more than six (6) inches) or trenching. (e) Wounds to exposed roots, trunks or limbs by mechanical equipment. (f) Other activities detrimental to trees such as chemical storage, cement truck cleaning, and fires. Exceptions to installing fences at the Critical Root Zone may be permitted in the following cases: (a) Where trees are close to a proposed building or other construction activity, erect the fence to allow the minimum necessary work space between the fence and the structure and apply organic mulch to a depth of four (4) to six (6) inches in the unprotected root zone area; (b) Where permeable paving is to be installed within a tree's Critical Root Zone, erect the fence at the outer limits of the permeable paving area prior to any site grading (no grading shall take place under permeable paving); (c) Where there are street -side pedestrian walkways, fences shall be constructed in a manner which does not obstruct safe passage; (d) Where there are severe space constraints due to tract size or other special requirements, the Contractor shall contact the City Arborist on Site Permit projects or the Engineer /Architect for City Administered projects to discuss alternatives. Where any of the above exceptions result in a fence being closer than five (5) feet to a tree trunk, the Contractor shall protect the trunk with strapped -on planking to a height of 8 feet (or to the limits of lower branching) in addition to the reduced fencing provided. (2) Repair of Damage Tree roots scarred by equipment shall be cut cleanly and covered with top soil. When tree roots are pruned, a comparable portion of selected branches shall be cut from the tree on the opposite side. Limb pruning shall be made at the branch collar as indicated. All limbs greater than 1 inch in diameter shall be precut to prevent splitting. All cut limbs shall be treated with an approved tree dressing. Tools shall 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. 610 08/25/95 Page 2 Preservation of Trees (3) Cutting and Filling Around Trees When an excavation or embankment is placed within the drlpline of any tree greater than 8 inches in diameter, a dry well shall 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. 610A Measurement Tree and shrub tramming, fencing, drains, fertilization, etc., will not be measured for payment unless included as a contract pay item. Dry wells for tree protection will be measured by the units, complete in place, conforming to Item No. 623, "Dry Stack Rock Wall ". 610.5 Payment The work and materials prescribed 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 will be made under. Pay Item 610AS: Safety Fencing Type A Chain Link fence (Typical) - Per Linear Foot Pay Item 610AB: Safety Fencing Type B Wood Fence (Typical) - Per Linear Foot Pay Item 610AC: Safety Fencing Type C Other Materials (Limited Application) - Per Linear Foot Pay Item No. 610T: Dry Stack Rock Well (Tree Protection) - Per Each. End 610 08/25/95 Page 3 Preservation of Trees 626.1 Description This item shall consist 01 a natural or man -made drainageway of parabolic or trapezoidal cross section that is below adjacent ground level and is stabilized by suitable ground cover. The flow is normally wide and shallow and conveys the runoff down the slope. 626.2 Materials (1) Soil Retention Blanket Soil Retention Blanket shall conform to Item No. 605. "Soil Retention Blanket ". ( Seed Seeding shall conform to Item No. 604, 'Seeding for Erosion Control ". (3) Sod Sodding shall conform to Item No. 602, "Sodding for Erosion Control'. (4) Water Water shall be clean and free of industrial wastes and other substances harmful to the growth of grass or to the area irrigated. 626.3 Construction Methods The waterway shall be excavated or shaped to line, grade and cross section indicated and be free of bank projections or other irregularities which could impede normal flow. Ground cover operations will be undertaken immediately after excavation. as indicated. 626.4 Measurement Acceptable completion of work as prescribed will be measured by the square yard when the groundcover is completely reestab- lished and side slopes are stabilized, maintaining the swale and removing any silt accumulations prior to final acceptance. Addi- tional measurement will not be made for maintenance stabilization, sodding or other planting. 626.5 Payment Work performed and materials furnished and measured as provided under "Measurement' will be paid for at the unit price bid per square yard for "Grass -Lined Swale ", which price shall be full compensation for furnishing all materials. for all excavation. labor, planting and all incidentals necessary to complete the work. Payment will be made under: End Pay Item No. 626: Grass -Lined Swale — Per Square Yard. Item No. 626 Grass -Lined Swale Page 1 04 17 86 626 633.1 Description This item shall consist of reshaping the existing topography in accordance with )he 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 (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 • 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. MI 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. 633.4 Measurement 633.5 Payment End Item No. 633 Landgrading 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. 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 17 86 633 Table 1: Aggregate Gradation Chart (TEX 401 -A, Percent Retained) 8 inch 5 inch 2 inch 0 90 -100 100 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 641.1 Description 641.2 Materials Aggregate for construction shall conform to the following gradation: 641.3 Construction Methods End Ref.: ENVIRONMENTAL CRITERIA MANUAL, Section 1.4.2.N Stabilized Construction Entrance Item No. 641 Stabilized Construction Entrance This item involves constnicting_a stabilized pad of crushed stone located at any point where traffic will be entering or leaving a construction site to or from a public right of way, street, alley, sidewalk or parking area. The purpose of a stabilized construction entrance is to reduce or eliminate the tracking or deposition of sediment onto public right of way. All trees, brush, stumps, obstructions and other objectionable material shall be removed and disposed of so as riot to interfere with the excavation and construction of the entrance as indicated. The entrance shall not drain onto the public right of way or leave the construction site. When necessary, vehicle wheels shall be cleaned to remove sediment prior to entrance onto public right of way. When washing is required, it shall be done on an area stabilized with crushed stone which drains into an approved sediment trap or sediment basin. All sediment shall be prevented from entering any storm drain, ditch or watercourse through use of sand bags, gravel, boards, silt fence or other approved methods. The entrance shall be maintained in a condition which will prevent tracking or disposition of sediment onto public right of way. This may require periodic top dressing with additional stone as conditions demand and repair and/or cleanout of any measures used to trap sediment. All sediment spilled, dropped,washed or tracked onto public right of way must be removed immediately. 641.4 Measurement Acceptable work performed as prescribed in this item will be measured by unit of each stabilized construction entrance installed. 641.5 Payment Work performed and materials fumished under this item shall be paid for at the unit price bid per each. Payment, when included as a contract pay item, will be made under: Pay Item No. 641: Stabilized Construction Entrance - Per Each. 641 03 /08 /96 Page 1 Stabilized Construction Entrance (SCE) 642.1 Description Itea M. 642 Silt Fence This item shall consist of providing and placing a filter fabric fence including maintenance of the fence, removal of accumulated silt and removal of the fence upon completion of the project. 642.2 Materials (1) Fabric (3) (a) General: The filter fabric shall be of nonwoven polypropylene, polyethylene or polyamide thermoplastic fibers with con - raveling edges. The fabric shall be nmbiodegtadable, inert to most soil chemicals, ultraviolet resistant, unaffected by moisture or other weather conditions, and permeable to water while retaining sediment. The filter fabric shall be supplied in rolls a minimum of 36 inches wide. (b) Physical Requirements: The fabric shall net the following requirements when sampled and tested in accordance with the methods indicated. (2) Posts: Posts shall be painted or galvanized steel Tee or Y -posts with anchor plates, not less than 5 feet in length with a minimun weight of 1.3 pounds per foot with a minim m, Brinell Rardness of 143. Bangers shall be adequate to secure fence and fabric to posts. Posts and anchor plates shall conform to ASTM A 702. Wire Fence: Wire fence shall be welded wire fabric 2x4 -Wl. O6J1.0 and shall conform to ITEM NO. 406 =AMU STEEL. 