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R-98-05-28-11B2 - 5/28/1998
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - 98 -954- / / M,W & M No. 702028 APRIL 13/98 CITY OF ROUND PUBLIC WORKS 2008 ENTERPRISE ROUND ROCK , On * DOWNTOWN STORM DRAINAGE APRIL 13, APPROVED BY ROCK DEPARTMENT DRIVE TEXAS 78664 q * * AND STREET IMPROVEMENTS 1998 ..4 �; / � . �� ROBE'. 1"....•. 0 R 71NE Z f bMAL E J ii - //- 98 CIT� ATTORNEY PREPARED BY: 6Q O, /61-t.--_\ ROBERT 0. MARTINEZ DATE Martinez, Wright & Mendez, Inc. CIVIL & ENVIRONMENTAL ENGINEERING SURVEYING ARCHITECTURE Twin Towers Creekside Plaza 1106 Clayton Ln, Suite 400w 900 Round Rock Ave. Suite 310 Austin, Texas 78723 Round Rock, Toros 78681 (512) 45341767 Fax (512) 4534734 (512) 2554833 Fax (512) 255.5301 I � I et4Dri - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - 98 -954- / / M,W & M No. 702028 APRIL 13/98 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 M.W & M No. 70202B APRIL 13/98 CITY OF ROUND ROCK PUBLIC WORKS DEPARTMENT 2008 ENTERPRISE DRIVE ROUND ROCK TEXAS 78664 IND , Cfr 4 DOWNTOWN STORM DRAINAGE AND STREET IMPROVEMENTS APRIL 13, 1998 i of re` o ROBE -- 0. • EZ S 5364 / r EO t� E., .�!STE �, f 1 , t . EN PREPARED BY: /6 '/ -1 /- le ROBERT O. MARTINEZ DATE Martinez, Wright & Mendez, Inc. CIVIL 8 ENVIRONMENTAL ENGINEERING SURVEYING ARCHITECTURE 1 Twin Towers Creekside Plaza 1106 Clayton Ln, Suite 400w 900 Round Rock Ave. Suite 310 j10 Austin, Texas 78723 Round Rock, Texas 78681 (512) 453-0767 Fax (512) 453.1734 (512) 255.1833 Fax (512) 255-5301 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 M.W & M No. 70202B APRIL 13/98 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 M,W & M No 70202B APRIL 13/98 1111 IIIN Oro/A* . OSSOUS\ :/ 1 4 ak.A%10 O VICINITY MAP 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 M,W & M No 70202B APRIL 13/98 Section 1.0 2.0 3.0 4.0 5.0 6.0 7.0 table.mstlspec TABLE OF CONTENTS Description Page Notice to Bidders NB -1 Bid Documents BD -1 Post Bid Documents PBD- 1 General Conditions GC -1 Special Conditions SC -1 Technical Specifications TS -1 Plans, Details and Notes PDN- 1 1.0 NOTICE TO BIDDERS 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 Downtown storm Drainage and Street Improvements (project includes storm drainage system RCP pipes, pavement reconstruction, or Overlay, Curb and Gutter, Ribbon curb, mountable curb, Sidewalks, H.C. ramps and raise castings) will be received until 2:00 P.M. May 12, 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 "Name of the Project and Job Number ". 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 Martinez, Wright & Mendez, Inc., 1106 Clayton Lane, Suite 400W, Austin, Texas 78723 (512) 453 -0767 beginning April 14, 1998 for a non - refundable charge of $ 70.00 per set. Pre -bid meeting on April 30, at 2:00 p.m. at City Hall Council Chambers. 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. Publish Dates: Austin American Statesman: April 12, 1998 April 19, 1998 April 26,1998 noticebd/spec.master NB -1 Round Rock Leader: April 13, 1998 April 20, 1998 April 27,1998 2.0 BID DOCUMENTS INSTRUCTIONS TO BIDDERS 1. 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. 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. 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 BD -1 CHASCO CCNTRAt. ntifs 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 if applicable, BD -2 C ASCO NTPAr W-`-. and payment bond as required by item 11 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 is 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 biddoe.mst/spec BD -3 CHASCO CONmOT'ti!3 during the month covered by the estimate; and 3) The designated representative of the City of Round Rock must be notified as soon as possible of the receipt of these materials so thatan 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). BD C::ASCO C@bi4BA �tN y Bid Bond Surety Department Bond No. KNOW ALL MEN BY THESE PRESENTS, That we, CHASCO CONTRACTING as Principal, hereinafter called the Principal, and the HARTFORD FIRE INSURANCE COMPANY , a corporation created and existing under the laws of the State of CONNECTICUT , whose principal office is in HARTFORD , as Surety, hereinafter called the Surety, are held and firmly bound unto CITY OF ROUND RUCK as Obligee, hereinafter called the Obligee, in the sum o% OF THE TOTAL AMOUNT BIDDollars ($ --5%--), for the payment of which sum, well and truly to be made, the said Principal and the said Surety, bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. Whereas, the Principal has submitted a bid for Witness n<>) Attest (mot Attest DOWNTOWN STORM DRAINAGE AND STREET 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 biddings or contract documents with good and sufficient surety for the faithful performance of such contract and for the prompt payment of labor and materials furnished in the prosecution thereof, or in the event of the failure of the Principal to enter such contract and give such bond or bonds, if the Principal shall pay to the Obligee the difference not to exceed the penalty hereof between the amount specified in said bid and such larger amount for which the Obligee may in good faith contract with another party to perform the work covered by said bid, then this obligation shall be null and void, otherwise to remain in full force and effect. Signed and sealed this 12TH day of MAY (Approved by American Institute of Architects, • Doctnneat No. A -310, 1970 Edition) Form S- 3266 -4 - Printed in U.S.A. 12 -70 ITC HARTFORD A.D. 19 98 By CHASCO CONTRACTING Hartford Fire Insurance Company By (SEAL) (SEAL) (SEAL) (SEAL) Violet Frosch Attorney -in -tact (Tide) (SEAL) HARTFORD FIRE INSURANCE COMPANY Hartford, Connecticut POWER OF ATTORNEY Know all men by these Presents, That the HARTFORD FIRE INSURANCE COMPANY, a corporation duly organized under the laws of the State of Connecticut, and having its principal office in the City of Hartford, County of Hartford, State of Connecticut, does hereby make, constitute and appoint ROBERTJAMESNITSCHE, DAVID FERGUSON, VIOLETIROSCH, NINA SMITH and ROBERT NITSCHE of GIDDINGS, TEXAS its We and lawful Aflomey(s) - -in -Fact, with full power and authority to each of said Attorney(s)-in-Fact, in their separate capacity if more than one is named above, to sign, execute and acknowledge any and all bonds and undertakings and other writings obligatory in the nature thereof on behalf of the Company in its business of guaranteeing the fidelity of persons holding places of public or private trust; guaranteeing the performance of contracts other than insurance policies; guaranteeing the performance of insurance contracts where surety bonds are accepted by states and municipalities, and executing or guaranteeing bonds and undertakings required or permitted in all actions or proceedings or by law allowed, and to bind the HARTFORD FIRE INSURANCE COMPANY thereby as fully and to the same extent as if such bonds and undertakings and other writings obligatory in the nature thereof were signed by an Executive Officer of the HARTFORD FIRE INSURANCE COMPANY and sealed and attested by one other of such Officers, and hereby ratifies and confirms all that its said Aoomey(s) -in -Fact may do in pursuance hereof. This power of attorney is granted by and under authority of the following provisions: (1) By -Laws adopted by the Stockholders of the HARTFORD FIRE INSURANCE COMPANY at a meeting duly called and held on the 91h day of March, 1971, ARTICLE IV SECTION 8. The President or any Vice- President, acting with any Secretary or Assistant Secretary, shall have power and authority to appoint, for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, one e Resident Vice Presidents, Resident Assistant Secretaries and Attorneys -in -Fact and at any time to remove any such Resident Vice - President, Resident Assistant Secretary, or Attomey -in -Fad, and revoke the power and authority given to him. SECTION 11. Altomeys -in -Fad shall have power and authority, subject to the terms and limitations of the power of attorney issued to them, to execute and deliver on behalf of the Company and to attach the seal of the Company thereto any and all bonds and undertakings, and other writings obligatory in the nature thereof, and any such instrument executed by any such Attorney -in -Fact shall be as binding upon the Company as tf signed by an Executive Officer and sealed and attested by one other of such Officers. This power of attorney is signed and sealed by facsimile under and by the authority of the following Resolution adopted by the Directors of the HARTFORD FIRE INSURANCE COMPANY at a meeting duly called and held on the 12th day of February, 1993. Resold, that the signatures or sudr Officers and the seal of the Compam may be affixed. any such power of attorney or to any certificate relating thereto by tats mile, and airy such power or attorney or certificate bearing such facsimile signatures re ta¢im. seat shall he vale and Sndmg upon fine Compare, and any such power so esewted and cersfied by raairrsIe vgnatures and facsimile seal shall be valid and binding upon fine Company ,n the future with respect to any bond or underuwrq to .Mich it is attached. In Witness Whereof, the HARTFORD FIRE INSURANCE COMPANY has caused these presents to be signed by its Vice - President, and ns corporate seal to be hereto affixed, duly attested by its Secretary, this 1st day of May, 1995. Attest HARTFORD FIRE INSURANCE COMPANY STATE OF CONNECTICUT COUNTY OF HARTFORD ) STATE OF CONNECTICUT COUNTY OF HARTFORD ,} Richard R. Hennarson Socntary A. Paul L Marabella Vice- President On this 1st day of May, A.D. 1995, before roe personally came Paul L. Merabella, to me known, who being by me duly sworn, did depose and say: that he resides in the County of Hartford, State of Connecticut; that he is the Vice- President of the HARTFORD FIRE INSURANCE COMPANY, the corporation described in and which executed the above instrument; that he knows the seal of the said corporation; that the seal affixed to the said instrument is such corporate seal; that it was so affixed by order of the Board of Directors of said corporation and that he signed his name thereto by like order. Jess H. woa:ek row A.dc My Gmm¢vm' FR Jme 30. 1988 CERTIFICATE I, the undersigned, Secretary of the HARTFORD FIRE INSURANCE COMPANY, a Connection Corporation, DO HEREBY CERTIFY that the foregoing and attached POWER OF ATTORNEY remains in full force and has not been revoked; and furthermore, that the Resolutions of the Board of Directors, set forth in the Power of Attorney, are now in force. Signed and sealed at the City of Hartford. - Dated t 12TH day of MAY 1998 BID 140. ITEM No. QTY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT 1 102 -A 0.8 Ac. Clearing and Grubbing For 5/X 77 1-0 ���' C} -IC 0 Dollars and / " ° cents 2 110 -B 16,508 S.Y. Street Excavatio n + 20" xc For L /9 " / L - / — b / 3 2� o6, `� s Dollars /n) and {' " cents 3 120-A 425 C.Y. Channel Excavation for Two( 1/ e. 51 00 a - dollars Q and �`-' 0 cents 1 PROPOSAL BIDDING SHEET 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 JOB NAME: Downtown Storm Drainage and Street Improvements JOB LOCATION: Round Rock, Williamson County, Texas OWNER: City of Round Rock, Texas DATE: Gentlemen: Pursuant to the foregoing Notice to Bidders and Instructions to Bidders, the undersigned bidde hereby proposes to do all the work, to fumish all necessary superintendence, labor, machinery, equipment tools, materials, insurance and miscellaneous items, to complete all the work on which he bids as provide by the attached supplemental specifications, and as shown on the plans for the construction of Th, Downtown Storm Drainage and Street Improvements for the Citv of Round Rock and binds himsel 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: biddoc.mstlspec BD -6 BASE BID ASCO CONTF€ ST.179 BID NO. ITEM No. CITY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT 4 201 14,838 S.Y. Subgrade Preparation for (- /i'1r7-- / C/ 1 cJ D 3 S dollars ( and /U " cents 5 210-Al 15,588 S.Y. 12" Flexible Base for <i/" ZA ( S dollars and 17--le cents 6 210 -A2 4,442 S.Y. 6" Flexible se For VG ✓ ✓ U l i r fr S Dollars And r l ��L1 cents I 7 312 -D 16,259 S.Y. Undersea) (Seal Coat complete in place), Type F For D /LQ- I I ( �7 5 1 $ L Dollars J And f\ 9 cents 8 315-A 2,540 S.Y. Edge Milling Asphaltic Concrete Pavement CG z9 7 , '" `— C G 1 / (o6a O l For o v ✓ Dollars GCl And /t' -rl ,)« / cents ' C $ 9 3-40-A 60 Ton HMAC Le Level up Type D /1 For i `';`r S t x. 3c _ z 1 s' 0 $ • Dollars - And cents 10 340-BI 10,497 S.Y. 2" HMACC Type D For 10 ✓f I $ q I� 1 0 8 — Dollars p f And I" O cents 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 bi BD -7 BID NO ITEM No. OTY. UNIT l ITEM DESCRIPTION UNIT PRICE AMOUNT 11 340-82 9,205 S.Y. 2.5' HMAC Type D For F{Jvr I (P-1/ I -1 9 I Dollars "—el E And ■ 5 cents 12 340-83 7,895 S.Y. 3' HMAC Type D For Pie- S yo I� S I C 75s/ ` Dollars And C 1 1 , . . 13 340-84 3,225 S.Y. 1.5' H C Type For I In {e...< 3 S 67 Dollars And I }� cents 14 206-8 970 S.Y. 4.T Asphalt base Type A For ,,Av '' ■ tit 1 z 1 5 Dollars I -- _ /'/ And I cents 15 340-65 2,150 S.Y. 3.5' HMAC type For 5/X 6 -7o I `f D 5 r- l u S dollars ` and ✓ We^' cents 16 430 -Al 4,540 L,F. Concrete Curb and G tter For 5 I A 0 0 S 2- 5-6' 5-6' Dollars c and I �✓ ft cents 17 430-A2 11,055 L.F. Concrete Ribbo Curb for F V re 4 / , 47 - l 7 c ants 5 dollars r� and I r 7' I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 biddoc.mst/spec BD -8 C ASCO C© v S'; BID NO. ITEM No. QTY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT 18 432-4 9,397 S.F. Concrete Sidewalk, 4 inches for 1/v " 77 dollars J 30 070 and — r — ,....., e-- cents 5 19 432 -R 8 Ea. H.C. Ramps (Comm Sidewalk Ramp) tI for .o' [iv n..�t T e.. J.1 TI' I .— 32° 2 5 0 — dollars . 1 h) and 2 cents $ 20 433 10,909 S.F. Concrete Driveway for Two / o 2 J1 rO 3 dollars and I r A. 'T �'1 cents $ - 21 436 1,850 S.F. Concrete Valley Gu er et] For / ✓.✓P-g_ 3c° 7 I Dollars ((,� I And V S cents 5 22 439 12 Ea. Parking Lot Bumper in For 1 n{ ✓1 �I, - T - Ll -, 32- ' 2 /vt Dollars ✓" 1 1 And A cents 5 23 504- 1 W W 21 Ea. Adjusting WW MH or C. For lln 't -v1�6W 9- t 2 cQ (t--) Eic*i j 2,688 - Dollars ^ v And r 9 cents $ 24 540. 8 Ea. Adjusting Water Valves 3W For Si K5 P,,,-- Dollars And cents 5 - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 biddoc.msttspec BD -9 CE ASCO C-0 -i „c) BID NO. ITEM No. QTY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT ' 25 591 -F 1,889 S.F. Concrete Rip Rap 6' For -73.1ez ..› 75 yo g3 5 - Dollars And 5e ✓ �" cents 26 6046 20,380 S.Y. Seeding for Erosion / Control Method B Ti- 1 For ° g0 5 -7 2 , o , 5 And cents 27 605 -A 85 S.Y. Soil Retention 81ank t For -�✓ _ SU c"-.7 3 Z 5 Dollars And r r cents 28 610- AC 4 Ea. Tree Protection (Safety Fencing) K kVZ- J f v , For F/ {j' /`oV"e 1 EP _ ‘1o 5 - Dollars And i kiv cents 29 639 90 LF. Rock Berth 'E l 1 For 5 .�,-f `PAP 1/� 18" i6 2o 5 Dollars , And rV 0 30 642 90 L.F. Silt Fence for Erosion Control For \ e— \j, K 5 5 Dollars � 9 And o cents 31 510-A1 63 L.F. 3'x6' RCP Box Culvert For 1 71 - l L-/e-L, 5 - Dollars �t1 and �' `) r � cants 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 biddoc.mst/spec BD -10 C A CO CON PIS ii: BID I ITEM U QTY. U UNIT I ITEM DESCRIPTION P UNIT AMOUNT 32 5 510-A2 6 652 L LF. 4 48' RCP Pipe CL 111 C l. " .-- F ."Cl.".-- w ( - 1 ✓ C.-‘e_ - 11 0 —' r -7 �1 Dollars , l 1 33 5 510-A3 1 1073 L L.F. 4 42' RCP Pipe CL 111 / i W for �=�� Srx / 9 L ?5- dollars 1\-) 6 34 5 510-A4 2 270 L L.F. 3 36" RCP Pipe CL III for S(x e V* d dollars p� �,, ( 35 5 510-A5 2 270 L L.F. 3 30" RCP Pipee _CL 15 for J CC K } 0r`2 f `�' r 1 - g f t� dollars ` 36 5 510 -A6 4 467 L L,F. 2 24" RCP Pipe CL 111 for F V 27 J (0 g // J dollars / 37 5 510 -A7 3 381 L L.F. 1 18' RCP Pipe CL 111 For /W / z1 l l( l c l " / ' Dollars ,� {1 And / `� ° cents S 38 5 510 -A8 3 33 L LF. 1 15" RCP Pipe CL III For I N(rir,1 - 7 cexe-e\_ Dollars , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 biddoc.msUspec BD-1 1 Ci ASCOCCNT BID NO. ITEM No. QTY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT 39 510-A9 26 L.F. 42'x27' CGMP For FT c-4) o/.a_ _ 13 u ECG Dollars A-110 And cents 5 40 510- A10 9 L.F. 275(21' CGMP T k For t r' r' EI q T' l ` 314 2. CC. "'� l + - '"° Dollars p � And r " 0 cents $ 41 510- All 9 L.F. 21'x1 CGMP For 7 ' h f4 �(,/-v z Si " 5 Dollars w ! And ). ° cents 42 510- Al2 40 L.F. D.I. 6' Water line / For }" t [� I 20`{0— CG $ Dollars And Y y} " (9 cents 43 509-1 2880 L.F. Trench Safety Systems (all depths) For -- 1 -- C- 2 ° Z �7 S 1 (`o c $ Dollars And fro � cents 44 508 -1A 22 Ea. Storm Drainage Area Inlet For 77-2 0 l VW U.SG.n - p Z o0 D Lf-4-1 / 000 66 0 Dollars And I tI v -2 cents 45 508-1, 10,5 10 Ea. 10' curb Inlet Standard -1-10&‘;1') /( 0� For ✓ems riVnOt.r"C. -ar-- Z3oo Z3 oOO " 5 - °otters And N O cents 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 biddoc.mst/spec BD -12 CiASCO BID NO. ITEM No. QTY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT 46 508- SET 6 Ea. Safety End Treatment /- // For S�Lh t4J O& e.- 7049 Y J z,04.7 S Dollars And / k cents 47 508-11 1 Ea. Headwall 3'x6' Box and 30 pipe IL For / t " Tw v..ol ee 'Zoo— 32-00 — 5 Dollars /� / 1 And ' " 3 cents 48 506-J 8 Ea. Junction box, Type I, 5'-6 x 6' -6 For T.nJ2.w. Cl �1 VVt Zq Z2" �pO S Dollars and NO cents 49 506 -M 6 Ea. New 4 ft. Manho�leJ p for 7 Z0 f. 1 4n1t ZiD0Q — 12 00 — / $ dollars and ,\J cents 50 702 -A 18 L.F. Removing & Relocating Exiting 6 ft. Chain Link Fence. for 1 k/C 6( /G " � (� p I p $ . dollars and N0 cents 51 702 -0 82 L.F. Removing and R ocating Existing 4 ft. Wooden Fence. for Ai ' i (' r C �( / 5✓ " S - dollars A /9 and / `) 2 ' cents 52 824 5 Ea. Traffic y Siings J For 1 o W% -✓/— Ne- Z ZU- 1 1 00 --- S - -r vi Dollars \ 1 And / v P cents 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 biddoc.mst/spec BD -13 BID NO. ITEM No. QTY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT 53 861A- 4Y 20,344 L.F. 4 Thermo Pavement Marking For N o O� L O 13-7 - 5 Dollars y' rr And t�0 cents 54 803 -L 1 L.S. Barricades, Signs nd Traffic / Handling n For �O�Y nA, 1 ✓ S „rX- �J. I loo I H,, j co $ 0 Avn r.Cl�K. D rss and Y ” O cents 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TOTAL BASE BID (Items 1 thru 54): If this proposal is accepted, the undersigned agrees to execute the contract and provide necessary bonds and insurance certification as per the Instructions to Bidders and commence work within ten (10) days after written Notice to Proceed. The undersigned further agrees to complete the work in full within Two hundred (200) calendar days after the date of the written Notice -to- Proceed. The undersigned certifies that the bid prices contained in the proposal have been carefully checked and are submitted as correct and final. The Owner reserves the right to reject any or all bids and may waive any informalities. Respe I Ily S bmitted, CHAZ GLACE, C.E.O. Title for CHASCO CONTRACTING Name of Firm MAY 12, 1998 Date biddoc.mst/spec BD - 512 - 244 -0600 Telephone SUSAN A MERRIMAN Secretary, if Contractor is a Corporation cfs S 1 - 03 P 0 BOX 1057, ROUND ROCK, TX. 78680 Address 3.0 POST BID DOCUMENTS THE STATE OF TEXAS COUNTY OF WILLIAMSON § AGREEMENT THIS AGREEMENT, mad2°and entered into this 28th day of May , 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) Chasco Contracting Corp. of Round Rock, Texas, County of Williamson , 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: posibid.msi/spec master Downtown Storm Drainage and Street 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 Martinez, Wright & Mendez, 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 10 calendar days after the date written notice to do so have been given to him, and to complete the same within 200 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. 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 PBD -1 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 (OWNE BY: ATTEST: Charles C 1. - per Mayor Corporate Seal postbid.mst/spec master PBD -2 CHASCU CONTRACTING (CONTRACTOR) RY: (The following to be executed if the Contractor is a Corporation.) Temple Aday , its Prpcidp t (Typed name) (Title) ATTEST: Secretary, if Contractor is a Corporation or otherwise registered with the Secretary of State I, Susan A. Merriman , certify that I am the Secretary of the Corporation named as Contractor herein; that Temple Ad , who signed this Contract on behalf of the Contractor was then pre den (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: et-4"- 0 , THE STATE OF TEXAS COUNTY OF WILLIAMSON PERFORMANCE BOND SUN 201719 KNOW ALL MEN BY THESE PRESENTS: That CHASCO CONTRACTING of the City of AUSTIN , County of TRAV , and State of TEXAS , as Principal, and HA C R O TMPRD Y E 1RE INSURANau horized 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 ONE MILLION SEVENTY FIVE THOUSAND SIX HUNDRED NINETY THREE AND 45 / 100 - -- dollars ($ 1,075,693.45 ) 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 28TH day of MAY , 19 98 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: DOWNTOWN STORM DRAINAGE AND STREET IMPROVFMFNTS 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. posibid.msVSpec master PBD -3 PERFORMANCE BOND (continued) Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the term of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this 4TH day of JUNE 19 98 . CHASCO CONTRACTING Principal may_ TEMPLE AD -.i / Title P.O. BOX 1057 Address ROUND ROCK, TEXAS 78680 HOUSTON, TEXAS 77210 Resident Agent of Surety: INSURANCE NETWORK OF TEXAS Printed Name 143 EAST AUSTIN Address PRESIDENT postbid.msuspec master PBD-4 HARTFORD FIRE INSURANCE COMPANY Surety By: L ern Title NINA SMITH ATTORNEY -IN -FACT P.O. BOX 4611 Address THE STATE OF TEXAS COUNTY OF WILLIAMSON KNOW ALL MEN BY THESE PRESENTS: That CHASCO CONTRACTING , of the City of AUSTIN County of TRAVIS , and State of TEXAS as Principal, and A authorized under the laws of the State of Texas to act as Surety on Bonds for Principals, are held and firmly bound unto THE CITY OF ROUND ROCK, (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 ofONE MIIIION SEVENTY FIVF THOUSAND STX HUNDRED NINETY THREE AND 45/100 Dollars ($ 1,075,693.45 )- 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 Principal has entered into a certain written contract with the Owner, dated the 28TH day of MAY , 19 98 , 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: 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 Govemment 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. postbd.msNspec master PAYMENT BOND DOWNTOWN STORM DRAINAGE AND STREET IMPROVEMENTS PBD - 5 SUN 201719 PAYMENT BOND (continued) Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications or drawings accompanying the same shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this Instrument this 4TH day of JUNE , 19 98. CHASCO CONTRACTING HARTFORD FIRE INSURANCE COMPANY Principal Surety NINA SMITH TEMPLE Ai AY PRESIDENT ATTORNFY- IN -FAC1 Title Title P.O. BOX 1057 Address ROUND ROCK, TFXAS 78680 HOUSTON, TFXAS 77210 Resident Agent of Surety: INSIJRANCF NETWORK OF TFXAS Printed Name 143 FAST AUSTIN Address 9InnTNrs TFYAC 789A2 City, State & Zip ode '1( i gnature postbid.mst/spec master PBD -6 P.O. BOX 4611 Address 1 CERTIFICATE OF LIABILITY INSURANCE Date: 6 -4 -98 I PRODUCER COMPANIES AFFORDING COVERAGE INSUP,ANCE NETWORK OF TEXAS A MARYLAND CASUALTY COMPANY 143 EAST AUSTIN STREET ' GIDDINGS, TEXAS 78942 B COLONIAL CASUALTY INS. CO. INSURED CHASCO CONTRACTING C P.O. BOX 1057 ROUND ROCK, TEXAS 78680 D 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. I CO TYPE OF INSURANCE POLICY EFFECTIVE EXPIRATION LIMITS LTR NUMBER DATE DATE 1 1 1 1 A I A 1 1 A GENERAL LIABILITY AUTOMOBILE LIABILITY EXCESS LIABILITY ' CERTIFICATE HOLDER: City of Round Rock 221 E. Main Street Round Rock, Texas 78664 attn: Joanne Land ' postbid.msVspec master EPA28343094 3 -9 -98 3 -9 -99 WAA24891484 3 -9 -98 3 -9 -99 UBA85875921 3 -9 -98 3 -9 -99 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES /SPECIAL ITEMS/EXCEPTIONS PBD -7 Title: C E 0 GENERAL AGGREGATE PRODUCTS - COMP /OP AGG. PERSONAL & ADV. INJURY EACH OCCURRENCE FIRE DAMAGE (Any one fire) MED. EXPENSE (Any one person) COMBINED SINGLE LIMIT BODILY INJURY (Per person) BODILY INJURY (Per accident) PROPERTY DAMAGE EACH OCCURRENCE AGGREGATE WORKERS' COMPENSATION AND EMPLOYERS' LIABILITY STATUTORY LIMITS B ))C972870 3 -9 -98 3 -9 -99 EACH ACCIDENT $1,000,000.00 DISEASE - POLICY LIMIT $1 ,000,000.00 DISEASE - EACH EMPLOYEE $1 000 000.00 OTHER 1 The City of Round Rock is named as additional insured with respect to all policies except Workers Compensation and Employers' Liability. Should any I 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. SIGNATURE OF AUTHORIZED REPRESENTATIVE Typed Name: R. ,'1„ MITCCHF V,000,000.00 $2,000,000.00 $1,000,000.00 $1,000,000.00 $ 50,000.00 $ 5,000.00 $1,000,000.00 $5,000,000.00 $5,000,000.00 WARRANTY BOND BOND NUMBER SUN201719 AMOUNT $1,075,693.45 KNOW ALL MEN BY THESE PRESENTS, That we, CHASCO CONTRACTING (hereinafter called the "Principal ") as Principal, and the HARTFORD FIRF INSURANCE COMPANY a Corporation duly organized under the laws of the State of CONNECTICUT and duly licensed to transact business in the State of TEXAS_ (hereinafter called the "Surety "), as Surety, are held and firmly bound unto THE CITY OF ROUND ROCK, TEXAS (hereinafter called the "Obligee "), in the sum of ONE MILLION SEVENTY FIVE THOUSAND SIX HUNDRED NINETY THREE AND 45/100 dollars ($ 1,075.693.45 ) 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. Sealed with our seals and dated this 4TH day of JUNE , A.D. nineteen hundred and NINETY EIGHT WHEREAS, the said Principal has heretofore entered into a contract with THE CITY OF ROUND ROCK Dated MAY 28 , 19 98 , 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 ONE 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 ONE year(s) from the date of acceptance of the project above described, by Owner: The City of Round Rock, Texas postbid.msUspec master DOWNTOWN STORM DRAINAGE AND STREET IMPROVEMENTS PBD -8 1 1 1 1 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. CHASCO CONTRACTING ' Princ pal 1 - TEMPLE DAY 1 P 0 R0X ^0 Address 1 1 1 143 EAST AUSTIN Address Title PRESIDENT ROUND ROCK, TEXAS 78680 HOUSTON. TEXAS 77210 Resident Agent of Surety: INSURANCE NETWORK OF TEXAS Printed Name 1 1 ' (gnature 1 1 1 1 posmid.mstlspec master 1 GIDDINGS, TFXAS 78942 City, State & Zip Code Title PBD -9 By: HARTFORD FIRE INSURANCE COMPANY Surety Address NINA SMITH ATTORNEY -IN -FACT P.O. BOX 4611 HARTFORD FIRE INSURANCE COMPANY Know all men by these Presents, That the HARTFORD FIRE INSURANCE COMPANY, a corporation duly organized under the laws of the State of Connecticut, and having ils principal office in the City of Hartford, County of Hartford. State of Connecticut, does hereby make, constitute and appoint ROBERT JAMES NITSCHE, DAVID I FERGUSON, VIOLET FROSCH, NINA SMITH and ROBERT K NITSCHE of GIDDINGS, TEXAS its true and lawful Attorney(s) -in -Fact, with full power and authority 10 each of said Attorney(s) -in -Fact, in their separate capacity if more than one is named above, to sign, execute and acknowledge any and all bonds and undertakings and other writings obligatory in the nature thereof on behalf of the Company in its business of guaranteeing the fidelity of persons holding places of public or private trust; guaranteeing the performance of contracts other than insurance policies; guaranteeing the performance of insurance contracts where surety bonds are accepted by states and municipalities, and executing or guaranteeing bonds and undertakings required or permitted in all actions or proceedings or by law allowed, and to bind the HARTFORD FIRE INSURANCE COMPANY thereby as fully and to the same extent as if such bonds and undertakings and other writings obligatory in the nature thereof were signed by an Executive Officer of the HARTFORD FIRE INSURANCE COMPANY and sealed and attested by one other of such Officers, and hereby ratifies and confirms all that its said Attorney(s) -in -Fact may do in pursuance hereof. This power of attorney is granted by and under authority of the following provisions: (1) By -Laws adopted by the Stockholders of the HARTFORD FIRE INSURANCE COMPANY at a meeting duly called and held on the 91h day of March, 1971. ARTICLE IV SECTION 8- The President or any Vice- President acting with any Secretary or Assistant Secretary, shall have power and authority le appoint, for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, one re Resident Vice Presidents, Resident Assistant Secretanes and Attorneys -in -Fact and at any time to remove any such Resident Vice- President, Resident Assistant Secretary, or Attorney -in -Fact, and revoke the power and authority given to him. SECTION 11. Attorneys -in -Fad shall have power and authority, subject to the terms and limitations of the power of attorney issued to them, to acute and deliver on behalf of the Company and to attach the seal of the Company thereto any and all bonds and undertakings, and other writings obligatory in the nature thereof, and any such instrument executed by any such Attorney -in -Fact shall be as binding upon the Company as if signed by an Executive Officer and sealed and attested by one other of such Officers. This power of attorney is signed and sealed by facsimile under and by the authority of the following Resolution adopted by the Directors of the HARTFORD FIRE INSURANCE COMPANY at a meeting duly called and held on the 12th day of February. 1993. Resolved, that the signatures of such Cancers and the seal of the Company may be affixed to any such power of attorney or to any cenitcate relating thereto by and any such power of attorney or certificate beanng such facsimile signatures or facsimile seal shall be valid and binding upon the Company and any such power so executed and cerltted by farshmne signatures and facsimile seal snail be valid and binding upon the Company in the future with respect to any band or undertaking to which it is attached In Witness Whereof, the HARTFORD FIRE INSURANCE COMPANY has caused these presents to be signed by its Vice - President, and its corporate seal to be hereto affixed, duly attested by its Secretary, this 1st day of May. 1995. Attest STATE OF CONNECTICUT u COUNTY OF HARTFORD STATE OF CONNECTICUT COUNTY OF HARTFORD Form S3S07 -9 (BF) Printed in I1.SA, Richard R. Harnlargon 3apretary Signed and sealed at the City of Hartford. Hartford, Connecticut POWER OF ATTORNEY HARTFORD FIRE INSURANCE COMPANY Paul L. Marabella Vice- President On this 1st day of May, A.D. 1995, before me personally came Paul L. Marabella, to me known, who being by me duly sworn, did depose and say: that he resides in the County of Hartford, State of Connecticut; that he is the Vice- President of the HARTFORD FIRE INSURANCE COMPANY, the corporation described in and which executed the above instrument; that he knows the seal of the said corporation; that the seal affixed to the said instrument is such corporate seal; that it was so affixed by order of the Board of Directors of said corporation and that he signed his name thereto by like order. Jean H. Wozniak Notary rest:[ My Commission Expires June 30, 1999 CERTIFICATE I, the undersigned, Secretary of the HARTFORD FIRE INSURANCE COMPANY, a Connecticut Corporation, DO HEREBY CERTIFY that the foregoing and attached POWER OF ATTORNEY remains In full force and has not been revoked; and furthermore, that the Resolutions of the Board of Directors, set forth in the Power of Attorney, are now in force. Dated the 4TH day of JUNE ?Li Rtz Robed L Post Boarahry 19 98 4.0 GENERAL CONDITIONS 1 General Conditions of Agreement 1 1. Definition of Terms 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Contents 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 eond.mq/spc GC -1 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 gen ond.ms /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 penwnd.msdspec GC -3 1. Definition of Terms General Conditions of Agreement 1.01 Owner, Contractor and Engineer yencond.msdapec 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. 1.03 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 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. GC-4 1.05 Written Notice 1.06 Work gencond.mmispec 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. The Contractor shall provide and pay for all 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 gencond.ms / 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 does not have the authority to modify the contract, all modifications to the contract documents will be done in writing by the Owner. 2.02 Professional Inspection by Engineer The Engineer shall make periodic visits to the site to familiarize himself generally with the progress of the executed work and to determine if such work generally meets the essential performance and design features and the technical and functional engineering requirements of the Contract Documents; provided and except, however, that the Engineer shall not be responsible for making any detailed, exhaustive, comprehensive or continuous on -site inspection of the quality or quantity of the work or be in any way responsible, directly or indirectly, for the construction means, methods, techniques, sequences, quality, procedures, programs, safety precautions or lack of same incident thereto or in connection therewith. Notwithstanding any other provision of this agreement or any other Contract Document, the Engineer shall not be in any way responsible or liable for any acts, errors, omissions or negligence of the 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. 2.03 Payments for Work The Engineer shall review Contractor's applications for payment and supporting data, determine the amount owed to the Contractor and 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 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 QemmW mWspec 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 All lines and grades, reference points, bench marks, etc. for construction staking, are shown on the plans. The contractor shall give the Engineer ample notice of the time and place where lines and grades will be needed. 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. All reference points, 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. GC -7 Likewise, the Contractor shall be solely responsible for the safety of himself, his 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. 2.08 Contractor's Understanding gencond.mstlapec 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 GC -8 conditions encountered do not conform to those indicated by excavation, test excavation, test procedures, borings, explorations or other subsurface excavations. No verbal agreement or conversation with any officer, agent or employee of the Owner or Engineer either before or after the execution of this contract, shall affect or modify any of the terms or obligations herein contained. 2.09 Character of Workers The Contractor agrees to employ only orderly and competent workers, skillful in the performance of the type of work required under this contract, to do the work; and agrees that whenever the Engineer shall inform him in writing that any 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 gencond.mstlspec 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 GC -9 gencond.mst/spec submission, nor shall it relieve him from responsibility for errors of any sort in shop drawings or schedules. It shall be the Contractor's responsibility to fully and completely review all shop drawings to ascertain their effect on his ability to perform the required contract work in accordance with the plans and specifications and within the contract time. Such review by the 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 GC -10 Contractor shall after receipt of written notice thereof from the Engineer, forthwith remove such material and rebuild or otherwise remedy such work so that it shall be in full accordance with this contract. 2.15 Changes and Alterations gencond.mst/spec 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; GC -11 1 1 interpretation of the plans or specifications of this contract; apparent or express approval of the means, methods or manner of Contractor's performance of work in progress or completed; or discovery or failure to discover or object to defective work of materials shall release Contractor from his duty to complete all work in strict accordance with the plans and specifications or stop the Owner or Engineer from requiring that all work be fully and 1 properly performed including, if necessary, removal of defective or otherwise unacceptable work and the re -doing of such work. 1 3. General Obligations and Responsibilities 1 3.01 Keeping of Plans and Specifications Accessible 1 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 1 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. 1 3.03 Adequacy of Design 1 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 1 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. 3.04 Right of Entry 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 gencon7.ms ✓spec GC -12 1 collateral work as said Owner may desire. 3.05 Collateral Contracts The Owner agrees to provide by separate contract or otherwise, all labor and material essential to the completion of the work specifically excluded from this contract, in such manner as not to delay the progress of the work, or damage said Contractor, except where such delays are specifically mentioned elsewhere in the Contract Documents. The Owner will attempt to coordinate the collateral work of utility 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 gen ond.mvlspec 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 GC -13 geoeond.mst/spec The Contractor shall at all times exercise reasonable precautions for the safety of employees and others on or near the work and shall comply with all applicable provisions of Federal, State, and Municipal safety laws and building and construction codes. All machinery and equipment and other physical hazards shall be guarded in accordance with the "Manual of Accident Prevention in Construction" of the Associated General Contractors of America except where incompatible with Federal, State, or Municipal laws or regulations. The Contractor shall provide such machinery guards, safe walkways, ladders, bridges, gangplanks, and other safety devices. The safety precautions actually taken and their adequacy shall be the sole responsibility of the Contractor, acting at his discretion as an independent contractor. 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 bome by GC -14 gencond.msUspec 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 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. 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, GC -15 gwcoM.msuspec 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. 3.15 Laws and Ordinances 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. 3.16 Assignment and Subletting The Contractor further agrees that he will retain personal control and will give his personal attention to the fulfillment of this contract and that he will not assign by Power of Attorney, or otherwise, or sublet said contract without the written consent of the Engineer, and that no part or feature of the work will be 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. 3.17 Indemnification The Contractor shall defend, indemnify and hold harmless the Owner and the Engineer and their respective officers, agents and employees, from and against all damages, claims, losses, demands, suits, 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: GC -16 gencond.msUspec 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 therefrom; and, 2. Is caused in 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: 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. GC -17 gencond.mst/spec 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 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: GC -18 gencond.mst/spec (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 (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 GC -19 gencond.msW /spec 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 duration of the project; (e) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (f) 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 services. 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. GC -20 gencond.msUspec 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. 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 GC -21 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 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 gencond.msuspec 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) 2288.021. 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 GC -22 gencoM.msl/spec 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. 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.mst/spec 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.msw/speo 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% less 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 contract. The Contractor GC -25 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 gencond.mstlspec 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 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, m 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 with the Contract Documents. GC -26 5.06 Final Completion and Acceptance Within ten (10) days after the Contractor has given the Engineer written notice that the work has been completed, or substantially completed, the Engineer and the Owner shall inspect the work and within said time, if the work be found to be completed in accordance with the 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. 5.07 Final Payment 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 clay, 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. g) gencondmstispec Other causes affecting the performance of the contract. GC -27 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% per annum, unless otherwise specified, from date due as provided under 'partial payments' and final 'payments,' until fully paid, which shall fully liquidate any injury to the Contractor growing out of such delay in payment. It is expressly agreed that delay by the Owner in making payment to the Contractor of the sum named in any partial or final statement shall not constitute a breach of this contract on the part of the Owner nor an abandonment thereof nor shall it to any extent or for any time relieve the Contractor of his obligations to fully and completely perform hereunder. 6. Extra Work and Claims 6.01 Change Orders 6.02 Minor Changes gem:ond.msUSpec 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. 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 shall make written request to the Engineer for a written Field Order. GC -28 6.03 Extra Work gencond.msUSpec 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 m 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. 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 "actual field cost" shall be kept GC -29 ge"cond.ms✓spx 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. 6.04 Time of Filing Claims It is further agreed by both parties hereto that all questions of dispute or adjustment presented by the Contractor shall be in writing and filed with the Engineer within thirty (30) days after the Engineer has given any directions, order or instruction to which the Contractor desires to take exception. The Engineer shall reply within thirty (30) days to such written exceptions by the Contractor and render his final decision in writing. In case the Contractor should appeal from the Engineer's decision, any demand for arbitration shall be filed with the Engineer and the Owner in writing within ten (10) days after the date of delivery to Contractor of the Engineer's final decision. It is further agreed that final acceptance of the work by the Owner and the acceptance by the Contractor of the final payment shall be a bar to any claims by either party, except claims by Owner for defective work or enforcement of warranties and except as noted otherwise m the contract documents. 6.05 Continuing Performance The Contractor shall continue performance of the contract during all disputes or GC -30 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 gencond.mstlspec All questions of dispute under this Agreement shall be submitted to arbitration at the request of either party to the dispute. The parties may agree upon one arbiter, otherwise, there shall be three, one named in writing by each party, and the third chosen by the two arbiters so selected; or if the arbiters fail to select a third within ten (10) days, he shall be chosen by a District Judge serving the County in which the major portion of the project is located, unless otherwise specified. Should the party demanding arbitration fail to name an arbiter within ten (10) days of the demand, his right to arbitrate shall lapse, and the decision of the Engineer shall be final and binding on him. Should the other party fail to choose an arbiter within ten (10) days, the Engineer shall appoint such arbiter. Should either party refuse or neglect to supply the arbiters with any papers or information demanded in writing, the arbiters are empowered by both parties to take ex parte proceedings. The arbiters shall act with promptness. The decision of any two shall be binding on both parties to the contract. The decision of the arbiters upon any questions submitted to arbitration under this contract shall be a condition precedent to any right of legal action. The decision of the arbiter or arbiters may be filed in court to carry it into effect. The arbiters, if they deem the case demands it, are authorized to award the party whose contention is sustained, such sums as they deem proper for the time, expense and trouble incident to the appeal, and if the appeal was taken without reasonable cause, they may award damages for any delay occasioned thereby. The arbiters shall fix their own compensation unless otherwise provided by agreement, and shall assess the cost and charges of the arbitration upon either or both parties. The award of the arbiters must be made in writing. 7. Abandonment of Contract 7.01 Abandonment by Contractor In case the Contractor should abandon and fail or refuse to resume work within ten (10) days after 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, and a copy of said notice shall be delivered to the Contractor. GC -31 gencond.mst,pec 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.mstlspec 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 GC -33 under the terms of this Agreement and shall certify same to the Owner who shall pay to the Contractor on or before thirty (30) days after the date of the notification by the Contractor the balance shown by said final statement as due the Contractor, under the terms of this Agreement. 8. Subcontractors 8.01 Award of Subcontracts for Portions of the Work genco d.mstlspec 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.msUspec 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, less the retained percentage. The Engineer may, on request and at his discretion, furnish to any Subcontractor, if practicable, information regarding percentages of completion certified to the Contractor on GC -35 gencond.mstlspec account of work done by such Subcontractors. Neither the Owner nor the Engineer shall have any obligation to pay or to see to the payment of any moneys to such Subcontractor except as may otherwise be required. 9. Separate Contracts 9.01 Owner's Right to Award Separate Contracts The Owner reserves the right to award other contracts in connection with other portions of the project under these or similar conditions of the Contract. When separate contracts are awarded for different portions of the Project, The Contractor" in the contract documents in each case shall be the contractor who signs each separate contract. 9.02 Mutual Responsibility of Contractors The Contractor shall afford other contractors reasonable opportunity for the introduction and storage of their materials and equipment and the execution of their work, and shall properly connect and 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 GC -36 10. Protection of Persons and Property 10.01 Safety Precautions and Programs 10.02 Safety of Persons and Property gencand.msUSpec 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 any other contractor except with the written consent of the Engineer. Any costs caused by defective or ill -timed work shall be borne by the party responsible therefor. The Contractor shall be responsible for initiating, maintaining and supervising all safety precautions and programs in connection with the work. The Contractor shall take all reasonable precautions for the safety of, and shall provide all reasonable protection to prevent damage, injury, or loss to: (1) all employees on the work and all other persons who may be affected thereby: (2) all the work and all materials and equipment to be incorporated therein, whether in storage or 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 GC -37 gencond.msUspec 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 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. GC -38 gencond.mst/spec 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 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 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 01 -05 LOCATION specond.msQspecs 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 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 $250.00 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.mst/specs 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 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 specand.mst/specs 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 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, SC -5 1 02 -10 LAND FOR WORK 1 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 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, 1 or for storage of materials. 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 1 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 1 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. 1 02 -13 CONSTRUCTION SEQUENCE Contractor shall construct Storm Drainage Line "A" within the first 90 days of the construction period. SECTION 03- TRAFFIC CONTROL All streets except Liberty may be closed to thru traffic, however, access specond.mstuspecs SC -6 1 specond.msUspecs 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. 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 (l00 %) percent of the contract price will be required for all other improvements and shall be submitted prior to final payment. Such bonds shall be from an approved surety company holding a permit from the State of Texas to act as surety (and acceptable according to the latest list of companies holding certificates of authority from the Security of the Treasury of the United States) or other surety or sureties acceptable to the Owner prior to final payment. SC -7 1 SECTION 05- INSURANCE 1 Section 3.18 of the General Conditions of the Agreement is hereby amended to include the following: 3.18 Insurance 1 Contractor shall carry insurance in the following types and amounts for the duration of this Contract, which shall include items owned by Owner in care, 1 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. 1 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 1 of $100,000 or Combined Single Limit of $600,000. 1 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 1 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 specond.mm /specs SC-8 1 specond.mst/specs 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 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. SC -9 specond.msNSpecs 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. 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 03/15/96 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 specond.mst/specs Publication Date 03/15/1996 SC -11 CONCRETE FINISHER -PAVING 8.600 CONCRETE FINISHER - STRUCTURES 7.903 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 %2 C.Y. 8.427 CRANE, CLAMSHELL, BACKHOE, DERRICK, DRAGLINE, SHOVEL 1 1/2 C.Y. &:OVER 9.880 FOUNDATION DRILL OPERATOR. CRAWLER MOUNTED 10.475 FOUNDATION DRILL OPERATOR 10.923 TRUCK MOUNTED FRONT END LOADER 2 %2 C.Y. & LESS 7.499 FRONT END LOADER OVER 2 %2 C.Y. 8.255 HOIST - DOUBLE DRUM 10.750 MOTOR GRADER OPERATOR 9.657 PAVEMENT MARKING MACHINE 6.078 specond.mstlspecs SC -12 PLANER OPERATOR 7.250 ROLLER. STEEL WHEEL PLANT -MIX PAVEMENTS 7.083 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. specond.msVspecs END OF GENERAL DECISION SC -13 CLASSIFICATION Rate Health Pension Vacation Total Wage ASBESTOS WORKER $8.78 $0.00 $0.00 50.00 $8.78 CARPENTER $15.52 51.57 $0.97 $0.00 518.06 CARPET LAYER/FLOORING INSTALLER $8.00 50.00 $0.00 $0.00 $8.00 CONCRETE FINISHER $10.27 $0.00 50.00 50.00 510.27 DATA COMMUNICATION /TELECOM INSTALLER $12.08 $0.76 $0.50 $0.05 513.39 DRYWALL INSTALLER/CEILING INSTALLER $10.91 $0.00 $0.00 $0.00 $10.91 ELECTRICIAN $17.44 $2.16 $1.05 51.05 $21.70 ELEVATOR MECHANIC $16.75 $3.85 52.19 $1.50 $2429 FIRE PROOFING INSTALLER $8.00 $0.00 $0.00 $0.00 $8.00 GLAZIER 513.60 52.24 $1.15 $0.54 $17.53 HEAVY EQUIPMENT OPERATOR $10.56 $0.00 50.00 50.00 $10.56 INSULATOR $13.75 $1.16 50.92 50.03 515.86 IRON WORKER $12.18 $0.00 50.00 50.00 512.18 LABORER/HELPER $7.48 $0.02 $0.00 $0.00 $7.50 LATHER/PLASTERER 512.50 $0.00 $0.00 50.00 $12.50 LIGHT EQUIPMENT OPERATOR $7.75 $0.00 $0.00 50.00 $7.75 MASON $16.00 50.00 $0.00 50.00 $16.00 METAL BUILDING ASSEMBLER $11.00 $0.62 $0.00 $0.34 $11.96 MILLWRIGHT $15.91 51.63 $1.00 50.00 518.54 PAINTER /WALL COVERING INSTALLER $8.00 $0.00 $0.00 $0.00 $8.00 PIPEFITTER $18.10 $1.42 $1.80 $0.00 521.32 PLUMBER $12.68 $0.00 $0.00 $0.00 $12.68 ROOFER 510.00 $0.00 $0.00 $0.00 $10.00 SHEET METAL WORKER $18.40 $2.39 $2.55 $0.33 $23.67 SPRINKLER FITTER $18.25 $3.40 $2.20 $0.00 $23.85 TERRAZZO WORKER $0.00* $0.00 $0.00 $0.00 $0.00* TILE SETTER $15.00 50.32 $0.00 50.00 $15.32 WATERPROOFER/CAULKER $10.64 $0.00 $0.00 50.00 $10.64 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 COUNTY NAME: WILLIAMSON *$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 and specify the rates in the contract as provided in Section 2258.022. specand.mst/specs PREVAILING WAGE RATE DETERMINATION BUILDING CONSTRUCTION TRADES SC -14 Date Printed: April 15, 1997 6.0 TECHNICAL SPECIFICATIONS ITEM 1 GENERAL DESCRIPTION 1.01 SCOPE OF WORK The work covered by these Specifications consists of furnishing all labor, equipment, appliances, materials and performing all operations in connection with the inspection and testing, complete in accordance with the Plans, and subject to the terms and conditions of the Contract Documents. 1.02 GOVERNING TECHNICAL SPECIFICATIONS rechspec.mst'spec.master 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 TS -1 2.01.2 BACKWORK do so by the Engineer. 2.02 GRADING techspec. mstlspec. master 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. 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. 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 govemmental 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. TS -2 3.02 NOTIFICATION lechspec.mst/spec.master 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 corners, 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. TS -3 4.03 TRAFFIC CONTROL MEASURES AND BARRICADES 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 of life and property. Under no circumstances will any existing road be permitted to remain closed over a weekend. The contractor must submit to the City for approval a detailed traffic control plan for each work site. Costs for providing all traffic control measures shall be lump sum paid monthly, amount due is the lump sum divided by the number of construction months. 4.04 PROPERTY LINES AND MONUMENTS techspec.msllspec.master The Contractor shall be responsible for the protection, reference and resetting of property comer monuments if disturbed. 4.05 DISPOSAL OF SURPLUS MATERIAL The Contractor shall at his own expense, make arrangement for the disposal of surplus material, such as rock, trees, brush and other unwanted backfill materials. 4.06 CONTRACTOR'S USE OF PREMISES The Contractor shall, at his own expense, provide additional space as necessary for his operations and storage of materials. 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 discretion. TS -4 5.02 MATERIALS AND WORKMANSHIP techspec.mst/spec.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 7.0 PLANS, DETAILS AND NOTES INDEX OF DRAWINGS Cover Sheet Erosion Control and Notes 1 Drainage Areas 2 Anderson 3,4,5 Bagdad 6 Bagdad channel 7 Burnet 8, 9,10 Alley at Burnet 11 Brown 12 Fannin 13 Liberty 14,15,16,17 Lampassas 18 Alley at Lampassas 19 Lewis 20,21,22 Milan 23,24,25 Sheppard 26,27,28 Alley at Sheppard 29 Spring 30,31 East Main 32,33 Cross Sections 34 Storm Sewer Profiles Line "A" 35,36,37 Storm Sewer Profiles Line "B" 38,39 Miscellaneous Details 40,41,42,43 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Edition City Standard Technical Specifications These specifications shall govern, except for specific modifications, deletions or additions set forth in the Special Provisions or Special Specifications thereto, on the date of advertisement for bids. 08/17/94 102 Clearing and Grubbing 08/17/94 104 Removing Concrete 08/17/94 110 Street Excavation 08/17/94 120 Channel Excavation 04/17/86 130 Borrow 05/01/90 201 Subgrade Preparation 08/25/95 206 Asphalt Stabilized Base 11/22/95 210 Flexible Base 04/17/86 220 Sprinkling for Dust Control 04/17/86 230 Rolling (Flat Wheel) 09/30/87 232 Rolling (Pneumatic Tire) 05/01/90 236 Proofrolling 04/17/86 301 Asphalt, Oils and Emulsions 02/19/93 302 Aggregates for Surface Treatments 04/17/86 306 Prime Coat 04/17/86 307 Tack Coat 04/17/86 312 Seal Coat 04/17/86 315 Milling Asphaltic Concrete Pavement 08/23/96 340 Hot Mix Asphaltic Concrete Pavement 05/16/94 375 Concrete Pavers 05/18/95 403 Concrete for Structures 12/03/86 409 Membrane Curing 05/18/95 411 Surface Finishes for Concrete 04/17/86 430 Concrete Curb and Gutter 08/26/93 432 Concrete Sidewalks 05/16/94 433 Concrete Driveways 04/17/86 436 Concrete Valley Gutters 04/17/86 439 Parking Lot Bumper curbs 08/23/96 503 Frames Grates, Rings and Covers 08/25/95 504 Adjusting Structures 08/23/96 506 Manholes 06/08/88 508 Miscellaneous Structures and Appurtenances 02/19/93 509 Trench Safety Systems 08/23/96 510 Pipe 08/17/94 591 Rip Rap for Slope Protection 04/17/86 601 Salvaging and Placing Topsoil 09/30/87 604 Seeding for erosion control 04/17/86 605 Soil Retention Blanket 04/17/86 606 Fertilizer 08/25/95 610 Preservation of Trees and other Vegetation 04/17/86 639 Rock Berm 05/01/90 642 Silt Fence 09/30/87 702 Removing and Relocating Existing Fence 09/22/88 703 Fencing for excavations 04/17/86 801 Construction Detours 09/30/87 803 Barricades, Signs and Traffic Handling 04/17/86 824 Traffic Sings 09/30/87 860 Pavement Marking paint (Reflectorized) 12/03/86 861 Thermoplastic Pavement Markings 04/17/86 864 Abbreviated Pavement Markings End 102.1 Description Item No. 102 Clearing and Grubbing This item shall consist of removing and disposing of all trees, stumps, brush, roots, shrubs, vegetation, logs, rubbish and other objectionable material. 102.2 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'. Areas within the construction limits or as indicated shall be cleared of all trees, stumps, brush, etc., as defined above; except trees or shrubs indicated for preservation which shall be carefully trimmed as directed, conforming to Item No. 610, `free and Shrub Trimming and Preservation' and shall be protected from scarring, barking or other injuries during construction operations. 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. Within the construction limits or areas indicated, all obstructions, stumps, roots, vegetation, abandoned structures, rubbish and objectionable material 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 back with select em- bankment material and tamped. All cleared and grubbed material shall be disposed of in a manner satisfactory to the Engineer. Unless otherwise provided, all materials as described above shall become the property of the Contractor and removed from the site and disposed of at a permit- ted disposal site. Buming materials at the site shall conforrn to 01550 'Public Safety and Convenience'. 102.3 Measurement "Clearing and Grubbing', when included in the contract as a pay item, will be measured by the acre, 100 foot stations or lump sum regardless of the width of the right of way. 102.4 Payment This item will be considered subsidiary to Item No. 110, "Street Excavation" or Item No. 111, "Excavation ", unless included as a separate pay item in the contract. When included for payment, it shall be paid for at the unit price bid for "Clearing and Grubbing', which price shall be full compensation for all 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 items, will be made under one of the following: Pay Item No. 102-A: Clearing and Grubbing - Per Acre. Pay Rem No. 102 -6: Clearing and Grubbing - Per Station. Pay Item No. 102 -C: Clearing and Grubbing - Lump Sum. End Ref.: 110, 111, 610 102 08/17/94 Page 1 Clearing and Grubbing 104.1 Description This item shall consist of breaking up, removing and satisfactorily disposing of existing concrete, as classified, at locations indi- cated or as directed by the Engineer. 104.2 Classification Existing concrete, when removed under this section, will be classified as follows: 1. Concrete Curb will include curb, curb and gutter and combinations thereof. 2. Concrete Slabs will include, but not be limited to, patio slabs, porch slabs, concrete riprap and concrete pavement. 3. Sidewalks and Driveways will include concrete sidewalks and driveways. 4. Concrete Walls will include all walls regardless of height and wall footings. 5. Concrete Steps will include all steps and combinations of walls and steps. 6. Abandoned Foundations will include abandoned Electric Department foundations. 7, Miscellaneous Concrete shall include but not be limited to manholes, inlets, junction boxes and headwalls. 104.3 Materials (1) Mortar Mortar shall conform to mortar in Item No. 510, "Pipe ". 104.4 Construction Methods Prior to commencing this work, all erosion control and tree protection measures required shall be in place and all utilities located and protected as set forth in the "General Conditions ". The existing concrete shall be broken up, removed to conform to Item No. 101, "Preparing Right of Way" and disposed of by the Contractor and deposited at a permitted disposal site. Where only a portion of the existing concrete is to be removed and that remaining will continue to serve in its purpose, care shall be exercised to avoid damage to that portion to remain in place. The existing concrete shall be cut to the neat lines when indi- cated or as established by the Engineer, by sawing with an appropriate type circular concrete saw to a minimum depth of 1/2 inch. Any reinforcing steel encountered shall be cut off 1 inch inside of concrete sawed line. Any existing concrete which is damaged or destroyed beyond the neat lines so established shall be replaced at the Contractor's expense. Remaining concrete shall be mortared to protect the reinforcing steel and provide a neat clean appearance. Where reinforcement is encountered in the removed portions of structures to be modified, a minimum of 1 foot of steel length shall be cleaned of all old concrete and left in place to tie into the new construction where applicable. All unsuitable material shall be removed and replaced with approved material. All foundations, walls or other objectionable material shall be removed to a minimum depth of 18 inches below all structures and 12 inches below areas to be vegetated. 104.5 Measurement Item No. 104 Removing Concrete Concrete curb and concrete wall removed as prescribed above will be measured by the linear foot in its original position re- gardless of the dimensions or size. Concrete slabs and concrete sidewalks and driveways removed as prescribed above will be measured by the square foot in original position, regardless of the thickness and reinforcing. Concrete steps removed will be measured per linear foot of each individual step tread including the bottom step. Concrete foundations removed will be measured per each. Miscellaneous concrete removed will be measured per each. 104.6 Payment This Rem will be paid for at the contract unit price bid for "Remove Concrete Curb', "Remove Concrete Slab', 'Remove Concrete Sidewalks and Driveways ", 'Remove Concrete Walls', 'Remove Concrete Steps', 'Remove Concrete Foundations' and 'Remove Miscellaneous Concrete' which price shall be full compensation for all work herein specified, including the disposal of all material not required in the work, the fumishing of all materials, equipment, tools, labor and incidentals necessary to complete the work. Payment, will be made under one of the following: 104 08/17/94 Page 1 Removing Concrete End Pay Item No. 104-A: Remove Concrete Curb -- Per Linear Foot. Pay hem No. 104-B: Remove Concrete Slab -- Per Square Foot. Pay Item No. 104-C: Remove Concrete Sidewalks and Driveways -- Per Square Foot. Pay Item No. 104-D: Remove Concrete Wall -- Per Linear Foot. Pay Item No. 104-E: Remove Concrete Steps -• Per Linear Foot. Pay Item No. 104-F: Remove Concrete Foundations -- Per Each. Pay Item No. 104-G: Remove Miscellaneous Concrete -- Per Lump Sum. Ref.: 101, 510 104 08/17/94 Page 2 Removing Concrete 110.1 Description Item No. 110 Street Excavation This item shall consist of excavating and properly utilizing or otherwise satisfactorily disposing of all excavated material, of what- ever character, within the right of way or other limits of the work indicated and the constructing, compacting, shaping and fin- ishing of all earthwork on the entire project in accordance with the specification requirements herein outlined and in conformity with the required lines, grades and typical cross sections indicated or as directed by the Engineer. When not otherwise included in the Contract Documents, this item shall include the work described in Item No 101, "Preparing Right of Way ", Item No. 102, "Clearing and Grubbing ", Item No. 104, "Removing Concrete ", Item No. 132, "Embankment" and Item No. 201, " Subgrade Preparation ". 