642.3 Caistructial Mounds Physical Properties Method Bequdtommts Fabric Weight: (oz/sy) TEK -616 -J 4.5 minim= Water Flow Rate: (gal /sq. ft/ TElt-616 -J 40 maximm minute) Equivalent Opening Size: US CW- 02215, OS Army 40 to 100 Standard sieve. (number) Corps of Engineers, Mullen Burst Strength: (psi) ASIM D 3786 300 mirdmm Ultraviolet Resistance; ASIM D 1682 70 min;m n Strength retention: (Z) 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 buried in a trench a minimum of 6 inches deep and 6 inches wide to prevent sediment from passing under the fence. When the silt fence is constructed on impervious material, a 12 inch flap of fabric shall be extended upstream from Item 642 05/01/90 Page 1 Silt Fence the bottom of the silt fence and weighted to limit particulate loss. No horizontal joints will be allowed in the filter fabric. Vertical joints shall be overlapped a minima of 12 inches with the ends sewn or otherwise securely tied. The silt fence shall be a minimum of 24 inches high. Posts shall be embedded a minion of 12 inches in the ground, placed a maxima of 8 feet apart and set on a slight angle toward the anticipated runoff source. When directed by the Engineer, posts shall be set at specified intervals to support cone Crated loads. The silt fence shall be repaired, replaced, and/or relocated when necessary or as directed by the Engineer. Accumulated silt shall be removed when it reaches a depth of 6 inches. 642.4 Measurement The work performed and the materials furnished under 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 "!1essurenent" will be paid for at the unit price bid per linear foot of "Silt Fence". The price shall be full compensation for furnishing, hauling and placing all materials, labor, tools, equipment and incidentals necessary to complete the work including inspecting, repairing, replacing and relocating the fence, removal of silt and removal and disposal of all materials at the completion of construction in and revegetaticn of disturbed areas. Payment will be made under: Pay Item No. 642: Silt Fence for Erosion Control - Per Linear Foot. END Applicable tmfo.. n : Standard Specifications Manual: Item No. 406 Standards Manual: Standard Detail No. 642 -1 Environmental Manual: Section 1, Water Quality Management, 1.4.2G Silt Fence Item 642 05/01/90 Page 2 Silt Fence Item No. 701 Fencing 701.1 Description This item shall consist of fencing supported on posts and constructed of material and workmanship as indicated or as designated by the Engineer. 701.2 Materials (1 ) (3) (4) (5) Chain Link Fabric (a) The fabric width shall be as indicated. The overall height of the fence when erected shall be the height above grade as indicated. The fabric shall be woven into an approximately 2 inch mesh such that in a vertical dimen- sion of 23 inches along the diagonals of the openings there shall be at least 7 meshes. The fabric shall have a knuckled (IO and twisted (T) finish for the top and bottom selvages respectively. The wire in the shall withstand a minimum tensile strength test of 75,000 psi after galvanizing. Except as provided herein, the chain link fence fabric shall conform to ASTM A 392, Class I. The wire in the fabric shall be of gauge indicated. (b) The fabric shall be hat dip galvanized after weaving and shall have a minimum coating of 1.2 ounces per square foot of uncoated 'surface conforming to ASTM A 392, Class I. (2) Woven Wire Fencing Woven wire fencing shall be either galvanized steel wire fencing or aluminum - coaled steel wire fencing conforming to the following requirements: (a) Galvanized steel wire fencing shall conform to ASTM A 116, Class 3. (b) Aluminum - coated steel wire fencing shall consist of aluminum - coated steel wire conforming to the requirement for galvanized steel wire fencing, except the wire shall be aluminum coated. The wire shall not have less than 0.25 ounce coating of aluminum alloy per square foot of uncoated surface. The weight of the aluminum alloy coating shall be determined in accordance with AASHTO 213. Wire Fencing Wire shall be either galvanized or aluminum alloy coated No. 9 gauge steel wire conforming to the specifications for galvanized steel or aluminum alloy coated woven wire fencing above. Wood Fencing Wood for wood fencing shall be Wolmanized, cedar or as indicated. Concrete for post footings shall be Class B Concrete conforming to item No. 403, "Concrete for Structures" or as indicated. Metal Posts, Top Rails, Braces and Gates Steel pipe used for pasts, top rails, braces and gate frames shall conform to ASTM A 120. Steel sections used for posts, top rails, frames and braces shall be a good commercial quality weldable steel. All material shall be new and no used, rerolled or open seam material will be acceptable. All posts shall meet the weight and length requirements indicated. The fabric bands and steel wire ties shall conform to the gauge and spacing indicated and shall be of suitable design to fasten fabric to the posts. Wire ties of the gauge shown may be used in lieu of fabric bands. All fittings required for posts shall be pressed or rolled steel, forge steel, malleable iron or wrought iron of good commer- cial quality and spaced as indicated. (a) Line Posts Line posts may be either H.-column, T- section or tubular. Tubular line posts shall be fitted with watertight mal- leable iron caps. (b) Terminal Posts All end, comer and pull posts shall be known as terminal posts and shall be of either round or square sections. All terminal posts shall be furnished with watertight malleable iron caps. Fabric shall be fastened to terminal posts by steel stretcher bars and stretcher bar bands fitted with carriage bolts and nuts of the size and spacing indicated. 701 Rev. 09130187 Page 1 Fencing (c) Gate Posts Gate posts shall be either round or square. All gate posts shall be furnished with watertight malleable iron caps. The fabric shall be attached to the gate posts by means of steel stretcher bars and stretcher bar bands fitted with carriage bolts and nuts of the size and spacing indicated. (d) Gates The gate frames shall be fabricated from sections either round or square of the size and weight indicated and shall be filled out with the same type fabric specified for the chain link fence. All gates shall be equipped with approved malleable iron or steel latches, stops and center rest. A satisfactory locking device suitable for padlocking shall be provided. The gates shall be hung by at least 2 steel or malleable iron hinges Securely fastened to the posts. Hinges shall not twist or tum under the action of the gate, shall be capable of allowing a full 180 degree opening tum, shall be so arranged that a closed gate cannot be lifted off the hinges to obtain entry and shall be easily operated by one person. (e) Top Rail The top rail shall be of site and weight indicated with outside sleeve type couplings at least 7 inches long. One coupling in five shall have a heavy spring to take up expansion and contraction of the rail. The top rail shall be installed before installing chain link fabric and shall pass through post tops. (1) Braces All braces shall be of the size, weight and length indicated. All braces shall be trussed with rods and turn- buckles of the dimensions indicated. Braces shall be installed on all terminal posts and shall extend to the adjacent line posts. All corner and pull posts shall have braces on each side of terminal. (g) Fittings, Bolts and Other Miscellaneous Hardware All fittings, bolts and miscellaneous hardware shall be hot dip galvanized in conformance with ASTM A 153. (h) Tension Wire Between posts, the fabric shall be fastened to a top and bottom tension wire or to the top rail and bottom tension wire by steel wire ties of the gauge and spacing indicated. The tension wire shall be at least 7 gauge galvanized coil spring steel of good commercial quality. Tension wire shall have a minimum coating of 0.8 ounce per square foot of uncoated surface when tested in conformance with ASTM A 116. (i) Security Fence The security fence shall be 8 feet high with brackets and 3 strand barbed wire_ (j) Galvanizing Thin -wall. high•strength pipe posts shall be externally hot -dip galvanized with a minimum weight of coating of 0.9 ounce per square foot- Alter galvanizing, thin -wall, high- strength pipe posts shall be externally chromatec by total immersion followed by application of clear cross - linked organic coating_ Interior surfaces shall have a hot -dip galvanized coating. a zinc base coating having an 81 percent zinc powder by weight or a cross-linked organic coating containing a corrosion inhibitor. The zinc base and organic coat- ings shall have a minimum thickness 01 0.3 mil. The Contractor shall fumish the manufacturer's certification together with test results to show the following: The exterior clear- coated surface of the pipe shall have a demonstrated ability to resist 1000 hours of exposure to salt log with a maximum of 5 percent red rust when tested in accordance with ASTM 8 117. There shall be no film cracking of the clear finish coat after 500 hours exposure in a weatherometer in accordance with ASTM G 23, Type E or EH Carbon Arc Weatherometer. There shall be no blistering or cracking of the clear knish coat after 500 hours exposure to 100 percent relative humidity in accordance with ASTM D 2247. The interior coated surface shall have a demonstrated ability to resist 300 hours of exposure to salt fog with a maximum of 5 percent red rust when tested