110.2 Classification All excavation shall be unclassified and shall include all materials encountered regardless of their nature or the manner in which they are removed. 110.3 Construction Methods Prior to commencing this work, all erosion control and tree protection measures required shall be in place and all utilities located and protected as set forth in 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: (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 110.5 Payment 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. 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 fumishing 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: End Pay Item No. 110-A: Street Excavation -- Per Cubic Yard. Pay Item No. 110 -8: Inch Street Excavation -- Per Square Yard. Pay Item No. 110-C: Street Excavation -- Per Cubic Yard, Plan Quantity. Ref: 101,102,104,132,201,610 110 08/17/94 Page 2 Street Excavation 120.1 Description Item No. 120 Channel Excavation 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 ". 120.2 Classification All channel excavation will be unclassified and shall include all materials encountered regardless of their nature or the manner in which they are removed. 120.3 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 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 govem 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 price shall be full compensation for fumishing 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, 132 120 08/17/94 Page 2 Channel Excavation 130.1 Description This item shall consist of required excavation, removal and proper utilization 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 No. 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) Class B Topsoil This material shall consist of sand or other suitable granular material, free from vegetation or other objectionable matter reasonably free from lumps of earth and when tested by standard SDHPT laboratory methods. shall meet the following requirements: 130.3 Construction Methods The Liouid Limits shall not exceed The Plasticity Index shall not be less than nor more than 45 15 Item No. 130 Borrow This material shall consist of suitable nonsweit ,rig (soils with plasticity index less than 20) earth material such as loam. clay or other such materials that will form a stable embankment. This material shall consist of approved topsoil material and shall be clean, friable soil capable of supporting plant life. This material shall also be free of stones and all other debris. 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 or borrow from one of the following sources. 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 end 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 pnces bid shall 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 all tools. 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 130 04/17/86 Page 2 201.1 Description it No. 201 Sutgrade Preparation 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 Construction ?Sethods 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 minima 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 b 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 to 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 J. 236 PROOFROLLUIC 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 SHPT Test MetExxd 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 SHPT Test Method Tex- 114-E. Tests for density will be made as soon as possible after compacting operations are completed. If the material fails to meet the density specified, it shall be reworked as necessary to obtain the density required. Prior to planing any base materials, density and moisture content of the top 6 inches of compacted subgrade shall be checked and if tests show the density to be more than 2 percent below the specified admits= 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 specified compaction and moisture content. 201.3 lleastattt 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 Slrbgrade Preparation 201.4 Ferment This item will be considered subsidiary to ITEM N0. 110 STREET E!RAVATICN or TI}2S ND: 111 FXCAVATICN unless included as a separate pay item in the contract. Wen included for payment, it shall be measured as specified above and paid for at the contract unit price bid for "Suhgrade Preparation" which price shall be full campisatim for all work herein specified, including the furnishing of all materials, equipment, tools and labor and incidentals necessary to complete the wont. 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 Sutgrade Preparation 206.1 Description Item No. 206 Asphalt Stabilized Base This item shall consist of Asphalt Stabilized Base (ASB) courses composed of a compacted mixture of mineral aggregates, asphaltic materials and additions if allowed or required mixed hot in a mixing plant. ASB shall be constructed on previously completed, cured and approved subgrade, base material, existing pavement or bituminous surface as herein specified and as indicated. 206.2 Materials (1) Asphalts: Asphalt for mixture shall meet requirements for AC -20 asphalt of Item No. 301, "Asphalts, Oils and Emulsions ". Asphaltic material for tack coat, if directed, shall conform to Item No. 307, "Tack Coat ". (2) Mineral Aggregate: The mineral aggregate shall meet all requirements of and conform to Type A of Item 340, "Hot Mix Asphaltic Concrete Pavement ". 206.3 Asphalt Stabilized Mixture Design Asphalt Stabilized Base mixture shall consist of a uniform mixture of mineral aggregate, asphaltic material, and additives if allowed or required. Percentage of asphalt in the mixture shall be determined by TxDOT Bulletin C -14 procedures to produce a stability of not less than 35 or more than 75 based on a Laboratory Density of 95 percent and verified using Test Methods Tex- 206-F, 207 -F and 208 -F. The Contractor shall submit to the Engineer a mix design reviewed, signed and sealed by a Texas Registered Professional Engineer or a mix design prepared and certified by a Level II Quality Management and Mix Design Specialist as certified by the Hot Mix Asphalt Center. The mix design will be valid for one (1);year provided that there are no significant changes in the material being produced. A Job Mix Formula is to be submitted for each project for review by the Engineer before ASB is placed. 206.4 Equipment All equipment shall conform to the requirements of Item 340, "Hot Mix Asphaltic Concrete Pavement" with the following exception. ASB for confined or isolated areas or for a single day's production of 500 square yards or less may be spread with a maintainer or a rubber -tired front end loader. The Contractor shall exercise caution to assure that the use of a maintainer or a loader does not produce segregation of the ASB. 206.5 Storage, Proportioning and Mixing AlII storage, proportioning and mixing shall conform to the requirements of Item 340, 'Hot Mix Asphaltic Concrete Pavement ". 206.6 Construction Methods (1) General: The Contractor shall produce, transport, place and compact a paving mixture conforming to these specifications and provide a safe environment to enable inspection forces to inspect the work, take samples and check the plant. When placed directly on subgrade, the subgrade shall be proof rolled prior to placing the ASB. Soft spots shall be repaired and area proof rolled again until entire subgrade is free of soft spots. ASB shall not be placed when the air temperature is below 50° F and falling, but it may be placed when the air temperature is 40 °F and rising. Air temperature shall be taken in shade away from artificial heat. If, after being discharged from mixer and prior to placing, the temperature of asphaltic mixture is 50 F or more below the production temperature established by Contractor in the submitted mix design, all or any part of load may be rejected and payment will not be made for rejected material. Any material placed which is too cool to compact properly shall be removed and replaced with material which meets these specifications. 206 08/25195 Page 1 Asphalt Stabilized Base Thickness of the compacted lift shall not exceed 8 inches and shall not be Tess than twice the size of the maximum nominal size aggregate. During placement of tack coat, care shall be taken to prevent splattering of adjacent pavement, curb and gutters or structures. Contractor shall clean any splattered areas. (2) Tack Coat The tack coat shall be applied conforming to Item No. 307, 'Tack Coat". Before asphaltic mixture is placed, surface upon which tack coat is to be placed shall be cleaned thoroughly to satisfaction of Engineer. Surface shall be given a uniform application of tack coat. The tack coat is to be applied as directed by Engineer but in no case more than 0.10 gallons per square yard. Where the mixture will adhere to surface without use of a tack coat, tack coat may be eliminated by Engineer. Contact surfaces of curbs, structures and all joints shall be painted with a thin uniform coat of asphaltic material meeting requirements for tack coat. Tack coat shall be rolled with a light pneumatic tire roller when directed by Engineer. (3) Compacting: Mix shall be uniformly compacted to the required density. Static. vibratory, and flat steel wheel compaction rolling shall be terminated before the mat cools below 175 F. Pneumatic tire rolling may be undertaken on mat below 175 F. The surface of the ASB, after compaction, shall be smooth and true to established line, grade and cross- section. Rolling shall conform to Item Numbers 230, 232 or 236. Contractor shall take necessary precautions to prevent dropping gasoline, oil, grease or other foreign matter on ASB. The Contractor shall place and compact the ASB mixture to a minimum of 91 percent of maximum theoretical density as deterrnined by SDHPT Tex - 227 -F. For the purpose of determining the density, the 'project" shall be defined to be the total quantity to be used or portions thereof as determined by the Engineer when paving operations are 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 and/or use of completed portions. Acceptability of the completed work will be based on the average of tests per project as defined above. The Engineer will secure 6 inch core samples or sections of completed ASB lifts for approximately every 2,000 square yards or part thereof, of ASB placed. In -place density at the sampled locations shall be deterrnined by the following equation: Percent in place Density = _QA x 100 GT Where GA = Bulk specific gravity of core when tested conforming to Tex -207 -F and GT = Maximum theoretical specific gravity of each core when tested in conformance with Tex - 227 -F. The Contractor shall patch the area where samples are taken with no extra payment being made for this work. Laboratory technician will remove the ASB specimen on the day following placement or as soon as practicable thereafter. Initial sampling and testing of in place ASB will be at no cost to Contractor, except for the cost of material and restoration of damage by testing. Retesting expense shall conform to Section 00700, "General Conditions," Article 13.3.2.. (4) Opening to Traffic: Pavement may be opened to local traffic as soon as possible after required temporary pavement markings are in place and after approval from Engineer. Contractors attention is directed to the fact that all construction traffic allowed on any pavement open to public will be subject to City Ordinances and State Laws goveming traffic on streets and highways. Surface raveling, cracking, segregation and other defects resulting from traffic shall be corrected at Contractor's expense as directed by Engineer. The Contractor shall provide traffic control and other expenses, if any, necessitated by required repairs. 206 08/25/95 Page 2 Asphalt Stabilized Base Percent Density Percent Contract Unit Price Reduction Above 97 100, Remove and Replace 91.0 to 97.0 0 90.9 to 87.0 0.625% per 0.10% Deficiency in Density Less than 87.0 100, Remove and Replace 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 206.7 Measurement Measurement for this item shall be by either Method A or Method B as described below and so set forth in Bid. Method A: Work and material shall be measured by the ton of 2,000 pounds of asphaltic stabilized base complete in place. The material weight shall be calculated using the average densities of the area paved and the specified mat thickness. Method B: Work and materials shall be measured by the square yard of surface area to the specified thickness, complete in place as indicated. 206.8 Payment Work performed and materials furnished as prescribed by this item and measured as provided for under "Measurement" will be paid at unit price bid for "Asphalt Stabilized Base," which price shall be full compensation for fumishing all materials, including costs of freight; for all mixing, hauling, cleaning, Tack Coat, placing ASB mixture, rolling, finishing, temporary pavement markings and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. Correcting defective work and subsequent retesting shall be considered subsidiary to "Asphalt Stabilized Base ". The contract unit price for Asphalt Stabilized Base shall be adjusted in accordance with the following for all work that fails to meet density requirements: DENSITY ACCEPTANCE SCHEDULE (TEX- 207- F/TEX- 227 -F) Templates, straightedges, scales and other weighing and measuring devices necessary for proper construction, measuring and checking work shall be furnished, operated and maintained by Contractor at his expense. Saw cutting as indicated or as directed by Engineer will not be measured or paid for directly, but shall be considered subsidiary to this item, unless included as a separate pay item in contract. Payment for work meeting specifications will be made under one of the following: Pay Item No. 206 -A: Asphalt Stabilized Base - Per Ton. Pay Item No. 206 -B: Asphalt Stabilized Base Inch - Per Square Yard. End Ref: 210, 230, 232, 236, 301, 306, 307 206 08/25/95 Page 3 Asphalt Stabilized Base 210.1 Description This item shall consist of a crushed stone course for surfacing, pavement or other base courses, fumished 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 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 b) Liquid Limit c) Plastic Limit d) Plasticity Index e) Bar Linear Shrinkage f) Sieve Analysis g) Wet Ball Mill h) Triaxial Test Tex -101 -E Tex -104 -E Tex -105 -E Tex -106 -E Tex - 107 -E, Part II Tex -110 -E Tex -116 -E 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 Item No. 210 Flexible Base Minimum compressive strength when subjected to the biaxial 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 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 END as necessary to meet these requirements. At 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 conforrnity 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 wit 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: Pay Item No. 210 -A: Flexible Base, - Per Square Yard. In.. Pay Item No. 210 -8: Flexible Base - Per Cubic Yard. Ref: 201, 236, 306 210 11/22/95 Page 3 Flexible Base 220.1 Description 220.2 Construction Methods Item No 220 Sprinkling for Dust Control 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. 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 over the entire width sprinkled. It shall be the Contractor s continuous responsibility at all times, including nights, holidays and weekends until acceptance of the project by the City. to maintain the spec■ied 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 This item, when provided for in the contract as a separate pay item, will be paid for in accordance with the contract unit price. The contract unit price shall be the total compensation for all labor. materials, tools. machinery, equipment and incidentals necessary to complete the work as indicated_ Payment, when specified in the contract, will be made under one of the following: Pay Item No. 220 -A: Sprinkling for Dust Control (Water) — Per Unit. Pay Item No. 220 -8: Sprinkling for Dust Control (Asphalt Emulsion) — Per Unit. End Page 1 04.17 86 220 230.1 Description This item shall consist of the compaction 01 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 (2) Surface Treatments and Pavements Item No. 230 Rolling (Flat Wheel) (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. Power rollers shall be the 3 -wheel or tandem. self - propelled type. weighing not less than 3 tons nor more than 6 tons. AM 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 if 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 1/2 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 86 230 232.1 Description This item shall consist of the compaction of embankment. flexible base surface treatments or pavements by the operation of approved pneumatic tire rollers as herein specified. (1) General Requirements When used on seal coats, asphaltic surface treatments and bituminous mixture pavements, the roller shall be self propelled and equipped with smooth tread tires with 45 psi tire pressure whether "Rolling (Light Pneumatic Tire)" or "Rolling (Medium Pneumatic Tire)" is specified. The roller shall be so constructed as to be capable of being operated in both a forward and a reverse direction. When used on bituminous mixture pavements, the roller shall have suitable provisions for moistening the surface of the tires while operating. ( ( 232 Rev. 09/30187 Item No. 232 Rolling (Pneumatic Tire) When tuming is impractical or detrimental to the work and when specifically directed by the Engineer, the roller shall be of the self - propelled type. In lieu of the rolling equipment specified, the Contractor may 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, its use shall be discontinued. Rollers shall be maintained in good repair and operating condition and shall be approved by the Engineer. Light Pneumatic Tire Roller The light pneumatic tire roller shall consist of not less than 9 pneumatic tired wheels, running on axles in such man- ner that the rear group of tires will cover the entire gap between adjacent tires of the forward group and mounted in a rigid frame and provided with a loading platform or body suitable for ballast loading. The front axle shall be attached to the frame in such manner that the roller may be tumed within a minimum circle. The pneumatic tire roller under working conditions shall have an effective rolling width of approximately 60 inches and shall be so designed that by ballast loading the total load may be varied uniformly from 9,000 pounds or less to 18,000 pounds or more. The roller shall be equipped with tires that will afford ground contact pressures to 45 pounds per square inch or more. The operating load and tire air pressure shall be within the range of the manufacturer's chart. The roller under working conditions shall provide a uniform compression under all wheels. Individual tire inflation pressures shall be within -5 psi of each other, The pneumatic tire roller shall be drawn by either a suitable crawler type tractor, a pneumatic tired tractor, a truck of adequate tractive effort or may be of the self - propelled type and the roller, when drawn or propelled by either type of equipment, shall be considered a light pneumatic tire roller unit. Medium Pneumatic Tire Roller (Type A) The medium pneumatic tire roller (Type A) shall consist of not less than 7 pneumatic tired wheels, running on axles in such manner that the rear group of tires will cover the entire gap between adjacent tires of the forward group and mounted in a rigid frame and provided with a loading platform or body suitable for ballast loading. The front axle shall be attached to the frame in such a manner that the roller may be turned within a minimum circle. The pneumatic tire roller, under working conditions. shall have an effective rolling width of approximately 84 inches and shall be so designed that, by ballast loading, the total load may be varied uniformly from 23.500 pounds or less to 50,000 pounds or more. The roller shall be equipped with tires that will afford ground contact pressures to 80 pounds per square inch or more. Individual tire inflation pressures shall be within -5 psi of each other. The operating load and tire air pressure shall be within the range of the manufacturer's chart. The pneumatic tire roller shall be drawn by either a suitable crawler type tractor, a pneumatic tired tractor, a truck of adequate tractive effort or may be of the self - propelled type. The roller, when drawn or propelled by any type of equipment, shall be considered a medium pneumatic tire roller unit. The power unit shall have adequate tractive effort to properly move the operating roller at variable uniform speeds up to approximately 5 miles per hour. (4) Medium Pneumatic Tire Roller (Type B) The medium pneumatic tire roller (Type B) shall conform to the requirements for Medium Pneumatic Tire Roller (Type A) as specified above, except that the roller shall be equipped with tires that will afford ground contact pres- sures to 90 psi or more. 232.2 Construction Methods Tire pressure is critical to successful operation of the roller. Contractor shall have equipment on the construction site to inflate tires as required. Page 1 Rolling (Pneumatic Tire) The embankment layer or the base course shalt be sprinkled if directed and rolling with a pneumatic tire roller shall start longitu- dinally at Me sides and proceed towards the center. overlapping on successive tnps by at least ' : of the width of the pneumatic tire 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 light pneumatic tire roller shall be operated at speeds between 2 and 6 miles per hour tor asphalt surfacing work and all othe. work. The medium pneumatic tire roller shall be operated at speeds which produce a satisfactory product. Sufficient rollers shall be provided to compact the material in a satisfactory manner. When operations are so isolated from one another that 1 roller unit cannot perform the required compaction satisfactorily. additional roller units shall be provided. 232.3 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 of the contract. End 232 R ev. 09/3Df87 Page 2 Rolling (Pneumatic Tire) 236.1 Description Item Na. 236 Prnofrolling This item shall consist of furnishing and operating heavy pneumatic tired compaction equipment for testing the auction and stability of embankment, subgrade and flexible base courses. 236.2 Equipment (1) Standard Proof roll r P frolling equipment shall have a body suitable for ballast loading supported on a minim m of two (2) axles with not more than two (2) pneumatic tired wheels per axle. Pneumatic proofrollirg equipment with multiple pivotal axles and more than two tires along the front or rear axle axis shall have articulating axle supports to equally distribute the load to all tires over uneven surfaces. The proofroller unit shall have a minimum contact width of 7 -1/2 feet and shall be so designed that the gross roller weight may be varied by ballasting. The proofroller minimum gross weight shall be 25 tons. The tires shall be capable of operating tinder various loads with variable air pressures. The tires shall be smooth treed and shall impart a minima, ground contact pressure of 75 pounds per square inch. The proofroller shall be drawn by a power train of adequate tractive effort or may be of a self - propelled type. The proofrolling equipment shall be equipped with a reverse mode transmission or be capable of turning 180 degrees in the street width. When a separate power train is used to draw the proofroller, the power train weight shall not be considered in the weight of the proofroller. The power train shall be rubber -tired when rolling subgrade and base. A cleated or track -type power train may be used on earth and rock embankments. (2) Alternate Equipment: With the written approval of the Engineer, the Contractor may utilize alternate equipment on embankment courses, subgrade and base courses subject to the requirements of the standard proofroller except with respect to minima„ contact width, axle/tire arrangement and tire tread. Alternate equipment for stability testing of embankments shall be restricted to equipment that can be shown to impart a stress distribution on the embankment structure equivalent to or greater than the stress induced by the concentrated weight of a standard proofroller. (3) Equipment Submittals: All standard proofrollers and proposed alternate equipment must be approved by the Engineer prior to their use. The Contractor shall submit manufacturer's literature for the proofroller indicating the equipment weight, ballast capacity, tire size /ply and the contact area/contact pressure for the full range of loadings and tire inflation pressures for the particular tires furnished. Alternate equipment submittals for stability testing of embankments shall be signed and sealed by a Terms- registered Professional Engineer. 236.3 Construction Methods (1) Gairal The entirety of prepared surfaces to be tested by this method shall be proof rolled by a minimum of one pass of the proofroller tires. Whet alternate 236 05/01/90 Page 1 Proofrolling END Acceptable limits of elastic and plastic deformation of prepared subgrade causes shall be set by proofrolling Test Sections of representative soil conditions previously tested and approved for density and moisture requirements of the governing subgrade and earth enbaniorent items. Proofrolling of first course base over a plastic subgrade may be waived by the Engineer if it is determined that the prepared first course base will be damaged by the proofroller. (2) Poadway Construction: Subgrade, first course base and final course base shall be proofrolled in new roadway construction and in reconstruction of existing streets. Proofro11ing of curb course base shall be substituted for proofrolling of final course base at the direction of the Engineer. Proofrolling may be waived by the Engineer where construction is limited to turn lanes, street widening less than 7 -1/2 feet in width, or where the site is otherwise congested. (3) equipment is proposed and only one axle meets minima requirements, only the qualifying axle shall be used to proofroll. If the operation of the proofroller shows an area to be unstable, the substandard area shall be brought to satisfactory stability and uniformity by additional curing, compaction, or by removal and replacement of unsuitable materials. The re- corked area shall that be proofrolled. Proofrollers shall be operated at speeds between 2 and 6 miles per hour or as directed by the Engineer. Trenches: Trenches shall be proofrolled where no limitations to the operation of the proofroller exist as may be determined by the Engineer subject to the provisions hereunder. All trenches shall be proofrolled in new roadways or in existing roadways under reconstruction. Trenches shall be proofrolled at street subgrade elevation by longitudinal and perpenndicu]ar passes of the roller as may be dictated by the width of the trench. Proofrolling of trenches in existing paved streets shall be limited to pavement cross - sections capable of sustaining the weight of the proofrolling equipment without imparting damage to the reining pavement structure as determined by the Engineer. Trenches less than 4 feet in width shall be exempted of all proofrolling requirements. Only final course base shall be proofrolled in trenches 4 feet or wider but narrower than the proofroller contact width. Subgrade, first course and final course base shall be proofrolled in trenches 7 -1/2 feet or wider. (4) Embankment Construction: Elnbanlament courses shall be proofrolled when density testing by nuclear and volumetric methods is inappropriate due to excessive rock content of the embankment material as directed by the Egineer. Stability testing of embankments constructed to the finished cross - section and elevation or to interim elevations as may be required by the Engineer shall be conducted with a standard proofroller or alternate equipment shown to impart a horizontal and vertical pressure distribution equivalent to or greater than those induced by a standard proofroller. 236 4 lleasta®t and Pay®t No direct payment will be made for the materials, equipment or labor required by this item, but shall be considered subsidiary to the various items included in the contract. 236 05/01/90 Page 2 Proofrolling 301.1 Description This item shall consist of the requirements for oil aspnalts_ cut -back asphalts. road oils, emulsified asphalts . asphalt cement and other miscellaneous asphaltic matenals. 301.2 Materials When tested accorcing to State Department of Highways and Public Transportation Test Methods. the venous materials shall meet the applicable requirements of this specdlcation. (1) Asphalt Cement The material snail be homogeneous. free from water. shall not foam when heated to 350 F and shad meet the follow- ing requirements: Viscosity 140 F Poises (2) Latex Additive Test Viscosity 275 F stokes 1 1 1.4 — 1 9 — 2.5 — 3.5 — Penetration 77 F. 100g. 5 sec. Flash Point. C.O.C. F Solubility in trio loroethylene, percent Tests on residues from thin film oven test: viscosity 140 F stokes Ductility 77 F 5 cms per min. cms Spot test VISCOSITY GRADE 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 -800 210 — 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 — Negative for all grades The minimum of 2 percent by weight. latex additive (solids basis) shall be added to AC -5 Asphalt when indicated. The latex additive shall conform to the following: The latex is to be an anionic emulsion of butadiene - styrene low- temperature copolymer in water. stabilized with fatty -acid soap so as to have good storage stability, and possessing the following properties: Monomer ratio, B. S 70 30 Minimum solids content 67', Solids content per gal at 67% 5.3 lbs. Coagulum on 80 -mesh screen 0.1% maximum Type Anti- oxidant staining Mooney Viscosity of Polymer (M: L 4 at 212 F)1 100 minimum pH of Latex 9.4 -10.5 Surface tension 28 -42 dynes. cm= Brookfield Viscosity of Latex 1200 ps maximum at 67% solids Page 1 04 :17 301 The finished latex- asphalt blend shall meet the following requirements: Viscosity at 140 F stokes 1500 maximum Ductility at 39.2 F.1 cm. per min. cm 100 minimum Cutback Asphalt 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. '<< 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. % 99.0 — 99.0 — 99.0 — Spot Test ALL NEGATIVE MEDIUM CURING TYPE CUTBACK ASPHALT Type -Grade MC -30 MC -70 MC -250 MC -800 MC -3000 Properties Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. (3) Water, % — 0.2 — 0.2 — 0.2 — 0.2 — 0.2 Flash Point. 100 — 100 — 150 — 150 — 150 — T.O.C., F Kinematic vis. rii 30 60 70 140 250 500 800 1600 3000 6000 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, cms Solubility in trichloroethylene. Soot Test 120 250 120 250 120 250 120 250 120 250 100' — 100' — 100' — 100' — 100' — 99.0 — 99.0 — 99.0 — 99.0 — 99.0 — ALL NEGATIVE 'If penetration of residue is more than 200 and ductility at 77 F is less than 100 cm. the material will be acceptable if its ducility at 60 F is more than 100. AE -P CUTBACK ASPHALT Type -Grade AE -P Properties Minimum Maximum Viscosity 122 F. SF. sec. 15 150 Sieve Test. °° 0,1 Demulsibihty, 50mL 0.1 N CaCI„ 70 Storage Stability. 24 hr.. % 1.0 TEST ON RESIDUE FROM CUTBACK DISTILLATION TO 580 F USINT RESIDUE FROM 500 F DISTILLATION 40 Total Oils' from Distillation_ '° 20 35 Paa+. 122 F on Residue ■am Cutback D stillation 50 200 Solubility in Tnchioroethylene. T 97.5 'Cumulative total from 500 F distillation of emulsion and distillation of residue by cutback distillation to 680 F. (4) Emulsions The material shall be homogenous. It shall snow no separation of asphalt after thorough mixing and shall meet the viscosity requirements at any time within 30 days after delivery. ANIONIC EMULSIONS Rapid Setting Medium Setting Slow Setting Type -Grade RS -2 RS -2h MS -2 MS -2h MS -1 SS -1 Properties Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Furor 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. % — — Demulsibility 50 cc of 14, CaCI„ % — — — — — 70 — — Demulsibility 35 cc of N. CaCl % 60 — 60 — — 30 — 30 — — Storage Stability 1 day, % — — 1 — — 1 — 1 — 1 Page 3 04 17 86 301 ANIONIC EMULSIONS ' Rapid Setting 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 1 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. Sayboit Furol at 77 F sec. — — — — 20 100 20 100 ' Viscosity. Saybolt Furol at 122 F sec. 150 400 150 400 100 100 300 100 100 300 — — 1 Storage stability test. 1 day % — 1 — 1 — 1 — 1 — 1 1 Demulsibility. • 35 ml 0.8% sodium dioctyl sulfosuccinate % 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 Distillation: 1 Oil distillate. by volume of emulsion. — 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. 1 301 04/17/86 Page 4 (5) (6) Precoat Material ( Fluxing Material Fluxing material shall be free from foreign matter and shall conform to the following: Properties Minimum Maximum Water, % — 0.2 Kinematic Viscosity at 140 F. cst 660 120 Flash Point. C.O.C.. F 250 — Loss on Heating. 50g. 5 hrs at 325 F. '° — 5 Asphalt Content of 85 to 115 penetration oy vacuum distillation weight. °e 25 — Pour Point, F — 60 Precoat material may consist of any one of the various types of asphaltic materials listed in this specification approved by the Engineer. including' Speciai Precoat Material Special Precoat Material Properties Minimum Maximum Water, ' — 0.2 Flash, C.O.C., F 200 — Kinematic Viscosity at 140 F. cst. 300 500 Distillation to 680 F: Initial Soiling point. F 500 Residue by weight. % 70 Penetration residue, 77 F. 100x. 5 sec 200 300 High Float Emulsions Type - Grade HIGH FLOAT EMULSIONS Rapid Setting Medium Setting Type -Grade HFRS -2 AES -300 Properties Minimum Maximum Minimum Maximum Furoi Viscosity at 77 F. sec. 75 400 Furol Viscosity at 122 F. sec 150 400 — Residue by Disullaton, ' 65 — 65 — Od Portion of Distillate, — 2 — 7 Sieve Test, ' b — 0.1 — 0.1 Coating — — Passing Demulsibility 35 cc of N 50 CaCI.. 'b 50 — — — Storage Stability Test, 1 day, '6 — 1 — 1 Tests on Residue: Penetration at 77 F, 100 g. 5 sec. 100 140 300 Solubility in Trichloroethylene.''o 97.5 — 97.5 — Ductility at 77.5 cm min. cros 100 — — Float Test at 140 F. sec. 1200 — 1200 — (8) 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 10 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 & 8, F 175 200 185 200 Flash, C.O.C.. F 500 — 500 — Page 5 04 17 86 301 301.3 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 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. 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. End 68 -88 Pen 38 -45 Pen Type -Grade Minimum Maximum Minimum Maximum Ductility. 77 F, 5 cm min. cms 5 — 3 — Flow, 140 F, cm — 0.5 — 0.5 Ash. Weight. °a 8 — 8 — Settlement Ratio — 1.02 — 1.02 Brittleness Test. 32 F No Cracking No Cracking AC- 5.10.20,40 275 375 350 AC -3 220 -300 350 350 AE -P 100 -140 140 140 RC -250 125 -180 200 200 RC -800 170 -230 260 260 RC -3000 215 -275 285 285 MC -30 70-150 175 175 MC -70 125 -175 200 200 MC -250 125 -210 240 240 MC -800 175 -260 275 275 MC -3000 225 -275 290 290 Cat. Blown Asph 425 - 475 500 500 Special Precoat Material 125 -250 275 275 SS -1, MS -1, CSS -1, CSS -1h 50 -130 140 140 RS -2. RS -2h. MS -2, MS -2h, CRS -2, CRS -2h, CMS -2, CMS -2h. HFRS -2, AES -300 110 -160 170 170 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 04/17(86 Page 6 302.1 Description 302.2 Materials Item No. 302 Aggregates for Surface Treatments This item shall consist of the requirements for aggregate and precoated aggregate to be used in the construction of surface treatrnents. (1) Aggregates Aggregates shall be composed of clean, tough and durable particles of gravel. crushed gravel, crushed stone, crushed slag or natural limestone rock asphalt: These materials shall not contain more than 5 percent by weight of soft particles and other deleterious materials as determined by TXDOT Test Method Tex - 217 -F. Part I. The natural limestone rock asphalt aggregate furnished shall have an average bitumen content from 4 to 8 percent by weight of naturally impregnated asphalt, as determined by TXDOT Test Method Tex -215 -F and shall contain not more than 2 percent by weight of any one of or combination of iron pyrites or other objectionable matter, as determined by TXDOT Test Method Tex - 217 -F, Part L No aggregate shall contain a total of more than 5 percent by weight of impurities or objectionable matter listed above. The percent of wear, as determined by TXDOT Test Method Tex - 410 -A, for each of the materials shall not exceed 33 percent. The percent of wear on natural limestone rock asphalt aggregate as determined by TXDOT Test Method Tex -410 -A shall be made on that portion of the material retained on the No. 4 sieve, having a impregnated asphalt content of less than 1 percent_ Crushed gravel shall have a minimum of 85 percent of the particles retained on the No. 4 sieve with at least 1 crushed face, as determined by TXDOT Test Method Tex - 413 -A. (2) Precoat Material and Flux Oil (a) The precoat material shall meet requirements for " Precoat Materials" as specified in Item No 301. "Asphalts, Oils and Emulsions ". (b) The flux oil shall meet the requirements for "Flux Oil" as specified in Item No. 301, "Asphalts, Oils and Emulsions ". (c) Potable water from City of Austin supplies is preferred, but the Contractor may submit lest results of other water as sources for approval by the Engineer /Architect before use in structural concrete. 302.3 Types The various types of aggregates are identified as follows: Type A Type A aggregate shall consist of gravel, crushed slag, crushed stone or natural limestone rock asphalt. Type B Type B aggregate shall consist of crushed gravel, crushed slag, crushed stone or natural limestone rock asphalt. 302 02/19/93 1 Aggregates for Surface Treatments Type C Type C aggregate shall consist of gravel, crushed slag or crushed stone. Type D Type D aggregate shall consist of crushed gravel, crushed slag or crushed stone. Type E Type E aggregate shall consist of natural limestone rock asphalt. Type F Type F aggregate shall consist of Trap Rock. The various types of precoaled aggregates are identified as follows: Type PA Type PA shall be precoated aggregate consisting of gravel, crushed slag, crushed stone or natural limestone rock asphalt. Type PB Type P8 shall be precoated aggregate consisting of crushed gravel, crushed slag, crushed stone or natural limestone rock asphalt. Type PC Type PC shall be precoated aggregate consisting of gravel, crushed slag or crushed stone. Type PD. Type PD shall be precoated aggregate consisting of curshed gravel, crushed slag or crushed stone. Type PE Type PE shall be precoated aggregate consisting of natural limestone rock asphalt. 302.4 Grades When tested by TXDOT Test Method Tex - 200 -F, Part I, the gradation requirements for the several grades of aggregate shall be as follows: Grade 1 Percent by Weight Retained or 1 inch sieve 0 Retained on 7/8 inch sieve 0 -2 Retained on 3/4 inch sieve 20-35 Retained on 5/8 inch sieve 85-100 Retained on 3/8 inch sieve 95-100 Retained on No. 10 sieve 99 -100 302 02/19/93 2 Aggregates for Surface Treatments 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Grade 2 Retained on 7/8 inch sieve 0 Retained on 3/4 inch sieve 0 -2 Retained on 5/8 inch sieve 20 -35 Retained on 1/2 inch sieve 85 -100 Retained on 3/8 inch sieve 95 -100 Retained on No. 10 sieve 99 -100 Grade 3 Retained on 3/4 inch sieve 0 Retained on 5/8 inch sieve 0-2 Retained on 1/2 inch sieve 20 -35 Retained on 3/8 inch sieve 85 -100 Retailed on 1/4 inch sieve 95 -100 Retained on No. 10 sieve 99 -100 Grade 4 Retained on 5/8 inch sieve 0 Retained on 1/2 inch sieve 0 Retained on 3/8 inch sieve 20 -35 Retained on No 4 sieve 95 -100 Retained on No 10 sieve 99 -100 Grade 5 Retained on 1/2 inch sieve 0 Retained on 3/8 inch sieve 0 -5 Retained on No. 4 Sieve 40 -85 Retained on No. 10 sieve 98 -100 Retained on No. 20 sieve 99 -100 Grade 3T Percent by Weight Retailed on 3/4 inch sieve 0 Retained on 5/8 inch sieve 0 to 2 Retained on 1/2 inch sieve 20 to 35 Relarned on 3/8 inch sieve 85 -100 Retained on 1/4 inch sieve 95 -100 Retained on No, 10 Sieve 99 -100 The percent of wear as determined by TXDOT Test Method TEX -410 -A shall not exceed 30. The aggregate when tested using TXDOT Test Method TEX -411 -A (magnesium sulphate soundness method, 5 cycles) shall have no loss greater than 25 percent. The aggregate shall be either dark in color or be precoated. If not precoated, it shall be sufficiently washed as to produce a clean, dustfree surface. The aggregate shall not contain more than 1.0 percent by weight of fine dust, clay -like particles and/or silt when tested in accordance with TXDOT Test Method TEX- 217 -F, Part II. This test and the gradation given above shall be conducted from the stockpiles after delivery to the job site. The Polish Value shall not be less than 30. When the aggregate is supplied from a source that is rated by the Materials and Tests Division of the Texas Department of Transportation, the Rated Source Polish Value (RSPV) 302 02/19/93 3 Aggregates for Surface Treatments shall be used to determine specification compliance. When the aggregate is to be supplied from a source not rated by the Texas DOT. prior to use the aggregates shall be sampled in accordance with TXDOT Test Method TEX -400 -A and tested in accordance with TXDOT Test Method TEX- 438 -A, Part I. Grade 5T Percent by Weight Retained on 1/2 inch sieve 0 Retained on 3/8 inch sieve 0 to 5 Retained on No. 4 sieve 40 to 85 Retained on No. 10 sieve 98-100 Retained on No. 20 sieve 99 -100 The percent of wear as determined by TXDOT Test Method TEX -410 -A shall not exceed 30. The aggregate when tested using TXDOT Test Method TEX -411 -A (magnesium sulphate soundness method, 5 cycles) shall have no loss greater than 25 percent. The aggregate shall be either dark in color or be precoated. If not precoated, it shall be sufficiently washed as to produce a clean, dustfree surface. The aggregate shall not contain more than 1.0 percent by weight of fine dust, clay -like particles and/or silt when tested in accordance with TXDOT Test Method TEX- 217 -F, Part II. This test and the gradation given above shall be conducted from the stockpiles after delivery to the job site. The Polish Value shall not be less than 30. When the aggregate is supplied from a source that is rated by the Materials and Tests Division of the Texas Department of Transportation, the Rated Source Polish Value (RSPV) shall be used to determine specification compliance. When the aggregate is to be supplied from a source not rated by the Texas DOT, prior to use the aggregates shall be sampled in accordance with TXDOT Test Method TEX -400 -A and tested in accordance with TXDOT Test Method TEX- 438 -A, Part I. 302.5 Equipment For Precoating Aggregate Mixing plants that will not continually meet all the requirements of this specification shall be rejected. Mixing plants may be either the weigh botching type, the continuous mixing type or the drum mix type. Each type of plant shall be equipped with satisfactory conveyors, power units. aggregate handling equipment. aggregate screens and bins and shall consist of the essential pieces of equipment listed below: If the Engineer approves the use of an emulsion as a precoat material, he may also waive the requirement for a dryer or if it is demonstrated that a satisfactory coating can be obtained without drying or heating the aggregate. (a) Weigh Batching Type 1. Cold Aggregate Bin and Proportioning Device The cold aggregate bins or aggregate stockpiles shall be of sufficient number and size to supply the amount of aggregate required to keep the plant in continuous operation. The proportioning device shall be such as will provide a uniform and continuous flow of aggregate in the desired proportiton to the plant. 2. Dryer The dryer shall be of the type that continually agitates the aggregate during heating and in which the temperature can be so controlled that aggregate will not be injured in the necessary drying and heating operations required to obtain a mixture of the specified temperature. 302 02/19/93 4 Aggregates for Surface Treatments 3. Burner The burner or combination of bumers and type of fuel used shall be such that in the process of heating the aggregate to the desired or specified temperatures, no residue from the fuel shall adhere to the heated aggregate. A recording thermometer shall be provided which will record the temperature of the aggregate when it leaves the dryer. The dryer shall be of sufficient size to keep the plant in continuous operation. The dryer will not be required for precoating natural limestone rock asphalt. 4. Screening and Proportioning The screen capacity and size of the bins shall be sufficient to screen and store the amount of aggregate required to properly operate the plant and keep the plant in continuous operation at full capacity. Proper provisions shall be made to enable inspection forces to have easy and safe access to the proper location on the mixing plant where accurate representative samples of aggregate may be taken from the bins for testing. 5. Weighing and Measuring Equipment The weighing and measuring equipment shall be of sufficient capacity and of adequate design for proper batching. The following equipment, conforming to the requirements of the SDHPT Standard Specification, Item No. 510 "Weighing and Measuring Equipment ", shall be furnished: (a) Aggregate weigh box and botching scales. (b) Bucket and scales for precoat material for flux oil. A pressure type flow meter may be used to measure the precoat mates al or flux oil for each batch - 6. Mixer The mixer shall be of the pug mill type and shall have a capacity of not less than 3000 pounds in a single batch. The number of blades and the position of same shall be such as to give a uniform and complete circulation of the batch in the mixer. The mixer shall be equipped with an approved spray bar that will distribute the precoat material or flux oil quickly and uniformly throughout the mixer. Any mixer that has a tendency to segregate the mineral aggregate or fails to secure a thorough and uniform mixing with the precoat material or flux oil shall not be used. All mixers shall be provided with an automatic time lock that will lock the discharge doors of the mixer for the required mixing period. The dump door or doors and the shaft seals of the mixer shall be tight enough to prevent the spilling of aggregate or mixture from the pug mill. (b) Continuous Mixing Type 1. Cold Aggregate Bin and Proportioning Device Same as for weigh batching type of plant. 2. Dryer Same as for weigh batching type of plant. 3. Screening and Proportioning Same as for weigh batching type of plant. These requirements shall also apply to materials that are stockpiled and that are proposed for direct use by a continuous mixing plant without the use of plant bins. 302 02/19193 5 Aggregates for Surface Treatments 4. Aggregate Proportioning Device The aggregate proportioning device shall be so designed that when properly operated, a uniform and continuous flow of aggregate into the mixer will be maintained. 5. Spray Bar for Precoat Material and Flux Oil The spray bar for the precoat material or flux oil shall be so designed that the material will spray uniformly and continuously into the mixer. 6. Meter for Precoat Material or Flux Oil An accurate recording meter for precoat material or flux oil shall be placed in the line leading to the spray bar so that the accumulative amount of precoat material or flux oil being used can be accurately determined_ Provisions of a permanent nature shall be made for checking the accuracy of the meter output. 7. Mixer The mixer shall be of the pug mill continuous type and shall have a capacity of not less than 40 tons of mixture per hour. Any mixer that has a tendency to segregate the aggregate or fails to secure a thorough and uniform mixing of the aggregate with the precoat material or flux oil shall not be used. (c) Drum Mix Plant Unless otherwise indicated or if natural limestone rock asphalt is to be used, the Contractor may elect to use the drum - mixing process. The plant shall be adequately designed and constructed for the process of mixing aggregates and precoat material in the dryer -drum without preheating the aggregates. The plant shall be equipped with satisfactory conveyors, power units, aggregate - handling equipment and feed controls and shall consist of the following essential pieces of equipment. 1. Cold Aggregate Bin and Feed System The number of compartments in the cold aggregate bin shall be equal to or greater than the number of stockpiles of individual materials to be used. The bin shall be of sufficient size to store the amount of aggregate required to keep the plant in continuous operation and of proper design to prevent overflow of material from one compartment to another. The feed system shall provide a uniform and continuous flow of aggregate in the desired proportion to the dryer. The system shall provide positive weight of the combined cold aggregate feed by use of belt scales or other approved devices. Provisions of a permanent nature shall be made for checking the accuracy of the measuring device. When a belt scale is used, mixture production shall be maintained so that the scale normally operates between 50 percent and 100 percent of its rated capacity. Belt scale operation below 50 percent of the rated capacity may be allowed by the Engineer if, at the selected rate, it can be satisfactorily demonstrated to the Engineer that mixture uniformity and quality have not been adversely affected. 2. Scalping Screen A scalping screen shall be required, unless otherwise indicated and shall be located ahead of any weighing device. 3. Precoat Material Measuring System An asphaltic material measuring device meeting the requirements of the TXDOT Item No. 510, "Weighing and Measuring Equipment ", shall be placed in the line leading to the drum mixer so that the accumulative amount of precoat material used can be accurately determined. Provisions of a 302 02/19/93 6 Aggregates for Surface Treatments permanent nature shall be made for checking the accuracy of the measuring device output. The measuring device and line to the measuring device shall be protected with a jacket of hot oil or other approved means to maintain the temperature of the line and measuring device near the temperature specified for the precoat material. Unless otherwise indicated. the temperature of the precoat material entering the measuring device shall be maintained at +10 F of the temperature at which the measuring set was calibrated and set. 4. Synchronization Equipment for Feed - Control Systems The precoat material feed- control shall be coupled with the total aggregate weight measuring device in such a manner as to automatically vary the precoat material feed rate as required to maintain the required proportion. 5. Drum Mix System The drum mix system shall be of the type that continually agitates the aggregate and precoat mixture during heating and in which the temperature can be so controlled that aggregate and asphalt will not be damaged in the necessary drying and heating operations required to obtain a mixture at the specified temperature. A continuously- recording thermometer shall be provided which will indicate the temperature of the mixture as it leaves the drum mixer. 6. Surge - Storage System A surge - storage system will be required. It shall be adequate to minimize the production interruptions during the normal day's operations and shall be constructed to minimize segregation. A device such as a gob hopper or other similar devices approved by the Engineer to prevent segregation in the surge- storage bin will be required. 7. Heating Equipment for Precoat Material and Flux Oil Heating equipment for precoat material and flux oil shall be adequate to heat the amount of material required to the desired temperature. The material may be heated by steam coils which shall be absolutely tight. Direct fire healing will be permitted, provided the heater used is manufactured by a reputable concern and there is positive circulation of the liquid throughout the heater. Agitation with steam or air will not be permitted. The heating apparatus shall be equipped with a recording thermometer with a 24 -hour chart that will record the temperature of the precoat material of flux oil where it is at the highest temperature. Water in an amount not to exceed 3 percent by weight of the mixture may be used in preparing the mixture. The water shall be added as directed by the Engineer during the mixing. In the event water is used in the mixing operation, adequate measuring devices shall be used and the water shall be administered to the mix through an approved spray bar. 302.6 Storage, Proportioning and Mixing (1) Aggregate Storage If the mineral aggregates are stored or stockpiled, they shall be handled in such a manner as to prevent segregation, the mixing of the various materials or sizes and the contamination with foreign materials. The grading of aggregates proposed for use and as supplied to the mixing plant shall be uniform. The use of limestone rock asphalt aggregate containing moisture in excess of the saturated surface -dry condition will not be permitted. Excess moisture will be evidenced by visual surface moisture on the aggregate or any unusual quantities of fines clinging to the aggregate. (2) Storage and Heating of Precoating Material or Fluxing Material The precoating or fluxing material storage shall be ample to meet the requirements of the plant. The materials shall not be heated to a temperature in excess of 250 F. All equipment used in the storage and 302 02/19/93 7 Aggregates for Surface Treatments End handling of precoat material or flux oil shall be kept in a clean condition at all times and shall be operated in such manner that there will be no contamination with foreign matter. (3) Feeding and Drying of Aggregate The feeding of various sizes of aggregate, other than natural limestone rock asphalt, to the dryer shall be done through the cold aggregate bin and proportioning device in such a manner that a uniform and constant flow of material in the required proportions will be maintained. The aggregate shall be heated to the temperature necessary to produce a mixture meeting the requirements of "Physical Properties of the Mixture ". (4) Proportioning The proportioning of the various materials entering into the mixture shall be as directed by the Engineer and in accordance with these specifications. Aggregate shall be proportioned by weight using the weigh box and batching scales herein specified when the weigh -batch type of plant is used and by volume using the aggregate proportioning device when the continuous mixer type of plant is used. The precoat material or flux oil shall be proportioned by weight or by volume based on weight using the specified equipment. (5) Mixing (a) Batch Type Mixer In the charging of the weigh box and the charging of the mixer from the weigh box, such methods or devices shall be used as are necessary to secure a uniform mixture. In introducing the batch into the mixer, the mineral aggregate shall be introduced first; shall be mixed thoroughly. as directed, to uniformly distribute the various sizes throughout the batch before the precoat material or flux oil is added; the precoat material or flux oil shall then be added and the mixing continued until such time that the aggregate is properly coated. This mixing period may be varied, if in the opinion of the Engineer, the mixture is not uniform. (b) Continuous Type Mixer and Drum Mixer The amount of aggregate and precoat material or flux oil entering the mixer and the rate of travel through the mixer shall be so coordinated that a uniform mixture of the specified grading and percent by weight of precoat material or flux oil will be produced. 302.7 Physical Properties of the Mixture The rnaterrals shall be mixed at a central mixing plant and shipped ready for use. Mixes that do not remain workable a sufficient period of time or maintain flow qualities such that the precoated aggregate may be satisfactorily spread by normal approved mechanical spreading devices will not be acceptable. Materials that are not uniformly and/or properly coated or fluxed, in the opinion of the Engineer, will not be accepted for use. Precoated aggregates shall be aggregates of the type specified, treated (coated or fluxed) with 0.5 to 2.0 percent by weight of precoat material orfluxing material meeting the requirements of this specification and the approval of the Engineer. The grade of aggregate specified shall meet all requirements of "Grades ", above, prior to the application of the precoat material for fluxing material. 302.8 Measurement and Payment Aggregates and precoated aggregates will be measured and paid for in accordance with the goveming specifications for the items of construction in which these materials are used. 302 02/19/93 8 Aggregates for Surface Treatments 306.1 Description 306.2 Materials (2) Water Item No. 306 Prime Coat 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. (1) Asphalt Materials 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.._Asphaits. Oils and Emulsions'. Water shall be furnished by the Contractor and shall be clean and free from industrial wastes and other objectionable matter. (3) Dispersal Agent Detergent shall be added to water and sprayed on surfaces to be primed in accordance with asohait manufacturer s recommendations. 306.3 Construction Methods When, In the opinion of the Engineer. the base course or other surface is satisfactory to receive the prime coat. the surface shall be cleaned by sweeping or other approved methods as cirectec by he Engineer. The surface shall be lightly spnnk;ed with water just prior :o apolicanon of the asphaltic material unless this requirement is waived by the Engineer. The Comracier snail submit a list of prime matenallsl recommended to be applied on the work to the Engineer for approval. When emuls.ons are approved. a dispersal agent shall be added to the water before sprinkling. The asphaltic material shall be applied on the etean surface Sy 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 Der 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 Coal shall not be applied when the air temperature is below 60 F and falling. but it may be applied wnen 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. Alter beginning the work. should the yield on the asphaltic maternal 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- Iion 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 /17 /86 Page 2 307.1 Description This item shall consist of an application of asphaltic material on the completed base course after the prime coat has sufficiently cured. existing pavement, bituminous surface. bndge deck, slab or on a prepared surface as indicated and as directed by the Engineer. 307.2 Materials (1) Asphalt Materials (3) Sand The asphalt material for Tack Coat shall meet the requirements for Cutback Asphalt or Emulsified Asphalt, Item No 301, Asphalts. Oils and Emulsions as listed below. Cutback asphalt shall be made by combining 50 to 70 percent by volume of the asphaltic material as specified for the type of paving mixture with 30 to 50 percent by volume of gasoline and. or kerosene. The type of material shall be selected from the following table: (2) Water Water shall be furnished by the Contractor and shall oe clean and free from industrial wastes anc ether objectionable Tarter Sand may be Grace 1 conforming to Item No 403. Concrete Structures' or washed sand. largely siliceous. with the following gradation: There shall not be more than 50 percent of the aggregate retained between any 2 sieves listed above and not more than 25 percent of the aggregate retained between No. 50 and No. 100 sieve. 307.3 Construction Methods Temperature of Surface. F. 40 -70 Over 70 RS -2 MS -2 RS -2H MS -2H RC -250 MC -70 CRS -2 CMS -2 CRS -2H CMS -2H Percent Retained by Weight Sieve Size Natural Sand No. 8 0 No 16 0 -40 No 30 25 -65 No. 50 65 -85 No. 100 85 -98 No. 200 98 -100 Item No. 307 Tack Coat Tack coat shall not be applied when the air temperature is below 60 F and falling. but it may be applied when the air temperature is above 50 F and rising. the air temperature being taken in the shade and away from artificial heat. Asphaltic material shall not be placed when general weather conditions. in the opinion of the Engineer, are not suitable. Before the tack coatis applied. the surface shall be cleaned thoroughly to the satisfaction of the Engineer. The asphaltic material shall be applied on the clean surface by an approved type of self - propelled pressure distributor. so operated as to distribute the tack coat at a rate not to exceed 0.10 gallon per square yard of surface, evenly and smoothly under a pressure for proper distri- bution. Where the pavement mixture will adhere 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 and structures and all joints shall be cleaned thoroughly and painted with a thin uniform coat of the asphaltic material used for tack coat. The tack coat shall be rolled with a pneumatic tire roller to distribute the asphaltic material uniformly over the tacked area. During the application of tack coat, care shall be taken to prevent splattering of adjacent pavement, curb and gutters or structures. The Contractor shall clean splattered areas. The distributor shall have been recently calibrated and the Engineer shall be furnished an accurate and satisfactory record of such calibration. After beginning of the work, should the yield on the asphaltic material applied appear in error. the distributor shall be calibrated in a manner satisfactory to the Engineer before proceeding with the work. Page 1 04 1786 307 The Contractor shall be responsible for the maintenance of the surface until the HMAC is placed over the tack coat or the work is accepted by the Engineer. No traffic, hauling or placement of any subsequent courses shall be permitted over the freshly applied prime coat unless it is blotted by the application of sand as directed by the Engineer. 411 storage tanks. piping, retorts. booster tanks and distributors used in storing or handling asphaltic material shall be kept clean and in good operating condition at all times and they shall be operated in such a manner that there will be no contamination of the asphaltic material with foreign material. It shall be the responsibility of the Contractor to provide and maintain in good working order a recording thermometer at the storage heating unit at all times. The Engineer will select the temperature of application based on the temperature - viscosity relationship that will permit applica- tion of the asphalt within the limits recommended in Item No. 301, 'Asphalts. Oils and Emulsions". The recommended range for the viscosity of the asphalt is 100 10 125 centistokes. The Contractor shall apply the asphalt at a temperature within 15 F of 160 F. 307.4 Measurement The asphaltic material for -- Tack Coat" will be considered subsidiary to Item 340, "Hot Mix Asphaltic Concrete Pavement unless included as a separate pay item in the contract. When included for payment, "Tack Coat" shall be measured at point of delivery on the project in gallons al the applied temperature. The quantity to be paid for shall be the number of gallons used 307.5 Payment The work performed and materials furnished as prescribed by this item, when included as a contract pay item, will be paid for at the unit price bid per gallon for 'Tack Coat which price shall be full compensation for cleaning the area to receive the "Tack Coat "; for furnishing. heating. hauling and distributing the tack coat specified; for all freight involved and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment. when included as a contract pay item, will be made under: Pay Item No. 307: Tack Coat — Per Gallon. End 307 04;17 Page 2 Item No. 312 Seal Coat 312.1 Description This item shall consist of a surface treatment composed of a single application of asphalt or latex- asphalt covered with aggregate for the sealing of existing pavements in accordance with these specifications_ 312.2 Materials (1) Asphaltic Materials Asphaltic material shall conform to Item No 301. _Asphalts, Oils and Emulsions as follows: at Patching 1. HMAC Class D conforming to Item No. 340. "Hot Mix Asphaltic Concrete ". (b1 Sealing 1. Cool Weather (65 -80 degrees) HFRS -2. 2. Warm Weather (over 81 degrees) RS -2. (2) Aggregate Aggregate material shall conform to Item No, 302, "Aggregate for Surface Treatments', Grade 5T. (3) Aggregate (Stockpiled) 312.3 Equipment Aggregate may be stockpiled only on permission of the Engineer :n locations designated for stockpiling. The Con- tractor shall be responsible for all remedial pollution control measures during the clean up of the stockpiling. (4) Latex Additive The latex is to be an anionic emulsion of butadiene- styrene low- temperature copolymer in water. stabilized with fatty - acid soap so as to have good storage stability and possessing the following properties: Monomer ratio. B 5 70.30 Minimum solids content 67% Solids content per gal 61 67% 5.3 Ibs Coagulum on 80 -mesh screen 0.1% max Type Antioxidant staining Mooney Viscosity of Polymer (M L 4 212 F) 100 min pH of Latex 9.4 — 10.5 Surface tension 28 -42 dynes. cm Brookfield Viscosity of Latex 1200 ps max 11 67% solids Equipment to be used will consist of the following: asphalt storage and heaters, distributors, aggregate spreaders, blade equipped tractor and drag broom. pneumatic rollers, water truck with pump and rotary broom. All storage tanks. piping, retorts. booster tanks and distributors used in storing or handling asphaltic material shall be kept clean and in good operating condition at all times and they shall be operated in such manner that there will be no contamination of the asphalt with foreign material. It shall be the responsibility of the Contractor to provide and maintain in good working order a thermometer at the storage heating unit at all times. The distributor shall have pneumatic tires of such width and number that the load produced on the street surtace shall not exceed 650 pounds per inch of tire width and shall be so designed. equipped, maintained and operated that asphaltic material at even heat may be applied uniformly on variable widths of surtace at readily determined and controlled rates of trom 0.05 to 0.2 gallons per square yard, with a pressure range of from 25 to 75 pounds per square inch and with an allowable variation from any speci- fied rate not to exceed 5 percent. Distributor equipment shall include tachometer. pressure gauges, volume measuring devices and a thermometer for reading temperatures of tank contents. The aggregate spreading equipment shall be adjusted and capable of spreading aggregate at controlled amounts per square yard in a continuous manner. The drag broom shall be light weight street type, mounted on a frame, designed to spread aggregate uniformly over the surface of a bituminous pavement and equipped with pull plates for towing. Towing equipment shall be pneumatic tired. Page 1 04 117 86 312 Rollers shall conform to Item No. 232. 