in accordance with ASTM B 117. The uniformity of the zinc coating shall be determined by visual inspection. If, in the opinion of the Engineer. visual examination is not conclusive, he may use the Preece Test as described in ASTM A 239. When so 701 Rev. 09130187 Page 2 Fencing tested, all items shall withstand a minimum of 6 one minute dips except for those items designated in ASTM A 153 as Class B -2, B -3, C and D which shall withstand a minimum of 4 one minute dips. • Careful visual inspection shall be made 10 determine the quality of the zinc coating. Excessive roughness, blisters. salammoniac spots, bruises and flaking if present to any considerable extent, shall provide a basis for rejection. Where practicable, all inspection and tests shall be made at the place of manufacturer prior to ship- ment and shall be so conducted as not to interfere unnecessarily with the progress of the work. Damaged spelter coating shah be repaired by thoroughly wire brushing the damaged area and removing all loose; cracked or weld- burner spelter coating. The cleaned area shall be painted with 2 coats of zinc oxide - zinc dust paint conforming to the requirements of Federal Specification TT -P -6418. The paint shall be fur- nished at his expense. (6) Concrete Concrete for post footings, catch blocks, anchors and other such items related to the fence construction, shall be Class A Concrete conforming to item No. 403, "Concrete for Structures ". Maximum size of aggregate shall be 3, /4 inch. Hand mixing of concrete will be permitted on batches under 1 cubic yard. All batches exceeding this volume will be machine.mixed. 701.3 Inspection and Sampling The Contractor shall furnish, upon request of the Engineer, samples of each component part of the fence including fittings, These samples shall be subjected to the galvanizing, weight and where required, strength tests. A sample may be taken for each project or for each shipment to a project, when requested by the Engineer. All samples shall be furnished to the City free of charge. If any specimen tested fails to meet the requirements of this specification, 2 additional specimens shall be cut from the remainder of the sample and tested, both of which shall meet the requirements in every respect or the lot represented by the sample may be rejected 701.4 Construction Methods The Chain Link Fence shall be erected to lines and grades established by the Engineer in accordance with the details indicated. The fence shall be true to line, taut and shall comply with the best practice for fence construction of this type. (1) Erection of Posts Posts shall be set plumb and permanently positioned and anchorages firmly set before fabric is placed. Posts shall be set in concrete, unless otherwise indicated. Concrete footings shall be carried to the depth and dimensions indicated. Where rock is encountered within the required depth to which the post is to be erected, a hole of a diameter slightly larger than the largest dimension of the post may be drilled into the rock and the post grouted in. The regular dimensioned concrete footing as indicated shall then be placed between the top of the rock and required grade indicated. Posts shall be approximately centered in their footings. All concrete shall be placed promptly and compacted by tamping or other approved methods. Con- crete shall be finished in a dome and shall be cured a minimum of 48 hours before further work is done on the posts. Pull posts shall be placed not over 500 feet apart in straight runs and at each vertical angle point, all as directed by the Engineer. Corner posts shall be placed at each horizontal angle point greater than 15 degrees. Corner and pull posts shall have horizontal braces and tie rods as specified above and as indicated. (2) Erection of Top Rail and Tension Wire The top rail and bottom tension wire and/or top and bottom tension wires shall be installed before installing the chain link fabric. The top rail shall be firmly attached in final position. Tension wires shall be within 4 inches of the top and bottom of the fabric and shall be pulled taut. (3) Erection of Fabric Atter all posts have been permanently positioned and anchorages firmly set, the fabric shall be placed by securing one end and applying sufficient tension to the other to remove all slack before making attachments. Fabric shall be fastened as indicated and the bottom of the fabric shall be placed a normal distance of 2 inches above the ground line; however, over irregular ground this distance may vary between 1 inch and 6 inches for a distance not to exceed 8 feet. Any necessary backfilling required, in order to comply with these provisions, will be considered as incidental work. 701 Rev. 09/30/87 Page 3 Fencing (4) Fence Grounding This fence shall be grounded where a power line passes over the fence. In any case, a ground shall be provided at not t0 exceed 1,000 feet apart in straight rune of fence. Each indivrduat section of fence shall have at least 1 ground. The ground shall consist 01 a Copper -weld rod 8 feet long and a minimum of Vs inch in diameter driven or drilled in vertically until the top of the rod is approximately 6 inches below the top of the ground. A No. 6 solid copper conductor shall be brazed to the rod and to the fence in such a manner that each element of the fence i5 grounded. (5) Election of Wood Fencing Material After alt posts have been permanently positioned and anchorages firmly set, stringers shall be placed and boards secured to the stringers Other techniques utilizing modular precut panels may be used, when indicated. 701.5 Measurement Chain Link Fence. of each height specified. will be measured by the linear foot of fence measured at the bottom of the fabric along the centerkne of fence from center to center of terminal posts. excluding gates. Gates will be measured as each gate. complete in place. 701.6 Payment The work performed and material furnished as prescribed by this item, measured as provided under "Measurement" will be paid for at the unit price bid for "Chain Link Fence" of the height specified which price shall be full compensation for furnishing and installing all fencing materials (except gates) including all miscellaneous fittings, braces, post caps, line wires, connection clips or wires: digging post holes and grouting in rock where required; furnishing and placing concrete tor setting posts: furnishing and installing all electrical grounds; all hauling and handling charges; and for all manipulations. labor, tools, equipment and inciden- tals necessary to complete the work. including excavation. backfilling and disposal of surplus material. Gates measured as provided under "Measurement" will be paid for at the unit price for "Pedestrian Gate" or "Vehicular Gate ", of the type, height and opening specified which price shall each be hull compensation for turnishmg all materials: fabricating, prepa- ration, hauling, handling charges and erecting. including all miscellaneous fittings, braces. latches. gate hinges, stops and center anchorage: and tor all manipulations. labor, tools. equipment and incidentals necessary for complete installation. Payment will be made under one of the following: Pay Item No. 701.A: Chain Link Fence — Per Linear Foot. Pay Item No. 701.8: Chain Link Pedestrian Gate, Foot x Foot — Per Each. Pay Item No. 701•C: Chain Link Vehicular Gate, Foot x Foot — Per Each, Pay Item Na 701.07 Wire Fence — Per Linear Foot. Pay Item Na 701E Wood Fence — Per Linear Foot. Pay Item No. 701 -F: Wood Fence Pedestrian Gate, Foot x Foot — Per Each. Pay Item No. 701 -G: Wood Fence Vehicular Gate. Foot x Foot — Per Each. Pay Item Na 701 -1-1: Security Fence — Per Linear Foot. Pay Item Na 701 -T: Temporary Fence, Foot High, Type — Per Linear Foot. End 701 Rev. 09130/87 Page 4 Fencing Rem No. 702 Removing and Relocating Existing Fences 702.1 Description This item shall consist of removing. replacing or relocating existing fence, gates and hardware to location and typical details indicated or as directed by the Engineer. 702.2 Removing Existing Materials The existing boards. fabric, posts, wire, rails, braces, hardware, gates and miscellaneous items shall be carefully removed, bundled, rolled and stockpiled as required. for installing at the new fence assignment. The removal and handling shall be such that the fence materials may be reused in the relocated fence. (1) Removing Fabric and Wire Fabric and wire of all types shall be carefully untied or disassembled from the posts and other appurtenances and shall be rolled in bundles of a size for handling with ordinary equipment. (2) Removing Posts Posts shall be carefully removed from the ground and the concrete tooting removed. Holes shall be filled with dirt and thoroughly compacted. (3) Removing Boards Boards of all types shall be carefully disassembled from the rails and other appurtenances to facilitate removal in panels. Excess material removed shall be disposed of as indicated below. (4) Storage of Materials Storage of all salvable materials to be reinstalled shall be stored on site or at such other locations as the Contractor may elect, which shall be subject to approval by the Engineer. Security and maintenance of the salvable materials shall be the responsibility of the Contractor. (5) Excess Materials 702.3 New Materials Excess materials, either damaged or unsuitable for reinstallation or unnecesoary for completing the scope of the fence work in the new alignment shall be offered to the owner before removal from the site by the Contractor. New materials required to complete the fence at the location indicated will be of equal quality to the existing materials. No used materials from other projects or from the Contractor's own used material stocks will be allowed. The new materials to be fur- nished will be those necessary to replace items from the existing fence which were damaged during removal operations or which for other reasons cannot be reused. 