'Roiling (Pneumatic Tire) Light Pneumatic Tire Roller. Rotary brooms shall be suitable for cleaning the surfaces of bituminous pavements. Vacuum sweepers shall be suitable for removing any loose aggregate without disturbing the compacted seal coat. 312.4 Construction Methods Prior to commencing this work. all erosion control. environmental protection measures and all traffic control devices shall be in place. Seal coats shall not be applied when air temperature is below 60 F and falling or when the surface on which the seal coat is to be placed is below 60 F. Seal Coats may be applied when air temperature is above 50 F and rising, the temperature being taken in the shade and away from artificial heat. Asphaltic material shall not be placed when general weather conditions are not suitable for a satisfactory seal coat or when the environment could be damaged. (1) Cracks and Holes Cracks and holes will be patched by the Contractor poor to seal coat operations. Material used to do this patch will be hot mix, hot lay asphaltic concrete or other asphaltic materials as approved by the Engineer. (2) Cleaning Existing Surfaces Prior to placing the seal coat. loose din and other objectionable material shall be removed from the existing surface. The surface will be cleaned with a rotary broom. Hand brooms will be used in areas not accessible to rotary brooms. The Engineer must approve all streets before application of any asphalt. (3) Mixing Asphalt When the air temperature is 80 F or higher, latex shall be added to the asphalt at the rate of 11/2 to 2 percent by weight (solid bases). The actual rate shall be approved by the Engineer. The asphalt shall be heated to 150 F before adding the latex. The mixture shall be thoroughly mixed before application. The finished latex- asphalt shall meet the following requirements: Viscosity at 140 F. stokes 1500 maximum Ductility at 39.2 F. 1 cm per min, cm 100 minimum - 14) Application of Asphaltic Material__ - Immediately following the preparation of the existing surface by cleaning. the asphaltic material shall be applied at the rate of 0.25 to 0.30 gallon per square yard as determined by the Engineer, so that uniform distribution is obtained at all points. Skip streaks on the pavement, due to defective distributor nozzles, will be reshot with a distributor at the expense of the Contractor. The Contractor shall calibrate the spray bar nozzles by spreading building paper as required on the surface for a sufficient distance back from the end of each application so that flow through sprays may be started and stopped on the paper and so that all sprays will operate property over the entire length being treated. Building paper so used shall be immediately removed and loaded on a truck. At the end of each day, the paper shall be disposed of at a permitted site approved by the Engineer. Application temperatures will be determined by weather conditions but shall be between 150 -160 F as determined by the Engineer. When a street to be sealed is continuous through several intersections, sealed area will include all spandrels and stub -outs, unless otherwise directed by the Engineer. Spandrels will be hand sprayed. Contractor shall not apply excessive amounts of Asphaltic Materials when hand spraying. Excessive materials applied shall be removed by the Contractor before spreading the aggregate. The Contractor shall be required to seal all spandrels at the same time the adjacent streets are sealed, unless other- wise approved in writing by the Engineer. During all applications, the surface of adjacent structures shall be protected in such a manner as to prevent their being splattered or marred. Building paper shall be spread on all manholes, valve boxes, junction boxes, etc. to protect the surface from asphaltic materials. The asphaltic material shall not be applied until the cover aggregate is available and ready to spread with assurance of continuous operation. No asphaltic material shall be placed which cannot be covered and rolled during daylight hours. 312 04/17/86 Page 2 (5) (6) ( Spreading the Aggregate The covering material in the quantity specfied shall be spread uniformly over the bituminous material as soon after application as possrble. The aggregate shall be spread in the same width of application as for the asphaltic material and spread uniformly with the aggregate spreading equipment. Trucks spreading aggregate shall be operated backward so that bituminous material will be covered before truck wheels pass over it. The aggregate shall not be applied in such thickness to cause blanketing or stacking. Any blan- keting or stacking shall be removed prior to rolling. Backspotting or sprinkling cover aggregate shall be done by hand spreading. which will be continued during the operations whenever necessary, as directed by the Engineer. The Contractor shall employ a mechanical aggregate spreader which applies the aggregate uniformly over the sur. face at the rate 0115 to 20 pounds per square yard. The actual rate shall be as directed by the Engineer. Brooming and Rolling Rolling shall be started as soon as sufficient aggregate is spread to prevent pick-up . and continued until no more aggregate can be worked into the surface. The surface shall be blanket rolled. The Contractor shall arrange his work so that all rolling of all cover aggregate applied that day is accomplished with a minimum of four complete coverages with pneumatic rollers prior to sundown. In lieu of the rolling equipment specified. the Contractor may, upon written permission from the Engineer, operate other compacting equipment that will produce equivalent relative compaction in the same period of time as the specified equipment. Rollers shall be maintained in good repair and operating condition and shall be approved by the Engineer. The pony blading or drag brooming should start as soon as possible after the rolling has Started and the surface has set sufficiently to prevent excessive marking of the seal surface. Further pony blading or drag brooming should be done as often as necessary to keep cover aggregate uniformly distributed over the street surface. At no time shall there be less than 2 pneumatic tire rollers on the loo. The use of the pony blade or drag broom in connection with the rolling will be left to the opinion of the Engineer as to which gives the desired results. The Contractor will be responsible for maintaining all streets for 48 hours after each street has been seal coaled, Maintenance will consist of brooming, rolling and adding more aggregate as directed by the Engineer_ Asphaltic Material Contractor's Responsibility The Contractor shall furnish vendor's certified test report for asphaltic material shipped for the project. The report shall be delivered to the Engineer before permission is granted for use of the material. Any change of source shall be reported prior to delivery. 312.5 Traffic Control Facilities The Contractor shall arrange the seal coat operation in such a manner as to avoid excessive inconvenience to the public in the seal coat area. The Contractor shall notify all abutting property owners along the street prior to seal coat operation. The Contractor shall have on the project site sufficient barricades. flag - persons and traffic control devices to assure a minimum of inconvenience to traffic around the construction area and to conform to the General Conditions. If such arrangements are not made by the Contractor to the satisfaction of the Engineer, the seal coat operation shall not be allowed to commence. After the seal has been applied, the Contractor shall post slow signs along these streets and maintain such signs for 24 hours. 312.6 Final Cleanup The Contractor shall vacuum sweep the completed seal coat to remove loose aggregate as required for the first week alter the traffic is allowed on the street. 312.7 Measurement All accepted Seal Coat will be measured by one of the following methods: A. "Asphaltic material" will be measured in gallons at the applied temperature at the point of application on the street. 8. "Aggregate" will be measured by the cubic yard in vehicles as applied on the street. Page 3 Os 17 86 312 C. Aggregate (Stockpiled) ", if required to be furnished. will be measured by the cubic yard of material in vehicles at the point of stockpiling. 0. "Seal Coat will be measured by the square yard of surface treated. 312.8 Payment The work performed and materials furnished as prescribed by this item and measured as provided under "Measurement" will be paid for at the unit prices stipulated in the bid for "Seal Coat. Asphaltic Material'. "Seal Coat. Aggregate ", "Seal Coat. Aggregate (Stockpiled)" or 'Seal Coat. Complete in Place' which price shall each be full compensation for furnishing, delivering and plac- ing all materials; for patching. for brooming. compacting and roiling: for cleaning the existing surface; for covering excess as- phaltic material; for removal of excess aggregate and cleaning gutters: for cleaning stockpiles sites: for a 48 hour maintenance and for all labor, equipment. tools and incidentals necessary to complete the work required as indicated. Payment will be made under one of the following: Pay Item No. 312 - A: Seal Coat. Asphaltic Material — Per Gallon. Pay Item No. 312 -B: Seal Coat, Aggregate — Per Cubic Yard. Pay Item No. 312 -C: Seal Coat. Aggregate (Stockpiled) — Per Cubic Yard. Pay Item No. 312-0: Seal Coat, Complete in Place — Per Square Yard. End 312 04,17;86 Page 4 315.1 Description This item shall consist of scarifying and or planing the existing asphaltic concrete pavement to depths indicated. including re- moving and disposing or stockpiling the scarified materials at the locations designated by the Engineer. 315.2 Equipment The equipment for removing the pavement surface shall be a power operated planing machine or grinder capable of removing in one pass. asphaltic concrete pavement of a thickness of 1 inch and any required thickness less than 1 inch_ in a minimum 3 foot width. Machines capable of removing, in one pass. a depth greater than 1 inch will be permitted. The equipment shall be self propelled with sufficient power, traction and stability to maintain accurate depth of cut. The machine shall be equipped with an integral loading and reclaiming means to immediately remove material oeing cut from the surface of the roadway and discharge the cuttings into a truck. all in one operation. Adequate backup equipment (mechanical street sweepers. loaders. water truck. etc.) and personnel will also be provided to keep flying dust to a minimum and to insure That all cuttings are removed from the street surface daily. Stockpiling of planed material will not be permitted on the protect site. The machine shall be equipped with means to control dust created by the cutting action and shall nave a system providing for uniformly varying the depth of cut while he machine is in motion. thereby making it possible to cut rlush to all inlets. manholes. valves or other obstructions within the area to be milled. Any machine that is incapabie. in the opinion of the Engineer, of meeting these requirements will not be permitted to be used Various machines may be permitted to make trial runs to demonstrate the capabilities of that machine and to determine the acceptability of that machine to the Engineer. 315.3 Construction Methods The pavement surface shall ce removed to a depth of 1 :nch below the lip gutter transitloning to the existing surface in 3 feet or as indicated for resurfacing operations. When milling is used for leveling without the addition of asphalt, the milled surface shall be free of ridges deeper than ? inch. The loose material resulting from the operation shall be disposed of at the Townview Yard (630 Harold Court) or other areas designates oy the Engineer in writing, Unless otherwise specified. :he material shall remain the property of the City of Austin_ Temporary pavement markincs shall conform to Item No 864 ''Abbreviated Pavement Markings' 315.4 Measurement 115.5 Payment Item No. 315 Milling Asphaltic Concrete Pavement Work prescribed by this item wilt be measured by the square yard of surface area based on the neat dimensions indicated or by the linear feet of the specified width_ Measurement will be made only one time regardless of the number of passes required to be made by the machine In order to secure the depth desired. The work performed as prescribed by this item, measured as provided under - Measurement" will be paid for at the unit price bid per square yard or per linear foot for "Milling Asphaltic Concrete Paving which price shall be full compensation for minimizing the dust escaping to the atmosphere. removing all materials to the depth shown, loading, hauling, unloading and satisfactorily storing or disposing of the material and for all tabor. tools, equipment, manipulation. temporary pavement markings and inciden• ta15 to complete the work. No payment will be made for work done by any machine on a trial run to demonstrate its ability to meet this specification unless the work performed is acceptable under this specification. Payment will be made under one of the following: End Pay Item No. 315 -A: Milling Asphaltic Concrete Pavement — Per Square Yard. Pay Item No. 315 -B: Inch Milling Asphaltic Concrete Pavement — Per Linear Foot. Page 1 04 17 86 315 340.1 Description Item No. 340 Hot Mix Asphaltic Concrete Pavement This item shall govem 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 wit 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 L 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 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 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 conceming 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. (2) Asphaltic Material 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). (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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 340.3 Paving Mixtures 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 Index = Residue Viscosity. poises, equivalent 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 noises Original Viscosity, 140 F poises The laboratory blended asphalt shall meet the following requirements: Residue Viscosity Index, maximum 1500 Aging Index. maximum 3.0 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 Markinas". 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 hatching 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 08/23196 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 -1/2" 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' 1-6' 1-6' 1-6' 1-6' VMA minimum 11 12 13 14 15 Rec. Min. Lift 3" 2" 1 -3/4" 1' 3/4" (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 for 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 Weight • 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (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: 340.4 Equipment (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. 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 h 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 Wheet)' and Item 232, 'Rolling (Pneumatic Tire)'. Rollers not conforming to these requirements shall be immediately removed from the Project. 340 08/23196 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 Contrador 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, ovemight 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 bumed 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, 11 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 08123/96 Page 6 Hot Mix Asphaltic Concrete Pavement below 60 F and is falling, 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 govemed 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 shall 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 340 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. Rolling 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 Contractor's anticipated production and the random number method of TxDOT Test Method Tex- 225-F. Each day's anticipated production shall be sectioned into three (3) equal single -pass, sub-area lots. Each day's sample locations shall be equally distributed over the three (3) sub-areas. If. due to the weather or plant malfunctions. the Contractors 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 days 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 clay'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 Artide 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, lest 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 dosed 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. 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 centedine and perpendicular to the centerline on flat, cross -slope sections. Maximum allowable deviation in 10 feet shall be 1/8 inch parallel to the centerline and 1/4 inch perpendicular to the centedine. 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 Contractors 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, 11 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 ±5.0 0 5.1± 10 ±3.0 0 3.1± 5 340 08/23/96 Page 9 Hot Mix Asphaltic Concrete Pavement 340 ASPHALT CONTENT ACCEPTANCE SCHEDULE (TEX- 210 -F) Deviation from the Job Mix Formula ± 0.5 ±0.51 to ±0.60 +0.61 10 +0.70 -0.61 to -0.70 Over ±0.70 Percent Contract Unit Price Reduction Local Streets' 0 15 25^ 100: Remove and Replace 100: Remove and Replace All Others 0 25 100; Remove and Replace 100; Remove and Replace 100; Remove and Replace 'A local or residential street that serves as access to residence or other abutting property. "'If the street has an ADT of 500, or less, with 1 %, or less, of truck traffic, plus a 2 year warranty; otherwise, Remove and Replace DENSITY ACCEPTANCE SCHEDULE (TEX- 207- F/TEX- 227 -F) `PERCENT DENSITY Above 96 91 to 96 90.9 to 88.1 Less than 88.1 Percent Contract Unit Price Reduction 1 - 1/• Thickness or Greater 100; Remove and Replace 0 0.625 per 0.10% deficiency in density 100: Remove and Replace Less than 1 -1/2" Thickness 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 THICKNESS ACCEPTANCE SCHEDULE VARIANCE PERCENT OF THICKNESS 0 -10 10.1 - 16 16.1 - 25 Over 25 PERCENT CONTRACT UNIT PRICE REDUCTION 0 20 50 100; Remove and Replace or mill /oveday 1" minimum 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 08/23/96 Page 10 Hot Mix Asphaltic Concrete Pavement 340 Engineer, shall constitute the final quantity for which payment will be made. However, no adjustment will be made for an, 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" wit 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_ Pay Item No. 340 -A: Hot Mix Asphaltic Concrete Pavement, Type , - Per Ton Pay Item No. 340 -8: 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. 340S: Crack Sealing, per Linear Foot.. End Ref: 230, 232, 301, 307, 313, 864, 1804 08/23/96 Page 11 Hot Mix Asphaltic Concrete Pavement 375.1 Description Item No. 375 Concrete Pavers for Sidewalk Ramps This item shall consist of furnishing and installing interlocking concrete pavers manufactured for the construction of paved sidewalk ramps, constructed as herein specified on an approved base or subgrade in conformity to the lines, grades and details indicated or as established by the Engineer. 375.2 Materials (1) Base Course Base Course will be placed, compacted and paid for under Item No. 210, "Flexible Base ". (2) Concrete Pavers Concrete Pavers shall be modular concrete pavers conforming to ASTM Designation: C 936 for solid concrete interlocking paving units. (3) Pigments Pigments used in concrete pavers shall be synthet oxide and shall be alkali- resistant, light fast, water insoluble, chemically inert and weather resislSrI. (4) Sand Cushion Sand Cushion shall be concrete sand Grade No. 1 as indicated in Table 2, Item No. 403, "Concrete for Structures ". The bedding sand shall be free of deleterious soluble salts or other contaminants likely to cause efflorescence or contribute to reduced skid resistance. The moisture content shall be from 3 to 7 percent. (5) Mortar Mortar shall be composed of one part portland cement, one part masonry cement (or 1/4 part hydrated lime), sand equal to 2.1/2 to 3 times the sum of the volumes of the cement and lime used, and enough water to make the mixture plastic. 375.3 Physical Requirements The general shape of the concrete pavers shall be similar to that indicated. The concrete pavers shall be of the color and laid in the pattern as specified or as approved in writing by the Engineer. All units shall be sound and free of defects that would interfere with the appearance or proper placing of the unit or impair the strength or longevity of the final structure. Any units which are structurally damaged during the work shall be immediately removed and replaced. 375.4 Construction Method All necessary excavation, filling and grading of the slopes adjacent to the completed concrete pavers will be considered subsidiary to this item, unless included as a separate pay item in the Contract. The subgrade or base course shall be shaped to the lines, grades and cross sections as indicated or as directed by the Engineer and shall be thoroughly compacted. If the subgrade is undercut by more than 4 inches or the natural ground is below' top of subgrade' by more than 4 inches, the necessary backfill shall be made with an approved material and compacted with a mechanical tamper. Hand tamping will not be permitted. An uncompacted sand bed base shall be screeded over the compacted base to a thickness of 1-1/2 to 2 inches. Bedding sand shall not be used for leveling the base course. Concrete pavers shall be placed on a 2' minimum Class A Fibrous Concrete pad (see Item 407, 'Fibrous Concrete° and Item 403, 'Concrete for Structures "), to the indicated laying pattern. Paving units shall be placed to achieve gaps nominally 1/16 to 1/8 inch wide between adjacent units such that all joints are correctly aligned. The first row shall abut an edge restraint with a gap of 1/8 inch and shall be laid at a suitable angle to the edge restraint to achieve the required visual orientation of paving units in the completed pavement. 375 05/16/94 Page 1 Concrete Pavers for Sidewalk Ramps In each row, all full units shall be laid first. Closure units shall be cut and fitted subsequently. Such closure units shall consist of not less than 25 percent of a full unit. Units may be cut using a mechanical or hydraulic cutter or by power sawing. Any foot or wheel barrow traffic during the construction shall use boards overlaying paving to prevent disturbance of units prior to final set. No other traffic shall be allowed on the pavement at this stage of construction. As soon as practical after placement of pavers into the mortar bed, and in any case prior to the termination of work on that day, and prior to the acceptance of construction traffic, bedding sand for joint - filling shall be spread over the pavement and allowed to dry. When dry, the filling sand shall be swept to fill the joints. After traffic has been allowed on the pavers, joints shall be refilled with dry sand periodically until no additional sand will be accepted in the joints. 375.5 Measurement Accepted work performed as prescribed by this item will be measured by the square foot of surface area of "Concrete Pavers for Sidewalk Ramps ". 375.6 Payment The work performed as prescribed by this item will be paid for at the unit price bid per square foot for "Concrete Pavers for Sidewalk Ramps', which price shall be full compensation for preparing the subgrade when not included as a separate item; for furnishing and placing all materials, manipulation, labor, tools, equipment and incidentals necessary to complete the work. Payment will be made uni7er. End Pay Item No. 375: Concrete Pavers for Sidewalk Ramps _mm - Per Square Foot. Ref: 210, 403, 407 375 05/16/94 Page 2 Concrete Pavers for Sidewalk Ramps Item No. 403 Concrete for Strictures 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. (1) Cementitious Materials Portland cement shall conform to ASTM C 150, Type 1 (General Purpose). Type II (General Purpose with Moderate Sulfate Resistance) and Type III (High Early Strength). Type I shall be used when none is specified. Type 1 and Type III shall not be used when Type II is specified. Type III may be used in lieu of Type 1 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 11 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 conforrn 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 fumace 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 primarily 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 percent of the total rodded volume, the coarse aggregate factor shall not exceed 0.85. The coarse aggregate factor may not be less than 0.68 except for a Class I machine extruded mix that shall not have 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 1/2" 1" 314" 1J2" 376" No. 4 No. 8 1- N el V L.0 2 1/2" 0 0 -20 15-50 60-80 95-100 1 1/2" 0 0-5 30-65 70-90 95-100 1" 0 0 -5 10-40 40-75 95-100 1• 0 0-5 40-75 90-100 95-100 314 0 0 45-80 90-100 95-100 Table 2: Fine Aggregate Gradation cnart tic,. qv, - ,,, rr, i.e,,. rs= „ . =w 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 When exposed 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. 11 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. Whe e 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 tly 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. Callum chloride -based admixtures shall not be approved. 403 05118/95 Page 2 Concrete for Structures 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 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 matenal 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 fumish 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 Gasses of concrete at the option of the Contractor provided that specific requirements of the goveming 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. Retempering 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 wilt 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 05118/95 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 - 112 12 Sidewalks. Driveways and Slabs on Ground 4 2 Curb 8 Gutter, Hand - vibrated 3 1 Curb 8 Gutter, Hand - tamped or spaded 4 2 Curb 8 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 - 12 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, wingwalls, 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 wit 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 furnish 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 Sk Cement Per CY Min. 28 Day psi Min. Beam 7 Day psi `Max. WIC Ratio Coarse Agg. No. Air Ent. 500 N O O N N N Q O co r h&D Z IO 1,2.3,4.5 Yes 300 2,3,4,5 No 3600 600 1,2,3,4,5 Yes N 2500 425 2,3,4 No As ind. As Ind. 3,4 Yes 3500 575 2,3.4,5 Yes 800 N/A 2,3,4,5 No 3600 600 2,3,4,5 Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 dear 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 mbrers 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 bythe 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 05118195 Page 5 Concrete for Structures (2) Ready -mixed Concrete Use of ready -mixed concrete will be permitted provided the botching 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. tly ash, sand and aggregates; exad 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 Inspector's 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 back shall conform to Item 401. "Structural Excavation and BackfiII ", 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, pre/post tensioning tendons, keys, waterstops, weep holes and expansion joints 2 inches or less in width. 403 05/18/95 Page 6 Concrete for Structures 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: End (c) No measurement shall be made for concrete keys between adjoining beams or prestressed concrete planks. (d) No measurement shall be made for fill 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 will be made in place, subject to the requirements of Article 403.10(1)(a) above. (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 fumishing, hauling, and mixing all concrete material; placing, finishing and curing all concrete; all grouting and pointing; fumishing and placing drains; furnishing and placing metal flashing strips; fumishing 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). Ref.: 401, 405, 410 403 05/18/95 Page 7 Concrete for Structures 409.1 Description This item shall consist of cunng concrete pavement. concrete base. pavement. curbs. gutters. retards, sidewalks, driveways. medians, islands. concrete nprap: cement stabilized nprap. concrete structures and other concrete as indicated, by applying an impervious liquid membrane forming material. 409.2 Material item No. 409 Membrane Curing 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-D clear or translucent. with fugitive dye or Type 2 white pigmented. The matenal shall have a minimum flash point of BO F when tested by the "Pensky -Martin Closed Tester ". ASTM Designation: D 93. It shah be of such consistency that d 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 d will not produce permanent discoloration of concrete surfaces nor react deletenously with the concrete or as 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 atter 12 hours. II 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 dunng 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 atter application 72 hours atter application 409.3 Construction Methods 2 percent 4 percent The membrane curing compound shall be applied atter 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 t gallon per 180 square feet of area. The Contractor shall provide satisfactory means and facilities to properly control and check the rate of application of the compound. The compounds shall not be applied before the surface has become dry, but shall be applied just after free moisture has disappeared. The compound shall be thoroughly agitated during its use and shall be applied by means of approved mechanical power pressure sprayers for street and b ridge applications. The sprayers used to apply the membrane to concrete exposed surfaces shall travel at a uniform speed along the forms and be mechanically driven. The equipment Shall be Of such design that it will insure uniform and even application of the membrane material_ The sprayers shall be equipped with satisfactory atomizing nozzles. On small miscellaneous items or on 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 fads 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 shait 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 is not protected by the required water- impervious film an additional coat or coats of the compound shall be applied immediately and the rate of application of the membrane compound shall be increased until all areas are uniformly covered by the required water - impervious film. The compounds shall not be applied to a dry surface and if the surface of the concrete has become dry, it shall be thoroughly moistened prior to the application of the membrane by fogging or mist application. Sprinkling or coarse spraying will not be allowed. When temperatures are such as to warrant protection against freezing, curing by this method shall be supplemented with an approved insulating material capable of protecting the concrete for the specified curing period. If at any time there is reason to believe that this method of curing is unsatisfactory or is 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 (4) Membrane Curing Membrane curing shall conform to Item No 409, "Membrane Curing'. The concrete adhesive shall contain no volatile solvents. Item No 411 Surface Finishes for Concrete 411.1 Description This item shall govem for the furnishing of all materials and the application by the methods of construction indicated for the application of a surface finish to concrete. 411.2 Materials (1) Masonry Sand Masonry sand shall conform to ASTM C 14-4. (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 viscosity) for applying to horizontal and vertical surfaces. This material is suitable for surface sealing of fine cracks in concrete. Type VI: Low viscosity for application with spray equipment to horizontal surfaces. Type VII: Paste consistency for overhead application and where a high buildup is required. This material is suitable for surface sealing of cracks in concrete which are veed out prior to sealing and for grouting of dowel bars where clearance is 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 and/or hardener components desired will be stated by the Engineer. Fillers. pigments and thixotropic agents. All fillers, pigments and /or thixotropic agents in either the epoxy resin or hardener component must be of sufficiently fine particle size and dispersed so that no appreciable separation or settling will occur during storage. Any fillers present in the low viscosity version must be of such a nature that they will not interfere with application by spray equipment or abrade or damage such equipment. 