702.4 Construction Methods The removed fence shall be installed at the new assignment in accordance with the typical details indicated and will comply with the best practice for fence construction of the specified type. 702.5 Measurement Fences of the height and type to be relocated will be measured by the linear foot of fence in its new location measured at the bottom of the fence along the centerline of the fence from center to center of terminal posts, excluding gates. 702.6 Payment The work performed and material furnished as prescribed by this item measured under "Measurement" will be paid for at the unit price bid for "Removing and Relocating Fences" of the size and type specified to be relocated, which price shall be full compen- sation for removing, salvaging, storing and handling all existing fence materials; furnishing new posts, boards, rails. braces, tie wires, connection clips, fabric, rails, brace rods and any other fence component items that were damaged during removal and necessitating new material being furnished to complete the project; digging post holes and grouting in rock where required; furnishing concrete for post footings; and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work including excavation. backfilling and disposal of surplus materials. Gates as provided under "Measurement" will be paid for at the unit price bid for Removal and Relocation of Existing Pedestrian or Vehicular Gates of the type and size specified to be relocated, which price shall be full compensation for removing the gate from 702 Rev. 09/30/87 Page 1 Removing and Relocating Existing Fences the existing Io:.trons, handsng storing and hauling all gate materials, furnishing any new materials necessary: `or instai,c a: new locations: providing new center anchorage blocks, latches and catch blocks and for manipulations. labor. tools, eou ome- and incidentals necessary to complete the gate relocation. Payment will be made under one of the foflowing: Pay Item Na 7024 Removing and Relocating Existing Ft. Chain Link Fence — Per Linear Foot. Pay item Na 702.8: Removing and Relocating Existing _ Ft. x Ft. Chain Link Pedestrian Gaze — Fir,. Ea_r Pay Item No 702•C: Removing and Relocating Existing Ft x Ft. Chain Link Vehicular Gate — Per Eacn Pay item Na 702•17 Removing and Relocating Existing _ Ft. Wooden Fence — Per Linear Foot. Pay Item No. 702 -E Removing and Relocating Existing Ft. x Ft Wooden Pedestrian Gate — §r Eacn - Pay Item No. 702 -F: Removing and Relocating Existing Ft x Ft. Wooden Vehicular Gate — Per Each. Pay Item No- 702 -G: Removing and Relocating Existing Ft. Wire Fence — Per Linear Foot. Pay Item No. 702.H: Removing and Relocating Existing , Ft x Ft. Metal Gale — Per Each. End Ref; 403 702 Rev. 09/30/87 Page 2 Removing and Relocating Existing Fences 703.1 Description This item to consist of temporary safety fencing supported on posts and constructed of materials as indicated and removed when excavation is backfilled. 703.2 Materials (1) Fabric (a) Fabric to be 4 feet in width, made of high density polyethylene resin, extruded and stretched to provide a highly visible international orange, non - fading fence which will remain flexible from -60 F to 200 F, and be inert to most chemicals and acid. Pattern may vary from diamond to circular with a minimum weight per foot of 0.4 lbs. /Ft., a 4 foot width minimum tensile yield strength (Horiz.) of 2000 psi, ultimate tensile strength of 2680 psi ( Horiz.) and a maximum opening no greater than 2 inches. (2) Metal Posts Steel pipe, tee posts, U posts or 2" x 4" timber posts, 5 -1/2 feet in length minimum, spaced no more than 8 feet on centers. Fabric to be secured to post by bands or wire ties. 703.3 Construction Methods Prior to commencing construction suitable barricades, signs and traffic handling devices to be installed to protect workers and public. Safety fencing to be erected to lines and grades indicated. Excavations within 750 ft. of schools or day care centers require special attention by Contractor to secure entry while work is in progress. Fence to be installed prior to excavation and maintained until excavation is backfilled. Fence to be placed a minimum of 4 feet from edge of excavation. Posts to be driven in ground a minimum of 18 inches. At completion of each day's work, safety fencing to be pulled taut, and entry secured. When safety fence is no longer needed, Contractor to remove fence and posts and patch any damage to surfaces. 703.4 Measurement Item 703 Fencing for Excavations Safety fencing to be measured by linear foot of fence measured along ground; gates will not be measured separately. 703 09/22/88 Page 1 Fencing for Excavations 703.5 Payment Work performed and materials furnished as prescribed by this item, measured as provided under "Measurement ", to be paid for at the unit price bid for "Safety Fencing" which price to be full compensation for furnishing, installing and removing safety fencing and gates, including posts, bands or ties, and for manipulations, labor, tools, equipment and incidentals necessary to complete the work, removal and patching damaged surfaces. Payment will be made under: Pay Item 703: Safety Fencing - Per Linear Foot END Ref 803, 824 703 09/22/88 Page 2 Fencing for Excavations 704.2 Materials Item No. 704 Metal Beam Guard Railing 704.1 Description This item shall consist of furnishing metal beam guard railing consisting of 1 line of metal beam rail element supported on timber or steel posts. Metal beam guard railing shall be constructed of materials and workmanship as indicated or as approved by the Engineer, (1) Rail Elements The rail elements, end shoes or terminal anchors shall be of the deep beam type fabricated to develop continuous beam strength and shall consist of a metal plate or sheet formed into a beam not less than 12 inches wide and 3 inches deep as indicated. The beam shall be free from warp. When tested with a straight edge or string along either edge of a 121 foot sectional length of beam, the maximum deviation of the beam edges from the straight edge shall not exceed' inch at any point. The steel tor the rail elements shall conform to AASHTO M 180. The rail shall be 12 gauge (0.1046 0.008 inch) or as indicated. The rail element may be galvanized before or after fabrication in accordance with the requirements of ASTM A 123 or A 525, whichever is applicable, except that the galvanized coating shall not be less than 1.8 ounces per square foot of double exposed surface (single spot test). Rail elements shall contain not more than 0.04 percent phosphorous nor more than 0.05 percent sulfur. (2) Posts The posts shall be either timber or steel as indicated and shall meet one of the following requirements: Timber posts and spacers, where required. shall be Southern Yellow Pine. All posts shall be round. Posts shall not be less than 7 inches in diameter. The diameter shall be determined by means of a circumference - diameter tape. The average diameter at the base of the dome shall not exceed the specified diameter by more than 1 inch. The diameter at the butt of any post shall not exceed the diameter at the base of the dome of that post by more than 2 inches. The supplier shall stencil on the butt of each post the nominal diameter of the top 7 inches. The stenciled numeral shall be 1 inch high. The length of the posts shall not vary more than 1 inch from the specified length. They shall be of the length indicated; the bottom and the top shall be fabricated as indicated. All posts shall be domed at the top. The dome shall be approximately hemispherical in shape and the radius of the dome of each post shall be vz the diameter of the posts at the base of the domed portion. The dome shall be smooth and the distance from the top of the dome to the base of the dome shall not vary more than 1 inch at any location. The posts shall be machine peeled and trimmed of all knots and knobs and shall be free from defects such as injurious ring shakes, unsound or loose knots or other defects which might impair their strength and durability. Sound knots will be permitted provided they are not in clusters and they do not exceed '/a of the small diameter or least dimension. Any defect or combination of defects which would be more inju- rious than the maximum allowable knot will not be permitted. A line drawn from the center of each end of the post shall not fall outside the center of the post at any point more than 1 f.4 inches. All timber posts and spacers, where required, shall be bored and cut to dimensions indicated before being treated. They shall be treated with 0.4 pounds ;cubic foot dry pentachlorophenol treatment. Posts and spacers. where required, shall be painted with two coats of good quality aluminum paint after the guard rail is erected unless otherwise indicated. Steel posts and spacers. where required. shall be of the rolled sections as indicated. The posts and spacers. where required, shall be structural steel conforming to ASTM A 36. The top of all posts shall be beveled or square as required by detail and drilled or punched for bolts for rail attachments. Steel posts and spacers, where required, shall be galvanized and shall conform to ASTM A 123. Fittings shall consist of bolts, nuts and washers and shall conform to the details indicated and shall comply with the requirements as specified herein. All bolts and nuts used with galvanized steel rail shall be made by either the open hearth or electric furnace process and shall conform to ASTM A 307. They shall be hot -dip galvanized to conform to ASTM A 153. Class C or D. Unless otherwise indicated, the concrete for terminal anchor posts or for embedment or other posts in con- crete, where required. shall meet the requirements for Class A Concrete, as specified in Item No 403. Con- Page 1 04,17 86 704 704.4 Construction Methods crete for Structures" and subsequent Special Provisions thereto. The rail element for the terminal anchor sec• tion shall be of the same materials as the rail element used throughout the project. 704.3 Sampling and Testing A sample of the rail and terminal section may be taken for each project or for each shipment to a project. Samples of bolts and nuts may also be required. All samples shall be fumished to the City free of charge. The plate or sheet shall be sampled and tested in accordance with the requirements of ASTM E B. For galvanized articles. the weight of the zinc coating shall be deter- mined by stripping in accordance with ASTM A90. • The uniformity of the zinc coating shall be determined by visual inspection. If in the opinion of the Engineer. visual examination is not conclusive, the uniformity of the coating may be determined by magnetic thickness gauge measurement in accordance with ASTM Designation: E 376 or by the Preece Test as described in ASTM Designation: A 239. When the Preece Test is. used. all items designated in ASTM A 153 as Class 8 -2, 8 -3. C and D shall withstand a minimum of 4 one minute dips: at other items shall withstand a minimum of 6 one minute dips. The cleaned area shall be coated with 2 coats of zinc dust compound meeting Federal Specification 0•0-98 (stick only). moiled in accordance with the manufacturer's recommendations. The posts shall be set plumb and firm to the line and grade indicated. Unless the plans call for setting in concrete. the posts snail be backfilled by thoroughly tamping the material in 4 inch layers. The rail elements shalt be erected to produce a smooth. continu- ous rail paralleling the line and grade of the roadway surface or as indicated. The rail elements shall be joined end to end by bolls and lapped in the direction of traffic in the lane adjoining the guard fence. When indicated. the rail elements shall be curved before erection. Holes for special details may be field drilled or punched. when approved by the Engineer. After erection. all parts of galvanized steel posts. spacers where required. bolts and rail elements on which the galvanizing has become scratched. chipped or otherwise damaged shall be thoroughly cleaned by wire brushing the damaged area to remove all loose. cracked or bruised spelter coating. The cleaned area shall be painted with 2 coats of Zinc dust -zinc Oxide compound conforming to the requirements of Federal Specification TT -P -641 b in accordance with the manufacturer s recommendations. When fabrication is done after galvanizing and where indicated. the cut edges and bolt holes shall be cleaned by brushing and the cleaned area shall be painted with 2 coats of zinc dust -zinc oxide compound conforming to the requirements of the Federal Specification TT -P -641 5 or shall be repaired by application of galvanizing repair compounds in accordance with the manufac- turer's recommendations No painting of galvanized steel rail members will be required 704.5 Measurement This item will be measured by the linear toot of rail, complete in place, measurement being made upon the face of tine rail in place. from center to center of end posts. from terminal anchor sections or. in the case of structure railing connection. rrom the points indicated except as follows: Where bids are requested for _ Terminal Anchor Sections measurement will be made as each section. complete in place. each section. consisting of a terminal anchor post and one 25 foot rail element. as indicated. 704.6 Payment The work performed and material furnished as prescribed by this item. measured as provided under - Measurement will be paid for at the unit price bid for "Metal Beam Guard Railing or "Metal Beam Guard Railing. Terminal Anchor Sections ". which price shall be full compensation for furnishing all materials. including necessary boring for preparation. hauling and erection and gal- vanizing of same: for setting posts in concrete when specified and spacers where required and for all labor, tools. equipment and incidentals necessary to complete the work. Including driving posts. excavating, backtilling and disposing of surplus matenais. Payment will be made under one of the following' Pay Item No. 704: Metal Beam Guard Railing — Per Linear Foot. Pay Item No. 704 - Metal Beam Guard Railing. Terminal Anchor Sections — Per Each. End 704 04 17 86 Page 2 801.1 Description Item No. 801 Construction Detours This item shall consist of the construction, manipulation, maintenance and removal, if required, of detours of the length and to the lines, grades and typical sections indicated and providing for installing, moving, replacing, maintaining, cleaning and removing upon completion of the work, as required, all detour markers, signs, barricades and other devices used in traffic control and handling at the construction site as indicated or as directed by the Engineer. 801.2 Materials (1) Flexible Base Flexible Base shall conform to Item No. 210, "Flexible Base (Crushed Stone) ". (2) Asphalt Stabilized Base Asphalt Stabilized Base shall conform to Item No. 206, "Asphalt Stabilized Base (Plant Mix) ". (3) Prime Coat Prime Coat shall conform to Item No. 306, "Prime Coat". (4) Tack Coat Tack Coat shall conform to Item No. 307, "Tack Coat ". (5) Seal Coat Seal Coat shall conform to Item No. 312, "Seal Coat ". (6) Hot Mix Asphaltic Concrete Pavement Hot Mix shall be Type D conforming to Item No. 340, "Hot Mix Asphaltic Concrete Pavement ". (7) Construction Pavement Markings (a) Traffic Tape shall conform to Item No. 864, "Abbreviated Pavement Markings ". (b) Pavement Paint shall conform to Item No. 860, "Pavement Marking Paint ". (c) Pavement Markers shall conform to Item No. 863, "Reflectorized Pavement Markers ". (8) Barricades, Signs and Traffic Handling Barricades, Signs and Traffic Handling shall conform to Item No. 803, "Barricades. Signs and Traffic Handling All materials used in barricades shall be constructed with one of the following: (a) Wood (b) Wood and Steel (c) Plastic (d) Lights For nighttime use it may be desirable to place flashing warning lights on the panels. When used i n a series for channelization, steady burn amber warning lights are required. (9) Seeding Seeding shall conform to Item No. 604, "Seeding for Erosion Control ". 801.3 Construction Methods The detours shall be constructed at the locations and to the lines and grades indicated and it shall be the entire responsibility of the Contractor to provide for the passage of traffic in comfort and safety without creating a dust problem. Page 1 04117/86 801 Flexible base material shall be deposited on the prepared subgrade, sprinkled, bladed. Compacted and shaped to conform to the typical sections indicated, conforming to the pertinent flexible base item. The finished base shall receive surfacing where indi- cated in accordance with the pertinent surfacing items. After the detours are no longer needed for traffic, if indicated for removal. the materials shall become the property of the Contractor to be disposed of off the projeot and the site restored to the original contour of the ground or to produce a pleasing appearance by forming natural rounded slopes and seeded. All barricades, signs and other types of devices listed above shall conform to details indicated and with the Texas Manual on Uniform Traffic Control Devices (TMUTCD). 