411 05/18/95 Page 1 Surface Finishes for Concrete 411 (6) (b) Consistency: The adhesives shall comply with the following: Type V Type VI Type VII Viscosity of mixed adhesive at 400 Maximum owe a spatula without difficulty ntly fluid -to apply by 77 ± 1 F. Poises 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 4 5 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 Property Requirements 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) Synthetic Resin Paint matenals can also Type X Epoxy: This is a be applied by airless spray high addit on of a ma designed x imum of 5 percent toluene solvent at the died on 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 Weight per epoxy equivalent. gms per gm - mole 175 to 195 Color (Gardner Number). maximum 5 Hydrolyzable chlorine, maximum percent by weight 0.2 Specific gravity. 25/25 degrees 1.14. to 1.18 Test methods to be used in determining these qualities are listed below: 05118/95 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: D 1652). (c) Color - Test for Color of Transparent Liquids (Gardner Color Scale) (ASTM Designation: D 1544). (d) Hydrolyzable Chlorine - Test for Hydrolyzable Chlorine Content of Liquid Epoxy Resins (ASTM Designation D: 1726). (e) Specific Gravity - Method of Test for Density of Paint, Varnish, Lacquer and Related Products (ASTM Designation: D 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: Minimum Maximum Minus 20 microns, percent by weight 95 Minus 10 microns. percent by weight 70 80 Minus 5 microns, percent by weight 40 50 Minus 3 microns, percent by weight 30 40 Minus 1 micron, percent by weight 14 20 Oil Absorption (rub out. Ibs/100 Ibs) 25 maximum Brightness (G.E.) 92.5 minimum 411.3 Grade of Finish (1) General The grade and/or class of finish shall be as described herein and as indicated. 'Grade' of finish designates the areas to which a higher finish Is to be applied beyond the requirements of an 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 Basses of finish are Included herein. For structures and surfaces not described herein under grade of finish. a class of finish only may be indicated. Where neither a grade nor class is specified. an Ordinary Surface Finish only will be required as specified in Item No. 410. 'Concrete Structures'. Where the plans specify a grade and class of finish, i.e.. Grade II, Class C, only that type of finish shall be furnished. Where the plans specify a grade of finish only, i.e., Grade I Fmish. any of the classes of finish may be furnished. Only one Bass 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 nib) Finish, except that prestressed members shall receive either a Class A or B Finish only. 411 05/18/95 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 III 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 I 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 1/16 inch thickness. composed of 1 part white cement, 1 part natural (gray) cement, 2 parts masonry sand. 1 part (latex) emulsion and enough water to form a viscous slurry of a consistency that may be applied by spray gun. brush or roller without appreciable running or sagging. The proportions of 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 D-9 -8110. Structural Coatings, latest revision. In addition to the above, the manufacturer shall furnish the following: 411 05/18/95 Page 4 Surface Finishes for Concrete 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 fumish a notarized certification indicating that the material originally approved has not been changed or altered in any way. Any change in formulation of a surface finish shall require retesting prior to use. The Engineer may request additional information to be submitted such as infrared spectophotometry scan, solids content, etc., for further identification. A change in formula discovered by any of the tests prescribed herein or by other means and not reported and retested, may be cause to permanently bar the manufacturer from fumishing 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. (1) 411.6 Construction Methods Prior to application of any of the finishes required herein. concrete surfaces shall be given an Ordinary Surface Finish. For Class A and B materials, concrete surfaces shall be clean and free of dirt, grease, curing compound or any other 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 wring, if used, shall be applied after the first rub is complete. Prior to the second rubbing. any remaining wring 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 dean water leaving them with a neat and uniform appearance and texture. For a one rub system. the rubbing requirements shall be the same as for the first rub above, except chamfer lines shall be finished and the paste spread uniformly. striped with a brush and allowed to take a reset after which the surfaces shall be washed with clean water leaving them with a neat and uniform appearance and texture. 411.7 Special Surfaces Finishes (1) General When special surface finishes are required for retaining walls. panels, copings or similar cohstruction. the Contractor shall prepare sample panels for approval of the finish and the method of application. Unless otherwise indicated, panel or pattern arrangement and dimensions may be varied to achieve a more pleasing appearance or to utilize forming material more efficiently when approved by the Engineer /Architect. Aggregates. materials, variation of panel or pattem arrangement, dimensions and other features affecting the work shall be approved 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 05118/95 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 shall 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, cashed stone may be used. The aggregate shall be large enough to remain firmly anchored hi the face of the final product The depth shall be 1/4 inch minimum to 1/2 lnch 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. Forrn 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 forms. Adjacent areas of fresh concrete not requiring exposed aggregate finish shall be protected when the retarder is applied. The finish shall be obtained by sandblasting, bush hammering, water blasting or other methods, as approved by the Engineer /Architect Horizontal surfaces may be finished by 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 forrn 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 dean 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 shad consist of particles with at least 40 percent crushed faces. Uncrushed gravel, polished aggregates and atd dear 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 fumished 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 fern 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 estaolished 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. - 'F'exible 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. 5 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 3 /. 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. 't inch in diameter and 24 inches in length. shall De 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 '/ inch nor less than '/< 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 gutty texture. The forms shall remain in place a minimum of 24 hours unless approved otherwise by the Engineer. After removal of the forms. any minor honeycombed surfaces shall be plastered with a mortar mix as described above. Excessively honeycombed curb and gutter, as determined by the Engineer. shall be completely removed and replaced when directed. The finished concrete, while still plastic. shall be stamped with an impression having the Contractor's name and the month and year. The stamp shall be of approved design and impressions shall be made on the face of the curb at or near street intersections and not exceeding 350 feet apart or as directed by the Engineer. Page 1 04/17:86 430 Immediately after finishing the curb. concrete shall be protected by a membrane curing conforming to Item No. 409. 'Membrane Curing ". Atter a minimum of 3 days curing and before placing the final course base. the curb shall be balled to the full height of the concrete. tamped and sloped as directed by the Engineer. The top 4 inches of backfill shall be of clean topsoil, free of stones and debris conforming to Item No. 604. "Seeding for Erosion Control" when turf is to be established. 430.4 Measurement Accepted work as prescribed by this item mil 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 toot for "Concrete Curb and Gutter. which pace shall be full compensation tor 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 pace 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 com- 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, tor finishing placing all base material. reinforcing steel. dowels. expansion joint material, curing material. backfilling and for other materials, manipulations. labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under one of the following: Pay Item No. 430-A: Concrete Curb and Gutter — Per Linear Foot. Pay Item No. 430 -B: Concrete Curb and Gutter — Per Linear Foot. Pay Item No. 430-C: Concrete Curb — Per Linear Foot. Pay Item No. 430-D: Concrete Curb — Per Linear Foot. End 430 04117!B6 Page 2 432.1 Description This item shall consist of concrete sidewalks composed of Portland Cement concrete, constructed as herein specified on an approved subgrade, in conformity to the lines, grades and details indicated or as established by the Engineer. 432.2 Materials (1) Concrete Concrete shall be Class A Concrete conforming to Item No. 403, "Concrete for Structures" or Item No. 407, "Fibrous Concrete ". (2) Reinforcement Reinforcement shall conform to Item No. 406, "Reinforcing Steer or Item No. 407, "Fibrous Concrete ". (3) Expansion Joint Materials Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materials ". (4) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409, "Membrane Curing ". 432.3 Construction Methods Item No. 432 Concrete Sidewalks The subgrade shall be excavated and shaped to the lines, grades end cross section es indicated or as directed by the Engineer and shall be thoroughly compacted. A cushion 2 inches minimum thickness of crusher screenings, gravel and sand, crushed rock or coarse sand shall be spread, wetted thoroughly, tamped and leveled. The sand cushion shall be moist at the time the concrete is placed. If the subgrade is undercut by more than 4 inches or the natural ground is below'Iop of subgrade" by more than 4 inches then necessary backfill shall be made with an approved material and compacted with a mechanical tamper. Hand tamping will not be permitted. Where the subgrade is rock or gravel, 70 percent of which is rock, the 2 inch cushion need not be used The Engineer will determine if the subgrade meets the above requirements. Forms shall be of metal or well seasoned wood not less than 2 inches in thickness, of a section satisfactory to the Engineer, clean, straight, free from warp and of a depth equal to the thickness of the finished work. All forms shall be securely staked to line and grade and maintained in a true position during the depositing of concrete. Before concrete is placed, forms shall be thoroughly oiled with a light form oil. Expansion Joint material 3/4 Inch thick, shall be provided where the new construction abuts an existing structure, sidewalk or driveway. Similar expansion materiel shall be placed around ell obstructions protruding through the sidewalk The expansion Joint material shall be placed vertically and shall extend the full depth of the concrete. Maximum spacing of expansion Joints shall be 40 feet as Indicated or as directed by the Engineer. Weakened plane joints shall be spaced at 5 feet on center. Normal dimensions of the weakened plane Joints shall be 1/4 inch wide end 3/4 Inch deep. All Joints shall be 90 degrees to centerline of walk and shall match any previously placed concrete joints. Reinforcement for sidewalks shall consist of polypropylene fibrillated fibers, 1 layer of 6 x 6 - W1.4 x W1.4 wire fabric or #3 bars, placed not more than 18 Inches on center both directions. All reinforcement shell be placed equidistant from the top and bottom of the concrete. Care shall be exercised to keep all steel In Its proper position during the depositing of concrete. Splices In wire fabric shall overlap sufficiently to allow two pairs of transverse wires to be tied together and no splice of less than 6 inches will be permitted. Splices In the #3 bars shall have a minimum lap of 12 Inches. Where driveways cross sidewalks, additional reinforcing shall be placed In the sidewalk as indicated. Concrete shall be placed In the forms and spaded, tamped and thoroughly consolidated until It entirely covers the surface and has a monolithic finish. The top surface shall be floated and troweled to a uniform smooth surface; then finished with a 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 will be exercised to prevent loss of dummy joints or rounded edges when applying the brush finish. 432 08126/93 Page 1 Concrete Sidewalks Concrete sidewalk ramps shall be stamped or formed to produce a finished surface with detectable warnings in accordance with the requirements of the American Disabilities Act, Section 4.7.7. and 4.29.2. Detectable warning shall consist of raised truncated domes with a diameter of nominal 0.9 Inch (23 mm), a height of nominal 0.2 inch (5 mm) and a center- to-center spacing of nominal 2.35 inches (60 mm) and shall contrast visually with adjoining surfaces, either light- on-dark, or dark-on- light The material used to provide contrast shall be an Integral part of the walking surface. The finished concrete, while still plastic, shall be stamped with an Impression having the Contractor's name, month and year. The stamp shall be of approved design and impressions shall be made at or near street intersections and not exceeding 350 feet apart or as directed by the Engineer. At the proper time after finishing, the surface shall be protected by a membrane compound curing agent or by wetting cotton or burlap mats, conforming to Item No.409, "Membrane Curing ". The sides of the concrete shall be cured In the forms. If the forms are removed during the curing process, the curing shall be continued by the placement of fill against the row concrete or other procedures conforming to Item No. 410, 'Concrete Structures ". The top 4 inches of fill shell be clean topsoil conforming to Rem No. 604, "Seeding for Erosion Cantor. All necessary excavation, filling and grading of the slopes adjacent to the completed concrete sidewalks 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 In a manner acceptable to the Engineer. 432.4 Measurement Accepted work performed as prescribed by this Rem will be measured by the square foot of surface area of "Concrete Sidewalk °. Accepted work performed as prescribed by °Sidewalk Ramps" will be measured per each for the type of ramp Indicated. 432.5 Payment The work performed as prescribed by this Rem will be paid far at the unit price bid per square foot for "Concrete Sidewalk" or per each for "Concrete Sidewalk Ramps" which price shall be full compensation for preparing the subgrede; for fumishing and placing all materials, Including cushion materiel, all reinforcement, Joint's, expansion joint materials and for any other materials, manipulations, labor, tools, equipment, finishing. curing and Incidentals necessary to complete the work. Payment will be made under one of the following: End Pay Item 432 -4: Pay Item 432-5: Pay Item 432$: Pay Item 432 -7: Pay Item 432 -R1: Pay Item 432 -R2: Concrete Sidewalks, 4 Inch - Per Square Foot. Concrete Sidewalks, 5 Inch - Per Square Foot Concrete Sidewalks, 6 Inch - Per Square Foot. Concrete Sidewalks, 7 Inch - Per Square Foot. Concrete Sidewalk Ramp, Type 1 - Per Each. Concrete Sidewalk Ramp, Type 2 - Per Each. Ref: 403, 406, 407, 408, 409, 410, 432, 604 432 08!28/93 Page 2 Concrete Sidewalks 433.1 Description 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 conforrn 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 conforrn to Item No. 409, 'Membrane Curing'. (5) Cushion The Cushion shall be crusher screenings, gravel or coarse sand. 433.3 Construction Methods Item No. 433 Concrete Driveways 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. 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 snaped 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 /Archttect 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 8 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 of 12 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 Rem will be paid for at the unit price bid per square foot for 'Concrete Driveways', which price shall be full compensation for preparing the subgrade; for fumishing and placing all materials, including cushion, all reinforcing steel and expansion joint materials and for any other materials, manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under. Pay Item No. 433: Concrete Driveways -Per Square Foot. End Ref.: 201, 403, 406, 408, 409, 410, 604 433 05/16/94 Page 2 Concrete Driveways (1) Concrete Concrete shall be Class A conforming to Item No. 403. - Concrete for Structures'. (2) Reinforcing Steel Reinforcing steel and welded wire fabric shall conform to Item No. 406. "Reinforcing Steel ". (3) Expansion Joint Materials Expansion joint materials shalt conform to Item No. 408. "Expansion Joint Materials ". (4) Membrane Curing Compound Membrane cunng compound shall conform to Item No. 409. -- Membrane Curing ". 436.3 Construction Methods 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 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 3/4, inch thick shall be provided as indicated or as directed by the Engineer. The expansion joint material shall be placed vertically and shall extend the full depth of the concrete. Dummy joints shall be provided on 10 foot centers or as directed by the Engineer. Normal dimensions of the dummy groove shall be 'i inch wide and 1. inch deep. Reinforcement for concrete valley gutters shall conform to the details indicated or as directed by the Engineer. Care shall be exerased to keep the reinforcement in its proper position during the depositing of concrete. Concrete shall be placed in the forms and spaded. tamped or vibrated until thoroughly compacted and until it entirely covers the surface and has a monolithic finish. The top surface shall be screeded and floated to a uniform smooth surface, then finished with a wood float to a gritty texture. The outer edges shall be rounded with approved tools to a Inch radius. At the proper time after finishing, the surface shall be protected by a membrane -curing compound or by wetting cotton or burlap mats. Either method shall be subject to approval by the Engineer. Traffic shall be securely barricaded from using the concrete valley gutter for a minimum of 4 days after initial placing and may be opened to traffic only with the approval of the Engineer. Unless otherwise specified, all necessary excavation, filling and grading of the subgrade will be considered incidental work per- taining to this hem, 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 foot 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 hill compensation for preparing the subgrade: for fumishing and placing all materials. including reinforcing steel and expansion joint materials and for any other materials. manipulations. labor, tools, equipment. barricading and inciden- tals necessary to complete the work Payment will be made under: Pay Item No. 436: Concrete Valley Gutters — Per Square Foot. End 436 04/17/86 Page 2 Item No. 439 Parking Lot Bumper Curbs 439.1 Description This item shall consist of parking lot bumper curbs. composed of precast concrete and reinforcing steel for placement on gravel. asphalt and concrete surfaces as indicated. 439.2 Materials (1) Concrete All precast concrete shall be Class A Concrete conforming to Item No. 403. "Concrete for Structures". (2) Reinforcing Steel All reinforcing steel shall be 43 bar conforming to Item No. 406. "Reinforcing Steel ". 439.3 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 ". Reinforcement shall conform to the details indicated. Care shall be exercised to keep reinforcement in its proper position during the depositing of concrete. Concrete shall be placed in the forms to the depth indicated and vibrated until thoroughly compacted. Care shall be taken not to leave vibrator in one location long enough to induce segregation. The top surface shall be floated and troweled to a uniform smooth surface, then finished with a camel hair brush or wood float to a gritty texture. The outer edges shall be rounded with approved tools to the radii shown on the plans When the temperature of the air is above 85 F. an approved retarding agent will be required in all concrete unless moist curing procedures are employed. The maximum temperature of all concrete placed shall not exceed 95 F. 439.4 Measurement Parking Lot Bumper Curbs shall be measured per each complete and in place. 439.5 Payment The work performed as prescribed by this item will be paid for at the unit price bid per each for which price shall be full compensa- tion for finishing and placing all materials. including all reinforcng steel and tor any other materials, labor. tools. equipment and incidentals necessary to complete the work. Payment will be made under: Pay Item No. 439: Parking Lot Bumper Curbs — Per Each. End Page 1 04/17/86 439 503.1 Description This hem 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 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 clearty 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 fist 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) 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 at 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 fisted in Water and Wastewater Standard Products List SPL WW -330. (4) Nuts and Botts Nuts and bolts shall be hex head 518' x 2.5' x #1 1 National Coarse Thread, Type 316 stainless steel. 503 08/23/96 Page 1 Frames, Grates, Rings and Covers (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 fines 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 Apclicable References: Standard Specifications Manual: Item Nos. 403 Standards Manual: Standard Detail Nos. 503 08123/98 Page 2 Frames, Grates, Rings and Covers 504.1 Description Item No. 504 Adjusting Structures 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, 'Trench 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, put box and valve box components to be reused shall be carefully removed and the contact areas shall be cleaned of all mortar, concrete, grease and sealing compounds. Any items broken in the process of removal and cleaning shall be replaced in kind by the "Contractor at his expense. If the adjustment involves lowering the top of a manhole, a sufficient depth of precast concrete rings or brick courses shall be removed to permit reconstruction. The mortar shall be cleaned from the top surface remaining in place and from all brick or concrete rings to be reused and the manhole rebuilt to the required elevation. The manhole ring and cover shall then be Installed with the top surface conforming to the proposed grade. If the adjustment involves slight raising the elevation of the top of the manhole, the top of brick or concrete ring shall be cleaned and built up vertically to the new elevation, using new or salvaged concrete rings or bricks and the ring and cover installed with the top surface conforming to the proposed grade. 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 secdlons. 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 shell 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 shag 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 owners 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 furnished 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. 504.4P8: 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. 604 08/25195 Page 2 Adjusting Structures 506.1 Description Item 506 Manholes 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 fumishing 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 EJA, 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 (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 FJA 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 114 part hydrated lime), and sand equal to 2 -12 to 3 times the sum of the volumes of the cements and lime 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 bumed, 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 EA. (6) Bulkheads: Bulkheads shall meet the requirements of Item No. 507 "Bulkheads'. (7) 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 fines 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 rifting will not be permitted. Any voids 506 08/23/96 Page 1 Manholes 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) Plpe -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 0443. (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 FJA. 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 wit 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 riot 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 FJA. 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 FJA. 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 all mortar, concrete, grease and sealing compounds. Any items broken in the process of removal and cleaning shall be replaced in kind by the Contractor at his expense. If the adjustment involves lowering the top of a manhole, a sufficient depth of precast concrete rings or brick courses shall be removed to permit reconstruction. The mortar shall be cleaned from the top surface remaining in place and from all brick or concrete rings to be reused and the manhole rebuilt to the required elevation. The manhole ring and cover shall then be installed with the top surface conforming to the proposed grade. If the adjustment involves 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 shell 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 EJA. 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 FJA 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 conform 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. Balling for manholes shall conform 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 stabil sand (2 sacks per cubic yard) up to the bottom of Portland Cement pavement slabs or to within two (2) Inches of finish elevation of asphaltic concrete pavements. The cement stabilized sand shall be a minimum of 12 inches 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 shati 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 lines. (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 E/A, the Contractor may substitute the Exfiltration Method of testing for the Vacuum test described in 508.4(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 506.6 Payment 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: (4) Inspection: 506.5 Measurement 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 pnor to testing. 4. 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 ExfiItration Method, or it 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 VNN- 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 tumed 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 Coaling Any repairs made to the joints. 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 EIA's satisfaction. 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 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 = MN; Stormwater = SW) in the spaces provided after the pay Item number. 1. Pay Item No. 506 M: New Manhole Construction, _ Dia. Per Each 2. Pay Item No. 506 S _ _ Special Manhole, _ Dia. Per Each 3. Pay Item No. 506 DW W: Drop Manhole, _ Dia. Per Each 4. Pay Item No. 506 C_: Centered Tee Manhole, _ Dia. x Dia. Per Each 5. Pay Item No. 506 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. 405, 410, 503, 507, 510 Standards Manual: Standard Detail Nos. 100-1, 503-2, 503-3, 505 -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 08/23196 Page 6 Manholes 508.1 Description This item to consist of the construction of miscellaneous structures and appurtenances complete in place or to the stage detailed indicated and the materials used herein, including the excavation, installation, backfilling, placement of the concrete and when required, the furnishing and installation of frames, grates, rings, covers, safety end treatment and any concrete curb and gutter indicated. 508.2 Types The various types of structures and appurtenances such as inlets, headwalls, energy dissipators, etc., are designated on the plans by letter or by number for the particular design of structure to be constructed in accordance with the details indicated. Unless otherwise indicated, the Contractor may have the option of furnishing cast in place or precast structures. 508.3 Materials (1) Concrete Concrete shall conform to Item No. 403, "Concrete for Structures ", with the following classes: Cast in Place Concrete Precast Concrete (2) Mortar Mortar shall be composed of 1 part Portland Cement and 2 parts clean, sharp mortar sand suitably graded for the purpose by conforming in other respects to the provisions of Item No. 403, "Concrete for Structures" for fine aggregate. Hydrated lime or lime putty may be added to the mix, but in no case shall it exceed 10 percent by weight of the total dry mix. (3) Reinforcement and Steel Item No. 508 Miscellaneous Structures and Appurtenances Class A Class N Reinforcing Steel shall conform to Item No. 406, "Reinforcing , Steel ". Structural Steel shall conform to Item No. 720, "Metal for Structures ". (4) Frames, Grates, Rings and Covers Frames, grates, rings and covers shall conform to Item No. 503, Miscellaneous Structures 508 06/08/88 Page 1 and Appurtenances (5) "Frames, Grates, Rings and Covers ". Safety End Treatment for Structures (a) Bolts and Nuts All bolts, nuts and associated hardware shall meet the specifications of ASTM A 307. (b) Plates and Angles All plates and similar angles and brackets shall meet the specifications of ASTM A 36. (c) Pipe Runners Pipe Runners shall conform to the requirements of ASTM A53, Grade B. (d) Galvanizing All hardware including nuts, bolts and plates listed above shall be galvanized conforming to ASTM A 123 or A 153. (6) Miscellaneous Items Cast iron for supports, steps and inlet units shall conform to the shape and dimensions indicated. The casting shall be clean and perfect, free from sand or blow holes or other defects. Cast iron castings shall meet the requirements of ASTM A 48, Class 30. Steel for temporary covers when used with Stage Construction shall be adequate for the loads imposed. 508.4 Construction Methods All concrete work shall be performed in accordance with Item No. 410, "Concrete Structures ". Forms will be required for all cast in place concrete walls, except where the nature of the surrounding material is such that it can be trimmed to a smooth vertical face (the outside form for concrete bases). Where cast in place concrete is used in wall construction of storm sewers, the steps shall be cast into the wall when the concrete is placed. The construction inlets shall be done as soon as is practicable after sever lines into the inlet are complete. All sewers shall be out neatly at the inside face of the walls of the inlet and pointed up with mortar. Bases for cast in place inlets may be placed prior to or at the Contractor's option after the sewer is constructed. Bases for box severs shall be cast as an integral part of the sever. The manbrles may be constructed prior to backfilling or if the Contractor so elects, the manhole opening may be covered temporarily with a steel plate to facilitate the compaction of backfill for the sewer as a whole. Miscellaneous Structures 508 06/08/88 Page 2 and Appurtenances I 508 Thereafter, required excavation for the inlet shall be made and the inlet constructed and backfilled. The inverts passing out or through an inlet shall be shaped and grouted across the floor of the inlet as indicated. This shaping may be accomplished by adding shaping mortar or concrete after the base is cast or by placing the required additional material with the base. All miscellaneous structures shall be completed in accordance with the details indicated. Backfilling to original ground elevation shall be in accordance with the provisions of the appropriate items and as directed by the Engineer. 