801.4 Maintenance It shall be the Contractor's responsibility to maintain the detour and repair the surface markers. striping and storm water drainage system as tong as the detour is required. - 801.5 Measurement "Construction Detours ", when included in the contract as a pay item. will be measured by the lump sum. 801.6 Payment - - • This item will be considered subsidiary to the various items of work, unless included as a separatepay item in the contract When included for payment, it shaft be paid at the lump sum bid for "Construction Detours which price shall be lull compensation for ail work, herein, specified. including the furnishing of all materials. equipment. tools. labor and incidentals necessary to complete the work. Payment, when included as a contract pay item. wit be made under Pay Item No. 801: Construction Detour — Per Lump Sum. End 801 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 (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 -8, ASTM D-987-48%, Atlas Twin ARC Weathering ASTM E 42-69, Type E conforming to 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 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 if 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. 803 Rev, 09/30/87 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. hem No. 803 Barricades, Signs and Traffic Handling Page 1 Barricades, Signs and Traffic Handling 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 or payment and shall be considered subsidiary to the work or to Item No 801, "Construction Detours". 803.6 Payment The work performed and material furnished as prescribed by this item will be paid for at the unit price bid for "Barricades" per each complete barricade. Payment wit be made under: Pay Item No. 803: Barricades — Per Each. - Pay Item No. 803-L Barricades — Lump Sum. End 803 Rev. 09/30/87 Page 2 Barricades, Signs and Traffic Handling Item No. 824 Traffic Signs 824.1 Description This item shall consist of the furnishing and placing of Traffic Signs including excavation and backf ill, Concrete, reinforcement, posts, hardware and signs. 824.2 Materials (1) Concrete Concrete for Sign post foundations shall be Class A concrete conforming. to Item No. 403, "Concrete for Structures ". • (2) Reinforcing Steel Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ". The sizes and dimensions shall be as indicated. (3) Posts Post tubing shall be in lengths of 10, 11, 12 and 13 feet as indicated. Diameter and size: Outside diameter (O.D.) shall be 2.375 inches (2 inches); wall thickness shall be 0.065 inch; weight shall be 1.60 pounds per foot. Post shau be constructed of welded steel tubing conforming to ASTM A 513 or ASA 6036T6 -Mil, ASA 25995 schedule 10 seamless aluminum. Steel post tubing shall be hot dipped galvanized to obtain a weight of 1.25 oz. /square foot of sheet meeting Federal Specification A -G -90. Welded steel shall be hol dipped galvanized both inside and outside of tubing. Post tubing shall have up to 11 each % inch holes punched or drilled as indicated. All sharp edges shall be removed from ends of tubing to eliminate burrs. etc. All posts shall be prepared and painted with a 2.5 mil thickness of Federal yellow enamel. Applied coating shall show no damage by the following chemicals: gasoline, motor oil, alcohol, 30 percent sodium hydroxide, 30 percent hydro- chloric acid. 30 percent nitric acid or 30 percent sulfuric acid. (4) Hardware The mounting clamp shall be able to be attached on a 23/4 inches outside diameter post by a U -bolt = /.. inch diameter with 1 inch of threads on each end and shall meet the details indicated. Hardware shall slide freely on pipe when properly loosened. Clamp shall stand a torque of 15 ft. -lbs. when tightening nuts on U -bolts or sign blanks to clamp. U -bolt made from cold rolled steel shall stand a minimum of 20 ft. -lbs. torque when tightened around sign post. Pipe clamp casting shall be aluminum alloy A 444.0 or 356.0 -F and all sign mounting clamp parts not made from aluminum shall be cold rolled steel, stainless steel or galvanized steel. The Contractor shall submit a sample of all types of mounting clamps they propose to use for approval prior to order- ing materials. The Contractor shall furnish the results of any State or Federal tests performed upon their product with the approved submittal. (5) Sign Blanks Sign blanks shall be 0.080 inch thickness, alodine finished 6061 - T6 aluminum of the dimensions indicated. (6) Sign Faces (Reflective Sheeting) The reflective material shall consist of spherical enclosed lens elements embedded within a transparent plastic having a smooth, flat outer surface. The surface shalt be compatible with recommended process inks needed to produce sign faces. Sheeting, decals and /or sign faces shall be furnished in the size, shape and quantity indicated. Sheeting, decals and/or sign faces shall be free from ragged edges, cracks, tears. pits, blisters, similar defects. foreign matter or other surface imperfections which would make it unsuitable for the intended usage. Complete sign faces or 20 square feet sections of sheeting shall appear uniform in color and retroreflectivity when viewed under normal day or night lighting conditions from a distance of 50 feet. Page 1 04 17 86 824 All sheeting and each sign face shall have attached to the adhesive face a liner that will prevent contact between the message faces and adhesive. This protective liner shall be capable of being removed by peeling without soaking in any type of solvent and shall be easily removed after storage for 4 hours at 160 F under weight of 3.0 pounds per square inch. The diffuse day color shall comply with the specified color requirements. Color requirements are defined by an en- closed area formed by using the following CIE Chromaticity Coordinates as corner points and the listed Y reflective limits. The sheeting's face and all areas of the face of sign faces shall have an 85 F gloss meter rating of not less than 40 conforming to ASTM D 523. The diffuse day color of the reflective sheeting shall be determined in accordance with ASTM Designation: .E 97. "45- degree, 0 -degree Directional Reflectance Factor of Opaque Specimens by Broad -Band Filter Reflectometry". (Geo- metric characteristics must be confined to illumination incident within 10 degrees of and centered about a direction of 45 degrees from the perpendicular to the test surface; viewing is within 15 degrees of and centered about, the per- pendicular to the test surface. Conditions of illumination and observation must not be interchanged.) The standard to be used for reference shall be the Munsell Papers. Papers must be recently calibrated on a spectrophotometer. Reflective sheeting, decals and each sign face shall meet all the retrodirective reflectivity requirements for its respec- tive type and color listed in the following table. Values are expressed in units of candlepower per foot candle per square toot. Specific intensities shall be determined according to SDHPT Test Method Tex - 842 -B. Decal or sign faces after 48 hours of conditioning, shall have a minimum tensile strength of sheeting of 5 pounds per inch width when tested in accordance with ASTM Designation: D 828. The sheeting, decals or sign faces, applied according to the manufacturer's recommendations to a clean etched 0.020 inch by 2 inch by 8 inch (0.51 mm by 50.8 mm by 203 mm) aluminum panel of Alloy 6061 -T6 conditioned a minimum of 48 hours and tested at 72 F (23 C) and 50 percent relative humidity shall be sufficiently flexible to show no cracking when bent around a' /< inch (18.1 mm) mandrel. The sheeting or sign faces shall permit cutting, application and color processing at any combination of the following temperatures and relative humidity: Temperature 60 to 100 F, relative humidity to 2010 80 percent. Sheeting and sign faces will permit heat curing and unapplied sheeting at temperatures up to 150 F and up to 200 F for applied sheeting and sign faces. Sheeting or sign faces after 48 hours of conditioning at 80 10 100 F, shall show no effect when exposed for 15 min- utes to the following chemicals according to Federal Test Method 8801: mineral spirits, zylol, turpentine or methanol. Thickness of sheeting without adhesive and screen ink shall be 4.5 to 5 mils. Sheeting or sign faces applied (according to the manufacturer's specifications) to clean, smooth, paintable and weatherproof surfaces, shall adhere so securely at temperatures of –20 to 175 F, that peeling, pulling or scraping of material from adhering surfaces in pieces containing areas greater than 3 square inches will be impossible. Adhe- sion test to be run not less than 48 hours after application. The reflective sheeting or sign faces shall include a precoated tack free adhesive which will adhere to prescribed surfaces only when activated by heat (175 to 200 F). The precoated adhesive shall not require additional adhesive coats on the reflective material or the application surface. Processed and applied on recommended procedures, the reflective material shall be weather resistant and following cleaning, shall show no appreciable discoloration, cracking, blistering or dimensional change and shall not have less than 50 percent of the specified (wet or dry) minimum reflective intensity values when exposed to 1000 hours Atlat Twin ARC weathering (ASTM Designation: G 23) in accordance with ASTM Designation: D 822. The following data is required to assure correlation with other laboratories: a. Type and model, of exposure device —ASTM Designation: G 23 Type E Atlas XW. b. Type of light source — Sunshine carbon arc. c. Age of filters-1/4 of filters changed every 400 hours. d. Flux density at sample location. e. Spectural irradiance at sample location, 100, 360 micro -watts per square CM. f. Elapsed exposure time — 1,000 hours. g. LighVdark — water - humidity cycle employed — 102 minutes of light followed by 18 minutes of light with spray, 5 days per week — 48 hours per week without light or spray. Process colors (inks) —A minimum of 96 hours after processing, as well as after the weatherometer exposure. no process ink will be removed when tested as follows: 824 04/17/86 Page 2 a. Immerse in distilled water for 24 hours. b. Remove from water and wipe dry with soft cloths. - c. Condition the panels for 8 hours at room temperature and humidity. d. Make 2 parallel scratches, 1 inch apart, through to the metal. e. Apply a 1 inch wide strip of "Scotch" Brand Masking Tape #250 and roll across the tape with 41/2 pound rubber roller, 8 times. • 1. Quickly remove the tape with 1 motion and examine for damage to the inner coat or surface adhesion. Unless otherwise indicated, the reflective sheeting for emblems, decals, cut out numbers and letters for vehicle marking and identification shall meet the performance criteria set out in these specifications with the following excep- tions: The above materials shall be precoated with a positionable pressure sensitive adhesive backing meeting the requirements set out above. The message shall be as indicated. 824.3 Construction Methods Excavation required shall be done through whatever substances encountered and to the dimensions and elevation indicated or required by the site conditions as directed by the Engineer. This excavation shall be done in accordance with Item No 401. "Structural Excavation and Backfilling ", except that it will not be measured for payment and will be considered subsidiary to the respective sign supports. Reinforcing steel shall be positioned as indicated and shall conform to Item No. 406, "Reinforcing Steel ", except that it will not be measured for payment but will be considered subsidiary to the respective sign supports. Foundations for all pipe posts shall conform to Item No. 410, "Concrete Structures ". Any posts to be imbedded in drilled shaft foundations shall be set carefully in the foundation holes and if directed by the Engineer. shall be held in place by an approved template before the concrete for the foundation is placed. The forms and templates, if used, shall not be removed until the concrete has aged a minimum of 24 hours. Springing or raking of posts to secure proper alignment will not be permitted. Electrical conduit where required and anchor bolts of the size, length and number as indicated, shall be positioned before the concrete is placed. Anchor bolt groups shall be set and maintained in position with a template during the placement of that portion of concrete into which anchor bolts are embedded. Care shall be taken to obtain the orientation of the anchor bolts and spacing of the anchor bolt groups as indicated. Parts of the concrete foundations extending above the natural or finished ground line shall be given an ordinary surlace finish conforming to Item No. 410, "Concrete Structures ". If a higher type finish is indicated, it shall conform to Item No. 411, "Surface Finishes for Concrete ". No structure or post shall be erected on a concrete finish nor shall any traffic sign be attached to a sign post embedded in concrete until the concrete has aged at leas! 7 curing days or until otherwise directed by the Engineer. The length of each post for each traffic sign indicated shall be verified by the Contractor in order to meet the existing field condi- tions and to conform with sign mounting heights indicated. Should it be necessary to field cut a steel post to shorten 4, the cut end shall be placed in the concrete foundation. Pipe sign supports shall be built up as indicated. Any part of the pipe which has bare metal exposed or from which the galvaniz- ing has been knocked or chipped off down to bare metal in fabrication, transit or erection shall be repaired, in accordance with the manufacturer's recommendations, by application of galvanizing repair compounds meeting Federal Specification 0 -G -93 (stick only) or zinc dust -zinc oxide meeting Federal Specification TT -P -641 b. The sign supports shall be located as indicated, except that the Engineer may shift a sign support where necessary to secure a more desirable location. The Engineer will stake all sign support locations. Sign supports shall be erected at the direction of the Engineer so that the sign faces will normally be vertical and. if necessary, angled sufficiently away from perpendicular to the roadway when attached to the supports in order to prevent specular glare. If specular glare is apparent on the mounted signs under nighttime inspection, corrective adjustments in the sign orientation shall be made at the direction of the Engineer. The multisection pipe post supports may, at the Contractor's option. be cast in the concrete foundation with or without the upper post section attached. However, if installation is made with the upper post section attached, the support shall not be exposed to traffic until the sign is properly affixed. The pipe stub post shall be set carefully in the foundation holes and if directed by the Engineer, shall be held in place by an approved form or template before the concrete for the foundation is placed. The forms and templates, it used, shall not be re- moved until the concrete has aged at least 24 hours. No sign shall be attached to the posts until the concrete has aged at least 7 curing days or untilotherwise directed by the Engineer. A curing day shall be as defined in Item No. 410, "Concrete Structures". Page 3 04,17/86 824 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Springing or raking of posts to secure proper alignment will not be permitted. The Contractor shall be responsible for the correctness of shop fit and field connections. Post lengths shall be approved by the Engineer prior to the fabrication of any support. Backfilling shall conform to Item No. 401, "Structural Excavation and Backfilling" and the additional requirements herein. All backfilling shall be completed prior to the erection of any sign on the structure. Where riprap, embankment protection or surfacing is removed for placing foundations for traffic signs, it shall be replaced with like material as directed by the Engineer. • The message as indicated shall be screened on the reflective sheeting in accordance with the sheeting producer's•recommended practices utilizing screen inks approved by the Department. Screen inks shall conform to SDHPT Departmental Specification D- 9.8300, "Flat Surface Reflective Sheeting ". Before application, the surface must be prepared to the satisfaction of the Engineer in accordance with the manutadturer's instructions. Whenever the sign is applied over expansion joints, deep cracks or seams: it is to be slit to avoid tearing or lifting. Any applied sign that has wrinkles, air pockets, ragged edges, tears or bends shall be removed and replaced at the sole cost of the Contractor. Signs will be installed as indicated or as directed by the Engineer. The installation as a whole shall be carried out in conformance with requirements herein stated and with details and dimensions indicated. Upon completion. the work shall present a neat and workmanlike appearance. 824.4 Measurement Traffic signs shall be measured as each complete sign constructed and placed as indicated. 824.5 Payment The work performed and materials furnished as prescribed by this item will be paid for at the unit price bid for "Traffic Signs" per each complete in place, which price shall be full compensation for furnishing at materials, excavation, setting posts in concrete and for all labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under: Pay Item No. 824: Traffic Signs — Each, End 824 04/17/86 Page 4 CHARLES CULPEPP , Mayor A EST: City of Round Rock, Texas RESOLUTION NO. R- 98- 12- 10 -13B3 WHEREAS, the City of Round Rock has duly advertised for bids for the Rubio Subdivision Street and Drainage Channel Improvements project, and WHEREAS, Bay Maintenance Company, Inc. has submitted the lowest and best bid, and WHEREAS, the City Council wishes to accept the bid of Bay Maintenance Company, Inc., Now Therefore, BE IT RESOLVED BY THE COUNCIL OF THE CITY OF ROUND ROCK, TEXAS, That the Mayor is hereby authorized and directed to execute on behalf of the City a contract with Bay Maintenance Company, Inc. for the Rubio Subdivision Street and Drainage Channel Improvements project, a copy of said contract being attached hereto and incorporated herein for all purposes. The City Council hereby finds and declares that written notice of the date, hour, place and subject of the meeting at which this Resolution was adopted was posted and that such meeting was open to the public as required by law at all times during which this Resolution and the subject matter hereof were discussed, considered and formally acted upon, all as required by the Open Meetings Act, Chapter 551, Texas Government Code, as amended, and the Act. RESOLVED this 10th day of December) 1998. ilk" W.' i A/LI /ANNE LAND, City Secretary K:\ WPUOC , \RE,OLUTI \R81210H3.WPO /scg 12)01/1998 11 :4S 5124679147 HEJL LEE & ASSOC .IN PAGE 02 HEJL, LEE & ASSOCIATES, INC. DANIEL P. HEJL. IR. P.E.. R P.L.S, AICP CHIEN Y. LEE P.E. AICP ENGINEERING SURVEYING PLANNING 601 FARLEY DRIVE AUSTIN, TEXAS 78753 PHONE 512- 836 -1848 FAX 512-836-6499 MEMORANDUM TO: Mr. Al Wille, P.E., R.P.L.S. Assistant Director, Chief Engineer City of Round Rock FROM: Chien Lee, P.E., AICP (� DATE: November 30, 1998 PROJECT: Rubio Subdivision Improvement RE: HLA Project No. 13571 SUBJECT: Bid Opening & Contract Award Recommendation This memorandum is to provide an update of the status of bid opening and recommendation of awarding of the contract. 