508.5 Measurement All miscellaneous structures and safety end treatments satisfactorily completed as indicated will be measured as completed units per each. Concrete removed, excavation and backfill, riprap, pipe, headwalls, wingwalls, collars and apron slabs will not be measured under this item but will be considered subsidiary to the other items. Frames, grates, rings, covers, safety end treatment and any concrete curb and gutter indicated will not be measured and paid for but shall be considered subsidiary to one of the pay items set in the bid. 508.6 Payment (1) Inlets Pay Pay Pay Payment for Inlets of the type indicated in place in accordance with these specifications and measured as prescribed above will be made at the unit price bid for each Inlet, of the type specified. (2) Energy Dissipators and Headwalls Payment for special complete structures will be made at the unit price bid per each. (3) Safety End Treatment Payment for Safety End Treatment, complete in place, will be made at the unit price bid for each unit of the type indicated. Payment will be made under Pay Item No. 508 -E: Pay Item No. 508 -H: Item No. Item No. Item No. 508 -IA: 508 -IG: 508 -SET Pay Item No. 508 -15R: one of the following: Energy Dissipators, In. Dia. - Per Each. Headwalls, Type _, --- In. Dia. Pipe - Per Each. Inlet, Area - Per Each Inlet, Grated - Per Each. Safety End Treatment, Type _ Size - Per Each Inlet, Recessed - Per Each. Miscellaneous Structures 06/08/88 Page 3 and Appurtenances End Pay Item No. 508 -I10R: Inlet, Recessed - Per Each. Pay Item No. 508 -I15R: Inlet, Recessed - Per Each. Pay Item No. 508 -I20R: Inlet, Recessed - Per Each. Pay Item No. 508 -I5S: Inlet, Recessed - Per Each. Pay Item No. 508 -I10S: Inlet, Standard - Per Each. Pay Item No. 508-115S: Inlet, Standard - Per Each. Pay Item No. 508 -I20S: Inlet, Standard - Per Each. Ref: 403, 406, 410, 503, 720 Miscellaneous Structures 508 06/08/88 Page 4 and Appurtenances 509.1 Description Item No. 509 Trench Safety Systems This dem consists of designing. fumishing, 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 minimum, this work shall conform to United States Department of Labor Rules 29 CFR, Part 1926 (OSHA). 509.2 Trench Safety System Plan Submittal Prior to, or at the Pre - Construction Conference, the Contractor shall 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 Safely 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 feet below proposed (towline), it shall be provided to Contractor for information purposes subject to the provisions of Section 00220 Soil Investigation Data. The Trench Safety Systein Plan submittal shall include: (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 written 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 minunum 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 wwksite. 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 5119 112/19/93 1 Trench Safety Systems Contractor's Competent Person(s). Repair and replacement of damaged safety system shall be at Contractor's 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 Safely System designed by Contractor's 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 workers and public, equipment or materials may be accomplished until Contractor makes the written request for a Change Order and 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 Safety Systems. measured as prescribed above, will be made at unit price bid per centerline linear foot of trench per Contractor's plan and specifications which price shall include designing. fumishing, installing, dewatering, 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, 594 509 112/19/93 2 Trench Safety Systems 510.1 Description This item shall consist of fumishing and installing all pipe and/or materials for constructing pipe mains, sewers, laterals, stubs, inlet leads, service connections and culverts, including at applicable Work such as excavating, bedding, jointing, backfillinc 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, class and dimensions indicated or as designated by thee. 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 fumishing and placing of select bedding, backfilling and cement or lime stabilized backfitl, the hauling and disposition of surplus materials, bridging of trenches and other provisions for maintenance of traffic or access as indicated. 510.2 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 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 EJA, 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 EIA in the design of this engineered Project. The purpose of the SPL's is to expedite review, by the EIA 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 wit govern. (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 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: SIEVE SIZE PERCENT RETAINED BY WEIGHT 510 0823/96 1 -12" 0 1" 0-10 12° 40-85 90-100 95-100 Page 1 Item No. 510 Pipe Pipe (b) Foundation Rock Foundation rock shall be well graded coarse aggregate ranging in size from 2 to 8 inches. (c) Flexible Base Flexible base shall conform to Item No. 210, "Flexible Base ". (3) Fine Aggregate (a) Concrete and Mortar Sand Fine aggregate shall be Grade 1 and shall conform to Item No. 403, ''Concrete for Structures ". (b) Bedding Sand Sand for use as pipe bedding shall be clean, granular and homogeneous material composed mainly of mineral matter, free of mud, silt, clay lumps or clods, vegetation or debris. The material removed by decantation 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, day, 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 clean 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 12" 0-25 1/4" 90-100 510 08/23/96 Page 2 Pipe (6) Select Backlit! 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 EIA. 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 Backflll 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: AW WA 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 Special 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 C104. Interior surfaces of all Iron wastewater fine 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 WVy -534. Pipe exteriors shall be coated as required by the applicable pipe specification. The type and brand of Interior fining shall be clearly marked on the outside of the pipe and fittings. Except as authorized by the E/A, 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 ANSUAW WA C150 /A21.50- current; all ductile iron pipe and flanges shall meet the following minimum physical requirements: 2. Joint Materials -Grade 60-42 -10: - Minimum tensile strength 80,000 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: -Sizes 4 inch through 24 inch: AWWA C -110 or AW WA 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 A21.11IC -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, Goth - reinforced rubber or neoprene material, preferably of deformed cross section design and shall meet all applicable requirements of ANSI/AWWA A21.11/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 B16.1 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 B 18.2 with UNC Class 2 rolled threads. Either Tee -Head or Hex -Head bolts, nuts and washers as required, shag 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 08123/96 3. Polyethylene Film Wrap Alf 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 all edges overlapped and taped securely with duct tape to provide a continuous wrap to prevent contact between the piping and the surrounding backfill. 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 balling. 4. Marking Each pipe joint and fitting shall be marked as required by the applicable AWWA specification. This includes in all cases: Manufacturer's identification, Country where cast, year of casting, and "DUCTILE" or "DI ". Barrels of flanged pipe shall show thickness lass; others shall show pressure class. The flanges of pipe sections shall be stamped with the fabricators identification: fittings shaft 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 form and compaction by mechanical devices which will assure a dense concrete. Concrete shall be mixed in a central batch plant or other approved batching facility from which the quality and uniformity of the concrete can be assured. Transit mixed 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 fined 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 searing 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 manufacturer's 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 D 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 g) 5 sec Tex -502 -C 50 120 115 F (150 g) 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 O-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 O -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 CForsheda° 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 tc allow exposing the reinforcement, which shall be bent, welded and incorporated into the pipe bend and reinforced cancrete collar to maintain the structural integrity. The collar shall be 6 inches minimum, reinforced with #4 bars on a 1 foot center both directions. Builders hardware cloth 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 EJA'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 08/23/96 Page 6 Pipe 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 E/A 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 furnish 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 will be referenced to the layout schedules and drawings and submitted for approval. Concrete steel cylinder fittings shall be tested as required by the applicable AWWA 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. All 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. 510 08/23/96 page 7 Pipe a. Material Requirements The polyethylene pipe shall meet the following specifications: c. Installation Procedure 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 0 -16 6.1 - b. Functional Requirements SDR of Pipe 17 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 manufacturer's 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. The Contractor shall carry out his operations in strict accordance with ell 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 rapacity 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 manufacturers 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. 510 08/23/96 Page 8 Pipe Upon commencement, insertion, from manhole to manhole, shall be continuous without interruption except as approved by the DA_ The installed pipe shall be allowed the manufacturer's 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 structural 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 Owners 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) Tensile Strength (ASTM D 638) Flexural Modulus (ASTM 0790) 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 E/A at the completion of testing. b. Installation Procedure 4,500 psi 2,500 psi 250,000 psi 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 (8) 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 fined. 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 510 08123/96 Page 9 Pipe (f) 10/a five feet above and within 3 feet downwind of the downstream manhole adjacent to the section of pipe being fined. Contractor shall be responsible for satisfactorily 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 fumished 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 E/A. 1f, 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. Polyethylene Tubing 1. General 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 el 73.4 F determined in accordance with ASTM D 1599; latest revision. The time of testing of each specimen shall be between 60 and 70 seconds. The tubing shall not fag, 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 73.4 F 1,000 hours 100 F 1,000 hours Pressure 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 manufacturer's 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: Nominal Outside Diameter Wall Thickness Tube Size Average Tolerance Minimum Tolerance (inches) (inches) (inches) (inches) (inches) 3/4 0.875 10.004 0.097 +0.010 1.125 10.005 1 1/4 1.375 10.005 0.125 +0.015 0.153 +0.015 11/2 1.625 30.006 2 0.181 +0.018 2.125 30.006 0.236 +0.024 (g) Copper Tubing 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 Outside Diameter (inches) Wall Thickness (inches) (inches) 3/4 0.875 10.003 0.065 1 ±0.0035 0.065 30.0045 1/4 1.125 1.375 0.065 11/2 1.625 300045 30.0055 0.072 10,005 2 2.125 10.005 0.083 1-0.007 (h) Service Connection Fittings All fittings used in customer service connection - tapping mains. connecting meters, etc. - must be currently 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). (1) Brass Goods All brass valves, couplings, bends, connections, nipples and miscellaneous brass pipe fittings and accessories used in meter connedions,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 AVWVA 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. 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 Inlet threads of corporation valves shall be AWWA iron pipe (IP) thread (mate); outlets of service saddles shall be tapped with AWWA IP thread (female). AWWA IP threads shall conform to ANSI/ASME 8120.1 as required by AWVVA 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 AWWA taper thread conforming to AW WA C800 Figure 1 and Table 6. Extemal 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 of 150 psig. Flanges shall conform to ANSI 816.1, 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 C800. 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 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 bell 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 barrel 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 AWINA C110 fittings; such support shall be provided for AW WA C153 fittings when required by the -EIA. 2. Applicable Specifications Except as modified or supplemented herein, PVC pipe shall meet the following standards: AVVWA G-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. 510 05/23/96 Page 12 Pipe 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 Underwriter's 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 12454B PVC. Clean reworked materials generated from the manufacturer's own production may be used within the current limits of the referenced AVWVA 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., SDR 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. (I) 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 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. 510 08/23/96 Page 14 Pipe (n) Welded Steel Pipe and Fittings for Water -Pipe 1. General Reference Standards Spedfication. 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 Coaling 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: (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 at steel pipe for potable water, 4 inches and larger, shall be cement -mortar lined. 4. Manufacturing a. Description Pipe shall comply with AWWA C -200. (1) Circumferential deflection of all pipe in -place shall not exceed 2.0 percent of pipe diameter. (2) Diameter 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 internal and external loads specified in this section. The kyfnder thickness needed to resist intemal 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. 510 08/23/96 Page 15 Pipe (0 ) 6. Flanges 1. General a. Flanges shall comply with the requirements of AV WA C -207, Class D 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 C -206. This item applies only to pipes 72 inches in diameter and larger. (2) The bell ends shall be formed by pressing on a hydraulic expander or a plug die. After forming, the minimum radius of curvature of the bell end at any point shall not be less than 15 times the thickness of the steel shell. Bell ends shall be formed in a manner to avoid impairment of the physical properties of the steel shell. Joints shall permit a lap 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 AW WA 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 h. 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 C -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, tine 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. Corrugated Metal Pipe Pipe shall be corrugated continuous lock or welded seam helically corrugated pipe. Corrugated metal pipe may be galvanized steel, aluminized steel or aluminum conforming to the following: Galvanized Steel AASHTO M 218 Aluminized Steel AASHTO M 274 Aluminum AASHTO M 197 Where reference is made herein to gage of metal, the reference Is to U.S. Standard Gage for uncoated sheets. Tables in AASHTO M 218 and AASHTO M 274 list thicknesses for coated sheets in inches. The Tables in AASHTO M 197 list thicknesses in inches for dad aluminum sheets. 510 08/23/96 Page 16 Pipe Sampling and testing of metal sheets and coils used for corrugated metal pipe shall be in accordance with TXDOT Test Method Tex - 708-1. Damaged spelter coating shall be repaired by thoroughly wire brushing the damaged area and removing all loose, cracked or weld -burned spelter coating. The cleaned area shall be painted with a zinc dust -zinc oxide paint conforming to Federal Specifications TT -P 641b. Damaged pipe shall be rejected and removed from the project. Damaged aluminized coating shall be repaired in accordance with the manufacturer's recommendations. The following information shall be clearly marked on each section of pipe: 2. Fabrication Thickness and corrugations Trade Mark of the manufacturer Specification compliance a. Steel Pipe 4. Joint Material 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. 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 fife of the installation. Coupling bands shall be not more than 3 nominal sheet thicknesses lighter than the thickness of the pipe to be connected and in no case lighter than 0.052 inch for steel or 0.048 inch for aluminum. Coupling bands shall be made of the same base metal and coating (metallic or otherwise) as the pipe. Coupling bands shall lap equally on each of the pipes being connected to form a tightly closed joint 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 dreumferental corrugation on each of the pipe ends being coupled. 510 08/23/96 Page 17 Pipe The minimum width of the corrugated locking bands shall be es shown below for the corrugation which corresponds to the end circumferential corrugations on the pipes being joined: 101/2 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 fumished with helical corrugations at the ends shall be field jointed with either helically comigated 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 conforrning 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. 510 08/23/96 Page 18 Pipe 510 08/23/96 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 Tess 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 fining shall be plant applied by a machine traveling through a stationary pipe. The rate of travel of the machine and the rate of concrete placement shall be mechanically regulated so as to produce a homogenous nonsegregated lining throughout. Surface Finish The lining machine shall also mechanically trowel the concrete lining as the unit moves through the pipe. Certification Fumish manufacturer's standard certification of compliance upon request of the purchaser. Joints Pipe shall be joined together with coupling bands made from steel sheets to an indicated thickness 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 ± 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. Page 19 Pipe (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 outfall 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 Topsoir. 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 concerned in effecting any utility adjustments necessary and shall not hold the City gable 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 bacldilling shall be accomplished as indicated and in compliance with State Statutes. Where excavation for a pipe fine 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 Uniform 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 510 08/23/96 Page 20 Pipe their relocation or reconstruction is impractical, a deviation from line 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 E/A. 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 E/A. 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 loser to each other than 9 feet between outside 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 saes to 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches shall be centered at the point 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 storrn 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, 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. When the Contractor installs a pipe that crosses over a utility structure or storm sewer and the top of the utility structure or storrn 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 FJA Where trendies wider than 12 inches cross under existing wastewater lines, the sewer lines shall be replaced with one 20 foot joint 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 itches, 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 bradng shall be the responsibility of the Contractor's design 510 08/23/96 Page 21 Pipe professional. The Contractor shag 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 backlit has been completed. Any sheeting left in place will not be paid for and shall be considered subsidiary to the pipe item bid. (5) Trench Width Trenches for water and wastewater lines shall have a 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 back ill material, thoroughly compacted to a minimum of 95 percent of maximum density as determined by TXDOT Test Method Tex -114 -E 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 utifity 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 arrb line to the right of way line at a minimum slope of 114 inch per foot. Piping and appurtenances Installed in such proposed streets shag 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 instated 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. 510 08123/96 Page 22 Pipe (8) Oewatering 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 baling. 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. Backfilhng shall closely follow pipe laying so that no pipe is left exposed and unattended afler 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 for the full width of the trench and to a depth of 1 foot below the bottom of the trench. When abandoned inlets or manholes are encountered and no plan provision is made for adjustment or connection to the new sewers, such manholes and inlets within the construction limits shall be removed completely to a depth 1 foot below the bottom of the trench. In each Instance, the bottom of the trench shall be restored to grade by backfilling and 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 EJA. 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, fines and levels shall confomt 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 EJA 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 Toss of anticipated profits due to the change of location or grade. The Contractor shall fumish, at his expense, a8 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 fumish 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 314" TO 2 -1/2" X X X WATER and WASTEWATER UP TO 15 INCH ID X X X X X X WATER and WASTEWATER / LARGER THAN 15 INCH ID X X X X STORMWATER 1 CONCRETE X X X X X X STORMWATER /METAL X X X X 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 E/A will forward all 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 EIA. 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 oft 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 springline 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 tremmte, 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 511 all voids around the pipe. (4) Pea Gravel or bedding stone shall be used in blasted trenches. 510 06/23/96 Page 24 Pipe 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (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 will be shown on the Drawings or designated by the EJA, 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 'idices 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 jolted. During handling and placement, materials shall be carefully observed and inspected and any damaged, defective or unsound materials shall be marked, rejected and removed from the Job site. Minor damage shall be marked and repaired in a manner satisfactory to the E/A. Joints which have been placed but not joined, backfilled, etc., shall be protected in a mariner satisfactory to the E/A. (16) Assembling of Pipe Angular spacing of all joints shag meet the manufacturer's recommendations for the pipe and accessories being used. Side outlets shall be rotated so that the operating stems of valves shall be vertical when the valves are installed. Pre pipe shall be laid with beg 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 coat 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 08/23/96 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 (Stone Drain joints onlv) Pipe ends shall be dean, 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 onlyl The pipe ends shall be clean 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.. are should be taken to prevent dirt or foreign matter from entering the joint space. (d ) Bolted Joints All 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 oft 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 E/A. 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 stings, 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 E/A 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 fining. (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. Alt necessary casing spacers, bedding material, grout cradle or 510 08/23/96 Page 26 Pipe paving, bracing, blocking, etc., as stipulated by the Contract or as may be required to provide and maintain the required pipe alignment and grade, shall be provided by the Contractor at no cost except as provided by the Bid Items. This shall include casing spacers acceptable to the Owner attached to the carrier pipe in accordance with the manufacturers 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 placing the pipe in the tunnel, the inside joint recess at the bell shall be buttered with cement mortar. After the joint is engaged, the excess mortar shall be smoothed by pulling a tight fitting swab through the joint. 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 manufacturers 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 Sled 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 /AWWA 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 harness. 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 sleep 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, shilling 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 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 harness 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 412 feet at the curb. Standard plugs shall be installed in the dead end before backfifiing. 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 FDA'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 fine. 510 0823 /96 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 exerdsed 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 EIA 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 EIA's field representative will notify any 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 FJA'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, wit 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, furnish 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 perforrn 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 08/23/96 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 bloddng 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 clamp 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 shag 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 U-bolt strap must be light Tapping shall be performed with a sharp shell type cutter so designed that it will smoothly penetrate heavy walled PVC DR14 and 200 psi AC and will retain and extract the coupon from the plpe. (25) Backfilling (a) General Special emphasis is placed upon the need to obtain uniform density throughout the backfill material. The maximum lift of badrfill 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 internal 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 backfill in streets and under and around structures shag 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 FJA, 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. Back 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: 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 510 08/23/96 7. Cement stabilized material 8. Borrow Within the 100 year flood plain, sand will not be permitted for backfilling. The FJA 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- 114-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 bail is complete, tests may be made by the E/A. 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 backfil( 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 permit 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. Page 31 Pipe In and near flood plain of a0 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 E/A. All soil areas disturbed by construction shall be covered with top soil and seeded conforming to Item No. 804, 'Seeding for Erasion Control°. All 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) Exfnitration Test Water for the Work shall be metered and famished by the Contractor in accordance with Section 01500. The pipeline shall be completely filled with water for its complete length or by sections as determined by the E/A. 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 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 extiltration rate shall not exceed 10 gallons per inch diameter per mile of pipe per 24 hours at the same minimum test head. (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 maxtmum quantity specified shall be cause for rejection. This procedure shall not be used for pipes installed in areas where the Plasticity Index (P.I.) 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. 510 08/23/96 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 E/A, shall be air tested between manholes. Backfilling to grade shall be completed before the test and all laterals and stubs shall be capped or plugged by the Contractor so as not to allow air losses which could cause an erroneous test result. Manholes 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 intemal pressures and must be securely braced. Place all air testing equipment above ground and allow no one to enter a manhole or trench where a plugged sewer is under pressure. Release all pressure before the plugs are removed. The testing equipment used must include a pressure relief device designed to relieve pressure in the sewer under test at 10 psi or less and must allow continuous monitoring of the test pressures in order to avoid excessive pressure. Use care to avoid the flooding of the air inlet by infiltrated ground water. (Inject the air at the upper plug 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 E1A 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 fool of average water depth (if any) above the sewer. Add air slowly to the section of sewer being tested until the intemal air pressure is raised 10 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 alr 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 1120 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 3827 44:52 51:16 57:41 21 19:50 26:10 34:54 43:37 5221 61:00 69:48 78:31 24 22:47 34:11 45:34 56:58 6822 79:46 91:10 102:33 27 2851 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 14226 160:15 33 43:05 64:38 86:10 107:43 129:16 150:43 172:21 193 36 51:17 76:55 102:34 128:12 153:50 179:29 205:07 230:46 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 Association, 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 saes 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 Tess 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 (D)(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 D = nominal inside diameter in inches; L = length of fine of same pipe size in feet and 0 = rate of Toss. assume 0.0015 cubic feet per minute per square foot (ft sq) of intemal surface area. 510 08/23/96 Page 34 Pipe 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Any drop in pressure, from 3.5 psig to 2.5 psig, 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. M manholes must be hydrostatically tested with a maximum loss allowance of 0.025 gallon per foot diameter per foot of head per hour. When lines are air tested, manholes are to be tested separately by exfiltration or. vacuum method (see Item 506, Manholes). (1) 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 backfill has been in place at least 30 days. Testing for in -place deflection shall be with a pipe mandrel or rigid ball 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 or testing balls to the EJA or his designated representative for concurrence prior to testing the line. Test(s) must be perforrned 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 backfiiled 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 Pi Leakage Test") after the air in the pipeline has been expelled and the plpe has been tilled with water. No pipe Installation will be accepted If the leakage exceeds 25 gallons/24 hours/mile of pipe/inch nominal pipe diameter. ( 25 gnd M• - na -) (2) Location and Correction of Leakage If such testing discloses leakage in excess of this specified allowable, the Contractor, at his expense, locate and correct all defects in the pipe line until the leakage is within the indicated allowance. 