1. The bid opening of the referenced project was conducted on November 24, 1998, 2:00 p.m. at the City Council Chamber. Six (6) contractors participated in the bidding of the project. Bay Maintenance Company, Inc. was the apparent low bidder. A bidder's tabulation has been attached for your information. The following is a summary of the bids: Contractor Bay Maintenance Company, Inc. C.C. Carlton Austin Filter System Cherokee Construction Austin Bridge & Road RGM Constructors Bid Amount S 615,396.25 723,969.00 737,448.00 929,647.65 1,044,811.00 1,137,958.00 2. We have reviewed Bay Maintenance Company, Inc.'s references. After review of the bid submittal and references, we recommend the city discuss and consider awarding the improvement project to Bay Maintenance Company, Inc. in the amount of 1615,396.25. j2/ ®1 11998 11: ,5124679147 HEJL LEE & ASSOC.,IN PAGE 63 3. Upon the award of the contract, we will proceed with the preparation of the contract document for execution, and schedule for a pre - construction meeting with contractor, utility companies, and other interested parties. We look forward to the continuing progress of this project. If you have any questions about this project, please do not hesitate to contact our office. Attachment: Bid Tab CC: Bay Maintenance Company, Inc. NO. DESCRIPTION UNIT ,QTY. BAY MAINTENANCE COMPANY C.C. CARLTON AUSTIN FILTER SYSTEM CHEROKEE CONSTRUCTION 'O NAL '‘.. ROAD RGM CONSTRUCTORS UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT 1 RD PREPARATION S . 13 S 500.00 $ 6,500.00 S 7,000.00 S 91,00000 S 400.00 S 5,200.00 2 1,925.00 $ 2502500 0 1,000.00 S 13,000.00 S 2,100.00 0 27,300.00 2 STREET EXCAVATION SY 3,180 10.00 31800.00 1000 31,80000 2.00 6,360.00 9.00 28,620.00 10.00 31,000.00 8.00 25,440.00 - SUBGRADE PREPARATION SY 3,180 1.00 3,18000 5.00 15,90000 1.70 5,406.00 150 4,770.00 4.00 12,720.00 3.00 9,540 09 4 15" CRUSHED 0,090067090 BASE SY 450 2.00 5,40000 9.50 4,27500 9.75 4,38750 1900 8,55000 32.00 14,400.00 30.00 13,500.00 5 12" CRUSHED LIME STONE BASE SY 3,180 0.00 25,440,00 8.00 25,44000 9.50 30,210.00 800 25,44000 22.00 69,960.00 11.00 34 00 6 2" HMAC PAVEMENT SY ?,096 500 15,480.00 3.50 10,83600 4.00 12,38400 390 12,07440 7.00 21,672.00 4.00 12,384.00 7 18" CONCRETE RIBBON CURB LP 2,87 600 17,22000 7.50 21,525.00 7.50 21,525.00 560 16, 07200 9.00 25,830.00 1000 24,700.00 8 ASPHALT OVERLAY 7056 350 7000 24,50000 3400 11,90000 37.00 12,950.00 38.00 13 60.00 21,000.00 40.00 14 9 MORTARED R OCK RIP RAP SY 35 7000 2,450.00 20000 7,00000 150.00 5,25000 126.00 4,410.00 140.00 4,900.00 200.00 7,000.00 10 6' WIDE CONCRETE VALLEY GUTTER LF 70 35.00 2450.00 60.00 4,20000 51.00 2,170.00 35.00 2,450.00 45.00 3,150.00 135.00 9,450.00 11 METAL BEAM GUARD 05611, LF 85 40.00 3,40000 20.00 1,70000 20.00 1700.00 27.00 2,295.00 20.00 1,700.00 50.00 4,250.00 12 CHANNEL CLEARING &PREPARATION 9756. 21 1,00000 21,00000 1000 11000 4,490.00 92,40000 30005 6 , 3 00.00 1,700.00 35,700.00 1,500.00 31,500.00 13 CHANNEL EXCAVATION CY 30 6.00 180,00000 300 90000.00 7.80 234,00000 1100 390,00000 12.20 366,000.00 12.00 360,000.00 14 CHANNEL EMBANKMENT CY 6,000 .300 18,000.00 2.0 12,00000 1. 80 10,80000 1150 81,000.00 1000 60,000.00 8.00 40,000.00 15 65c4' BOX CULVERT@ NASH ST LS 1 40,00000 40,00000 36,000.00 36,000.00 22,000.00 22,00000 4000000 40,00000 40,00000 40,000.00 73,000.00 73,000.00 16 CONCRETE PAVEMENT @ CULVERT INCLUDING SUBGRADE PREP S.Y. 95 3000 285000 12500 040500 53.00 5,03500 7500 7,125.00 55.00 5,225.00 105.00 9,975.00 17 CON CRETE RIP 0569@ 1H35 FRONTAGE ROAD S.Y. 417 34.00 14,178.00 4900 20,43.3 54.00 22,51800 4500 18,765.00 40.00 16,680.00 55.00 22,93500 18 10' WIDE VALLEY GUTTER @ NASH ST. LF 50 5000 2,50000 9000 4,50000 51.00 2,55000 48.00 2,400.00 75.00 3,750.00 78.00 3,90000 19 CONCRETE TRICKLE CHANNEL LF 2,120 30.00 6%600.00 6000 127,20000 42.00 89,04000 33. 69,960.00 48.00 101,760.00 57.00 120,840.00 20 STABILIZED CONSTRUCTION ENTRANCE I.9 1 1,200.00 1,20000 0,500.00 2,500.00 1,40000 1,80000 95000 950.00 1,300.00 1.30000 2,000.00 2,00000 21 DEMOLITION &REMOVAL OF EXISTING HOUSE LS 1 15,000.00 15,00000 5,000.00 5,00000 4,600.00 4,600.00 8,50000 8,500.00 05,00000 15,00000 21000.00 21,00000 22 10 ACCESS ROAD ALONG CHANNEL LF 2,120 1000 21,200.00 200 4,24000 0.00 2,12000 10.00 21,200.00 200 4,24.00 1600 33,920.00 23 CHANNEL RE- VEGETATION LS 26,000 005 6,500.00 0.50 13,00000 0.50 000 00 0.50 13,000.00 0,40 10,400.00 0.50 13 24 10" 900 SD9035 WASTEWATER LINE (ALL 00E97009) LF 225 4000 9 000 00 10000 500 00 0900 6,515.00 3800 8,550.00 35,00 7.87 64.00 14,40000 25 10 "PVC SDR- 18 WASTEWATER LINE (ALL DEPTHS) LP 125 4500 1462500 10000 500 00 3200 10,400.00 42.00 13, 650.00 37,00 12025 67.00 21,77500 26 6 "900 BDR- 18 WASTEWATER LINES(ALL 0E91510) LF 118 4000 4,720.00 8000 9,44000 2900 .3,42200 37.00 4,366.00 3400 4, 012.00 62.00 7,316.00 27 8" PVC 0-900 (CL 200) WATER LINE LF 125 20.00 2,50000 3000 3,750.00 2000 2,50000 39.00 4,875.00 40.00 5,000.00 52.00 6,500.00 28 6 " PVC 0 -900 (CL 200) WATER LINE LF 1,040 1600 16,64000 24.00 24,960.00 18.00 18,720.00 23.00 03,92000 05.00 26,000.00 36.00 37,440 00 29 2 " PVC C- 900(CL 200) WATER LINE LF 120 1000 1,200.00 2000 2,40000 11.00 1,32000 33.00 ' 3,960.00 27.00 40 00 20.00 2,400.00 30 CONCRETE CAP LF 1,346 7.00 9,422.00 1500 20,190,00 1000 13,46000 18.00 24,228.00 38.00 51,148.00 18.00 24,22800 31 DROP MANHOLE EA I 2500.00 2,50000 5,00000 5,000.00 3,40000 3,900,00 3,500.00 3,500.00 3,000.00 3000.00 5,700.00 5,700.00 ? 2 FIRE 0004A3OT ASSEMBLY EA 3 1,50000 4,50000 2,70000 8,10900 1,70000 5,10000 2,000.00 6,000.00 2,000.00 6,000.00 3,400.00 10,200.00 SERVICE RE- 0ONNE00' EA 20 30000 6,00000 50000 10,000.00 53000 10,60000 550.00 11,000.05 50000 10,000.00 1,10000 22,000.00 .. 34 6" GATE VALVE EA 3 400,00 1,200.00 B00.00 2,400.00 575.00 1,72500 600.00 1800.00 700.00 2100.00 1000.00 3,00000 35 CONNECT PROP. 6 "WL TO EXIST. 8 "WL LS 1 1500.00 1,500.00 2000.00 2000.00 1,700.00 1,70000 1500.00 1, 500.00 2000.00 2,00000 3,200.00 3,200.00 3 6 CONNECT PROP. 6 "WL TO E00100 . 2" 9VL LS 1 500.00 50900 1,000.00 1,000.00 150.00 150.00 500.00 50000 500.00 50000 2,400.00 2,400.00 37 CONNECT 00 6 ' WLT0 E00010, 1 "W1. LS. 1 30000 300.00 900.00 900.00 150.00 150.00 500.00 50000 400.00 400.00 2,500.00 2,500.00 a8 SILT FENCE L.F. 255 2.00 010.00 10.00 2,550.00 1.60 408.00 1.45 36975 1.20 306.00 1.50 382.50 a9 TREE PROTECTION L.F. 320 109 320.00 5.00 1,600.00 200 640.00 230 80000 1.75 560.00 4.00 1,280.00 40 ROCK BERM L.F. 150 8.00 1,200.00 2000 3,000.00 10.00 1,500.00 1400 2,100.00 10.00 1 12.00 1 ,600.00 41 TRAFFIC CONTROLS &00TOUR L.S. l 10,00000 10,000.00 8,00000 8,000.00 38,00000 38,000.00 9,00000 9,000.00 10,00000 1 0,000.00 21,000.00 21 42 CLEANUP &RESTORATION L.S. I 3, 000.00 3,00000 2,00000 2,000.00 4,000.00 4,000.00 1,00000 1,00000 15,00000 15,000.00 10,000.00 10,000.00 43 GRATE IN LET W/ STORM SEWER @ MAYS &NASH L.S. 1 150000 1,500.00 7,500.00 7,500.00 5,500.00 5,500.00 5,000.00 5,000.00 3,300.00 3,300.00 03,00000 13000.00 h4 REVEGECATION WITHIN ROADWAY Y. 1,645 02 5 4111 5 1.00 1,64500 0.50 82250 0.50 822.50 0.40 65800 0.50 822.50 TOTAL BASE BID 5 615,394.25 S 723,969.00 S 737,410.00 8 929,647.65 S 1,044,111.00 S 1,137.958.00 CITY OF ROUND ROCK RUBIO SUBDIVISION STREET, DRAINAGE, WATER, UTILITY RELOCATION & CHANNEL IMPROVEMENTS BIDDERS TABULATION HLA PROJECT NO. 13571 BID DATE: NOVEMBER 24, 1998 @ 2:00 P.M-, CITY HALL BIDTAB xls UPDATED: 11/30998 This tabulation has been prepared based on bids submitted by contractors. 1ILA states that to the best of our knowledge this bidders' tabulation represent an accurate assessment of the bids. 11 -30-98 For: Hejl, Lee & Associates, Inc. • Oa CHIEN Y. LEE 66022 • ru`L' o.„7.5:% lC � fs s DATE: December 7, 1998 SUBJECT: City Council Meeting — December 10, 1998 ITEM: 13.B.3. Consider a resolution authorizing the Mayor to execute a construction contract with Ray Maintenance Company Inc. in the amount of $615,396.25 for the Rubio Subdivision Streets and Rubio Drainage Channel improvements. Bids were opened on Tuesday November 24th and Bay Maintenance was low bidder of the six bidders. Hejl, Lee & Associates, Inc., the Consulting Engineer reviewed the references and recommended approval. Proceeds from the General Obligation Bond Issuance will be used for this project. Staff Resource Person: Jim Nuse, Public Works Director.