510 0823/96 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 falls 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 clean water. Water for the Work shall be metered and fumished 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 tine 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 conform 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 line and extended with a copper tubing gooseneck assembly. After samples have been collected, the gooseneck assembly may be removed and retained for future use. Samples for bacteriological analysis 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 stenle sample bottles and may, at its discretion, collect the test samples with City personnel. If the initial disinfection falls 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 senrvce. 510 08/23/96 Page 36 Pipe (30) Cleanup and Restoration It shall be the Contractors responsibility to keep the construction site neat, clean and orderly at all 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 EJA 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 all 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 wit 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 WW -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 backfill, 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. 516E or F. (1) Pipe Payment for pipe, measured as prescribed above, will be made at the unk 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 08/23/96 Page 37 Pipe a. clearing b. constructing any necessary embankment c. excavation d. disposal of surplus or unusable excavated material e. furnishing, hauling and placing 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 backfill 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, fumished 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 furnished, 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 A'NWA C -153 fittings are furnished or the type of end connections supplied. AWWA 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 Rem, 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 fumishing and installing the required material, mixed, placed and cured complete in place. (9) Concrete Encasement When called for in the Bid. Concrete Pipe Encasement will 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 pladng 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 speed 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 Backfll 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 Fool 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 Stabif¢ed Backfill 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 IV after the pay item indicates the use for water. A NWJ' after the pay item indicates the use for wastewater. Applicable References' Standard Soecifications 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). Pesign Criteria Manuals: Utilities, Section 5. 510 08123/96 Page 40 Pipe Item No. 591 Rlprep for Slope Protection 591.1 Description This item shall consist of excavation of all materials encountered for placing riprap, disposal of excess material and backfilling around the completed rip rap to the grade indicated. The work shall Include all pumping and balling, furnishing and placing riprap of rock or concrete in accordance with the details and to the dimensions indicated. 591.2 Materials (1) Rock Rock for riprap shall consist of field rock or rough, unhewn quarry rock as nearly uniform in section as is practicable. The rock shall be dense, resistant to the action of air and water and suitable in all respects for the purpose intended. (2) Broken Concrete The rock used for mortar riprap may consist of broken concrete removed under the contract or obtained from other approved sources. Broken concrete shall be as nearly uniform in section as practicable and of the sizes indicated below. (3) Concrete Cast in place concrete shall be Class A Concrete and shall conform 10 Item No. 403, 'Concrete for Structures °. (4) Grout and Mortar Grout and mortar shall consist of 1 part Portland Cement and 3 parts sand, thoroughly mixed with water. Mortar shall have a consistency such that it can be easily handled and spread by trowel. Grout shall have a consistency such that it will flow Into and completely fill all joints. (5) Reinforcement Reinforcement shall conform to Item No. 406, 'Reinforcing Steel'. (6) Joints Premolded expansion joint material shall conform to Item No. 408, 'Concrete Joint Material °. (7) Tle Backs and Anchors Galvanized tie backs and anchors shall be as indicated. (8) Filter Fabric Filter Fabric shall conform to Item No. 620, 'Filter Fabric'. 591.3 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'. Construction equipment shall not be operated within the drip line of trees unless indicated. Constriction materials shall not be placed under the canopies of trees. No excavation or embank -ment shall be placed within the drip line of trees until tree wells are constructed. Spells and small stones used to fill open joints and voids in rock riprap shall be rocked and wedged to provide a tight fit. 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 appropriate City agency. 591.4 Dry Riprap Unless otherwise Indicated, all rocks used In these types of riprap shall weigh between 50 and 150 pounds each and at least 60 percent of the rocks shall weigh more than 100 pounds each. The rocks shag be placed in a single layer with close joints. The 591 08/17/94 Page 1 Rlprep for Slope Protection upright axis of the rocks shall make an angle of approximately 90 degrees with the embankment slope. The courses shall be placed from the bottom of the embankment upward, with the larger rocks being placed on the lower courses. Open joints shall be filled with spells. Rocks of greater dimension than the required riprap thickness shall be embedded In the embankment to present a uniform finished top surface such that the variation between tops of adjacent rocks shall not exceed 3 inches. Rocks that project more than the allowable amount in the finished work shall be replaced, embedded deeper or chipped. Dry Riprap may have a toe wall of concrete with dimensions and reinforcement indicated. 691.5 Mortared Rock Riprep Rock for this purpose, as far as practicable, shall be selected as to size and shape in order to secure fairly large, flat- surfaced rock which may be laid with a true and even surface and a minimum of voids. Fdty percent of the mass rock shall be broad flat rocks, weighing between 100 and 150 pounds each, placed with the flat surface uppermost and parallel to the slope. The largest rock shall be placed near the base of the slope. The spaces between the larger rocks shall be filled with rocks of suitable size, leaving the surface smooth, reasonably tight and conforming to the contour required. In general, the rocks shall be placed with a degree of care that will insure for plane surfaces a minimum of variation from the true plane of not more than 3 inches in 4 feet. Warped and curved surfaces shall have the same general degree of accuracy as Indicated for plane surfaces. Before placing mortar, the rocks shall be wetted thoroughly and as each of the larger rocks is placed, it shall be surrounded by fresh mortar and adjacent rocks shall be shoved into contact. After the larger rocks are In place, all of the spaces or opening(s) between them shall be filled with mortar and the smaller rocks then placed by shoving them into position, forcing excess mortar to the surface and insuring that each rock is carefully and firmly embedded laterally. After the work has been completed as described above, all excess mortar forced up shall be spread uniformly to completely fill all surface voids. All surface joints then shall be pointed up roughly, either with flush Joints or with shallow, smooth raked joints. 591.6 Concrete Riprep Concrete for riprap shall be placed as indicated or as established by the Engineer. Unless otherwise indicated, concrete riprap shall be reinforced using wire or bar reinforcement. Concrete shall be Class A or as indicated and shall conform to Item No. 403, 'Concrete for Structures'. When welded wire reinforcement Is indicated, It shall be a minimum of 6 x 6 WI.4 x WI.4 with a minimum lap of 6 inches at all splices. At the edge of the riprap, the wire fabric shall not be less than 1 Inch nor more than 3 Inches from the edge of the concrete and shall have no wires projecting beyond the last member parallel to the edge of the concrete. When bar reinforcement is used, the sectional area of steel in each direction shall not be less than the sectional area of the wire fabric described above. The spacing of bar reinforcement shall not exceed 18 inches in each direction and the distance from the edge of concrete to the first parallel bar shall not exceed 6 Inches. Reinforcement shall be supported properly throughout the placement to maintain Its position approximately equidistant from the top and bottom surface of the slab. Unless otherwise indicated, expansion joints of the size and type Indicated shall be provided at intervals not to exceed 40 feet and shall extend the full width and depth of the concrete. Marked joints shall be made 3/8 inch deep at 10 foot intervals. All joints shall be perpendicular and at right angles to the forms unless otherwise Indicated. Slopes and bottom of the trench for toe walls shall be compacted and the entire area sprinkled before the concrete Is placed. After the concrete has been placed, consolidated and shaped to conform to the dimensions Indicated and set sufficiently to avoid slumping, the surface shall be finished with a wooden float to secure a reasonably smooth surface. Immediately following the finishing operation, the riprap shall be cured conforming to Item No. 410, 'Concrete Structures". 591.7 Pneumatically Placed Concrete Riprep, Type 1 end Type II Pneumatically placed concrete for riprap shall be placed as indicated or as established by the Engineer. Pneumatically placed concrete shall conform to Item No. 404. "Pneumatically Placed Concrete'. Reinforcement shall conform to the detalls:indicated and Item No. 406, 'Reinforcing Steel'. Reinforcement shall be supported properly throughout placement of concrete. All sub - grade surfaces shall be moist when concrete Is placed. The surface shall be given a wood float finish or a gun finish as Indicated. The strength and design of Pneumatically Placed Concrete Riprap shall be either Type I or if indicated, Type 11 conforming to Item No. 404, 'Pneumatically Placed Concrete'. Immediately following.the finishing operation, the riprap shall be cured conforming to Item No. 410, 'Concrete Structures °. 591 08/17/94 Page 2 Riprep for Slope Protection 591.8 Measurement Measurement of acceptable riprap will be made on the basis of the area In square yards indicated, complete in place or the volume of concrete placed in cubic yards, complete in place as indicated for the thickness specified. Concrete toe walls will not be measured separately but shall be subsidiary to the riprap of the type with which it is placed. 591.9 Payment The riprap quantities, measured as provided above, will be paid for at the unit prices bid per square foot or per cubic yard as indicated for riprap of the various classifications shown, which price will be full compensation for fumishing, hauling and placing all materials, including toe walls, reinforcement and premofded expansion joint material and for all labor. tools. equipment and incidentals necessary to complete the work Payment for excavation of toe wall trenches and for all necessary excavation below natural ground or bottom of excavated channel will be included in the unit price bid for riprap. Payment for excavation required for shaping of slopes for riprap shall be included in the unit price bid for riprap, except that when the header banks upon which the riprap Is to be placed are built by prior contract excavation tor shaping of slopes, will be paid for conforming to Item No. 401, - Structural Excavation and Backfill'. Payment will be made under one of the following: End Pay Item No. 591 -A: Dry Riprap - Per Square Yard. Pay Item No. 591 -D: Mortared Rock Riprap - Per Square Yard. Pay Item No. 591 -F: Concrete Riprap, _ In. - Per Square Yard. Pay Item No. 591 -G: Concrete Riprap - Per Cubic Yard. Pay Item No. 591 -P: Pneumatically Placed Concrete Riprap, _ In. - Per Square Yard. Ref: 401, 403, 404, 406, 408, 410. 620 591 09/17/94 Page 3 Riprep for Slope Protection 601.2 Construction Methods Item No. 601 Salvaging and Placing Topsoil 601.1 Description This item shall consist of removing and salvaging clean, triable topsoil consisting of loam. sandy loam or clay loam free of roots and rocks larger than 2 inches and debris and placing where indicated. The existing topsoil shall be removed from the area indicated. stockpiled in a windrow along the right of way or at designated locations or spread over an area that is ready for topsoil application in accordance with the plans or as directed by the Engineer. Trash. wood. brush, stumps. rocks over 2 inches in size and other objectionable material encountered shall be removed and disposed of as directed by the Engineer prior to beginning of work required by this item. Grass and other herbaceous plant materials may remain. Large clumps shall be broken up. After the grading has been completed to the required alignment. grades and cross - sections and prior to the spreading of the salvaged topsoil. any clay or tight soil surfaces shall be scardied by plowing furrows approximately 4 inches deep along horizon- tal slope lines at 2 toot vertical intervals. The spreading of the salvaged topsoil shall be undertaken as soon as the grading has been completed. The topsoil shall be spread so as to form a cover of uniform thickness indicated. After the topsoil has been placed and shaped. it shall be sprinkled and rolled to provide a suitable seed bed. 601.3 Measurement and Payment Salvaging and,or placing topsoil shall not be measured for payment, but shall be subsidiary to other items of work. End Page 1 04 :17'66 601 604.1 Description This Rem shall consist of preparing a seed bed to the lines and grades indicated. sowing of seeds, fertilizing, mulching with straw, asphalt, cellulose fiber, wood fiber and other management practices along and across such areas as are indicated or as directed by the Engineer /Architect/Landscape Architect. 604.2 Materials (1) Seeds All seed must meet the requirements of the Texas Seed Law including the labeling requirements for showing pure live seed (PLS), name and type of seed. Seed furnished shall be of the previous season's crop and the date of analysis shown on each bag shall be within nine months of the time of delivery to the project. Each variety of seed shall be furnished and delivered in separate bags or containers. A sample of each variety of seed shall be furnished for analysis and testing when directed by the Engineer The amount of seed planted per acre shall be of the type specified below. (2) Water Water shall be clean and free of industrial wastes and other substances harmful to the growth of grass or the area irrigated. (3) Top Soil Top soil shall conform to Item No. 130. "Borrow ". (4) Fertilizer Fertilizer shalt conform to Item No. 606. "Fertilizer ". The fertilizer used shall have an analysis of 15-15-15. homoge- neous 13 -13 -13 or the analysis indicated. (5) Straw Mulch Straw Mulch shall be oat, wheat or rice straw, Prairie Grass. Bermuda Grass, other straw or hay approved by the Engineer /Architect. The straw or hay shall be free of Johnson Grass or other noxious weeds and foreign materials. It shall be kept in a dry condition and shall not be molded or rotted. (6) Asphalt Emulsion Item No. 604 Seeding for Erosion Control Asphalt Emulsion shall be SS -1 or CSS -1 asphalt emulsion or as indicated and shall conform to Item No. 301, "As- phalt, Oils and Emulsions ". (7) Cellulose Fiber Mulch (Natural Wood) Cellulose Fiber Mulch shall be natural cellulose fiber mulch produced from grinding clean whole wood chips. The mulch shall be designed for use in conventional mechanical planting. hydraulic planting of seed or hydraulic mulch- ing of grass seed, either alone or with fertilizers and other additives. The mulch shall be such, that when applied, the material shall form a strong, moisture - retaining mat without the need of an asphalt binder. (8) Wood Fiber Mulch (Newsprint) Wood Fiber Mulch shall be produced from ground newsprint with a labeled ash content not to exceed 7 percent. The mulch shall be designed for use in conventional mechanical planting, hydraulic planting of seed or hydraulic mulching of grass seed, either alone or with fertilizers and other additives. The mulch shall be such, that when ap- plied, the material shall form a strong, moisture- retalning mat without the need of an asphalt binder. 604.3 Construction Methods (1) Preparing Seed Bed After the designated areas have been rough graded to the lines, grades and typical sections indicated or as provided for in other items of this contract and any other soil area disturbed by the construction, a suitable seed bed shall be prepared. The seed bed shall consist of either 4 Inches of approved topsoil or 4 Inches of approved salvaged topsoil cultivated and roiled sufficiently to a state of good tilth which could prevent the seed from being covered too deep for optimum gemrfnation. The optimum depth for seeding shall be M. Inch. Water shall be applied as required to prepare the seed bed. Seeding shall be performed In accordance with the requirements hereinafter described. C2) Watering All watering shall comply with City Ordinances Broadcast and asphalt mulch seeded areas shall immediately be watered with a minimum of 5 gallons of water per square yard or as needed and In the manner and quantity as directed by the Engineer/Architect. 604 Rev. 09 /30/87 Page 1 Seeding for Erosion Control Watering applications shall constantly maintain the seed bed in a wet condition favorable for the growth of grass. Watering can be postponed immediately after a rainfall on the site of '/2 inch or greater, but shall be resumed before the soil dries out. Watering shall continue until the grass is uniformly 1' Inches in height and accepted by the Owne• Hydraulic seeded areas shall be watered commencing after the tackifier has dried with a minimum of 5 gallons of water per square yard or as needed to keep the seed bed in a wet condition favorable for the growth of grass. Watering can be postponed immediately after a rainfall on the site of /, Inch or greater, but shall be resumed before the soil dries out. Waterng shall continue until the grass is uniformly 11/2 inches In height and accepted by Owner Native grass seeded areas shall be watered commencing after the tackifier has dried with a minimum of 5 gallons of water per square yard or as needed to keep the seed bed in a wet condition favorable for the growth of grass Watering can be postponed immediately after a rainfall on the site of + inch or greater, but shall be resumed before the soil dries out. Watering shall continue until the grass Is uniformly 11/2 inches in height and accepted by Owner. 604.4 Nonnative Seeding 604.5 Mulch (1) Method A — Broadcast Seeding The seed or seed mixture in the quantity specified shall be uniformly distributed over the prepared seed bed areas indicated or where directed. If the sowing of seed is by hand, rather than by mechanical methods, the seed shall be sown in two directions al right angles to each other. If mechanical equipment is used, all varieties of seed. as well as fertilizer, may be distributed at the same time. provided that each component is uniformly applied at the specified rate. After planting. the planted area shall be rolled with a corrugated roller of the "Cuttipacker" type. All rolling of the slope areas shall be on the Contour. (2) Method B — Hydraulic Planting The seed bed shall be prepared as specified above and hydraulic planting equipment. which is capable of placing at materials in a single operation. shall be used. 604 Rev. 09r301137 Seed Mixture and Rate of Application for Broadcast Seeding: From September 15 to March 1, seeding shall be with a combination of unhulled Bermuda Grass at a rate o12 pounds per 1000 square feet and winter rye at a rate of 7 pounds per 1000 square feet that has a PLS = 0.83. From March 1 to September 15, seeding shall be with hulled Bermuda Grass at a rate of 2 pounds per 1000 square feet with a PLS = 0.83. Fertilizer shall be applied and shall conform to Item No. 606. "Fertilizer" March 1 to September 15 Hydraulic planting mixture and minimum rate of application per 1000 square feet: Hulled Bermuda Water Soluble Fiber Mulch 5011 Seed (PLS = 0.83) Fertilizer Cellulose Wood Tacklfier September 15 to March 1 11b. 15Ibs. 45.9Ibs 1.4 Ibs. 57.4Ibs. 1.5 Ibs. Add 7 pounds per 1000 square feet of winter rye with a PLS = 0.83 to above mixture. Fertilizer shall conform to Item No. 606. "Fertilizer ". (1) Mulch — Asphalt Mulch The cultivated area or seed bed shall have a relatively smooth surface without ruts or tracks- Water shall be applied to the seed bed until a minimum depth of 4 inches uniformly moistened. The water shall be applied in such a manner as not to erode the smooth surface. Aker the watering. when the surface of the seed bed has become sufficiently dry to permit planting, the seed mixture and fertilizer application specified above shall then be planted at the rate required and the application shall be uni- form. If the sowing of seed is by hand. rather than mechanical methods, the seed shall be sown in two directions at right angles to each other. Seed and fertilizer may be distributed at the same time provided the specified uniform rate of application for both is obtained. When seed and fertilizer are to be distributed as a water slurry, the mixture shall be applied to the area to be seeded within 30 minutes after all components are placed in the equipment. Upon the completion of the sowing of the seed. the application of the asphalt emulsion shall follow as rapidly as possible. Immediately prior to the application of the asphalt emulsion. the planted area shall be watered sufficiently to assure uniform moisture from the surface 10 a minimum of 4 inches in depth. Application of the asphalt emulsion shall be at the rate of approximately 0.3 gallon per square yard. It shall be ap- plied to the area in such a manner that a complete film is obtained and the finished surface shall be comparatively smooth. Page 2 Seeding for Erosion Control (2) Asphalt Coated Straw Mulch Straw mulch shall be spread uniformly over the area indicated or as designated by the Engineer/Architect at the rate of 2 to 2'h tons of straw per acre. The actual rate of application will be designated by the Engineer /Architect A mulching machine. approved by the Engineer:Architect, shall be equipped to inject asphalt emulsion material into the straw uniformly as it leaves the equipment at a rate of 0.05 to 0.10 gallons of asphalt per square yard of mulched area. If the straw and asphalt emulsion are placed by hand. the rate of application for asphalt emulsion shall be approximately 0.15 gallons per square yard. Shredded Brush Mulch Small brush or tree limbs, except Juniper, which have been shredded may be used for mulching Native Grass seeding. Straw Mulch Straw mulch shall be spread uniformly over the area indicated or as designated by the Engineer at the rate of 2 to 2'z tons of straw per acre. The actual rate of application will be designated by the Engineer Architect. Straw may be hand or machine placed and adequately secured. Fiber Mulch Cellulose and wood fiber mulch shall be spread uniformly over the area indicated or as designated by the En- glneer /Architect at the rate of 45 to 80 lbs. per 1000 square feet. 604.6 Native Grass Seeding The seed bed snall be prepared as specified above. The seed mixture and the rate of application shall be as follows: Alamo Switchgrass Lometa Indiangrass Premier Sideoats grama Green spangletop Buffalo Grass Bermuda Grass 0.1 Ibs,1000 sq. ft. 0.1 Ibs:1000 sq. ft. 0.2 Ibs'1000 sq. ft. 0.1 Ibs11000 sq. ft. 0.2 Ibs/1000 sq. ft. 0.2 lbs/1000 sq. tt. Total Seeding Rate 1.0 Ibs:1000 sq. It. Species substitution as necessary due to availability shall be approved by the Engineer. /Architect. Watering and fertilizer applica- tion shall follow procedures outlined above or as otherwise specified. Seed shall be applied by broadcast or drill method and shall be distributed evenly over the toosoiled areas. Mulching shall imme- diately follow seed application. 604.7 Measurement Work and acceptable material for "Seeding for Erosion Control" will be measured by the square yard or by the acre, complete in place with a minimum of 95 percent coverage with no bare areas exceeding 16 square feet and a 11/2 inch stand of grass. Bare areas shall be reprepared and reseeded as required to develop an acceptable stand of grass. 604.8 Payment The work performed and materials furnished and measured will be paid for at the unit price bid for "Seeding for Erosion Control" of the method specified. "Asphalt Mulch ", "Asphalt Coated Straw Mulch" or "Shredded Brush Mulch ", as the case may be, which price shall be full compensation for furnishing all materials, Including all topsoil, water, seed, tackitier, fertilizer or mulch and for performing all operations necessary to complete the work. All fertilizer will be measured and paid for conforming to Item No. 606, "Fertilizer". Payment will be made under one of the following: Pay Item No. 604-A: Seeding for Erosion Control — Method Mulch — Per Square Yard. Pay Item No. 604 -B: Seeding for Erosion Control —Method Mulch — Per Acre Pay Bern No. 604-M: Mulch — Per Pay Rem No. 604-N: Native Grass Seeding — Per Square Yard. Square Yard. End Ref. 130, 606 604 Rev. 09/30187 Page 3 Seeding for Erosion Control 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 lute 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 ono unoleached jute yarn. 48 inches in width and weighing an average 011.2 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 '.z its normal diameter. (2) Excelsior Mat Excelsior mat shall be wood excelsior. 48 inches in width. .1 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 80 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 Monofllament 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: Weight 0.06 psi. 7../. Thickness of mat 0.8 inch minimum Filament diameter 0.015 inch minimum Tensile strength — length direction 94.07 Ibs.ft. minimum Tensile strength — width direction 53.75 Ibsft. minimum Elongation — length direction 50% minimum Elongation — width direction 50% minimum Resuiency — immediate recovery. 5 cycles at 200 psi (14061.4 gmrsq cm) 80% (5) Reinforced Paper Mesh Paper mesh shall consist of a knitted construction yam 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 Steplea Wire staples shall be not less than 13 inch lengths of No. 11 wire bent to form a • IJ" 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 14 inches minimum. 605.3 Construction Methods The Soil Retention Blanket shall be placed within 24 hours after 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 shall 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 lining shall be applied with the lengths running parallel to the flow of water. Where more than one width is required. a iao 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 altemate means of providing a check slot. The edging material may be either metal or rigid plastic and shall 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 for 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 soil 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 sot. 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 pald 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. 605-8: Soil Retention Blanket — Per Acre. End 605 04.17'86 Page 2 USE Broadcast Seeding Any 400 15-15-15 15 - - 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 -15 606.4 Measurement Payment, when specified, will be made under one of the following: Pay Item No. 606 Fertilizer — Per Ton. Pay Item No. 606 Fertilizer — Per 100 Pounds. End Item No. 606 Fertilizer 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 ite of work. The fertilizer shall be dry and in good physical condition. Fertilizer that is powdered or caked will be rejected. Distribu,.on of fertilizer for the particular item of work shall meet the approval of the Engineer. Unless otherwise indicated. fertilizer shall be applied uniformly at the following rate: FERTILIZER APPLICATION NEW CONSTRUCTION FERTILIZER ANALYSIS TYPE POUND PER ACRE NEW PLANTING MAINTENANCE 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. 606.5 Payment The work performed and materials furnished and measured as provided under "Measurement" will be considered subsidiary to other items in the contract unless shown in the Bid as a Pay Item. in which case it will be paid for at the unit price bid for "Fertil- izer" of the analysis specified, which price shall be full compensation for furnishing all materials and performing all operations necessary to complete the work. Page 1 04 17 86 606 610.1 Description 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 fendng materials shall be used as indicated. Type A and Type B are typical, and shall be 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 surveyors flagging. (b) High visibility plastic construction fendng. Fabric shall 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. Pattem may vary from diamond to circular with a minimum weight per foot of 0.4 Ibs./Ft.. a 4 foot width minimum tensile yield strength (Horiz.) of 2000 psi, ultimate tensile strength of 2650 psi (Horiz.) and a maximum opening no greater than 2 inches. (c) Other approved equivalent restraining material. Item No. 610 Preservation of Trees and Other Vegetation All of the above fendng 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 D -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 fill 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 activvities detrimental to trees such as chemical storage, cement truck leaning, 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 (8) 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 Permlt 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 addi)ion 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 et 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 08125/95 Page 2 Preservation of Trees (3) Cutting and Filling Around Trees When an excavation or embankment is placed within the dripline of any tree greater than 8 inches In diameter, a dry well 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 4 1/2 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 art to a depth of 12 inches below the surrounding ground line. After removal, soil is to be placed in the hole to match the existing grade. After cutting the tree into pieces that can be managed. it will be removed from the site and disposed of. All work shall be conducted in such a manner as to protect all facilities, improvements and vegetation in the work area. All damage resulting from tree removal or pruning shall be repaired at the Contractor's expense. (6) Final Cleanup All temporary tree and shrub preservation measures shall be removed when the construction has been completed 610.4 Measurement Tree and shrub trimming. 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, conforrning 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 Wall (Tree Protection) - Per Each. End 610 08125195 Page 3 Preservation of Trees 639.1 Description This item shall consist of a temporary berm constructed of open graded rock installed at the toe of a slope on the perimeter of a developing area. The purpose of a rock berm is to intercept sediment laden water from unprotected areas. retain the sediment and release the water in sheet flow. This item shall include removal of the "Rock Berm" and revegetation of the area. 639.2 Design Criteria A rock berm is constructed near the perimeter of a disturbed site within the developing area. A detailed design is not required for the installation of a rock berm: however. the following criteria shall be observed: Drainage area — less than 5 acres. Height — 18 inches minimum height, measured vertically from the top of the existing ground at the upslope toe to the top of the berm. Top width — 2 feet minimum. Side slopes — 2:1 or flatter. Grade — Berms will be built along a contour at 0 percent grade or as near possible. 639.3 Materials Item No. 639 Rock Berm Surplus rock excavated from utility trenches or from other excavations may be used for construction of these berms. In general. stones shall be sound with a minimum of 3 inches in smallest dimension and shall weigh between 10 and 30 pounds each. Seeding for revegetation shall conform to Item No. 604. - Seeding for Erosion Control". Use only open graded rock. with most of the fines removed 639.4 Construction Methods All trees. brush. stumps. objectional material shall be removed and disposed of so as not to interfere with the construction of the berm. A trench shall be excavated to place the rock as indicated. The rocks Shall be placed in layers with close joints starting at the base. Open joints shall be filled with spells as required to stabilize the berm. The rock berm shall be inspected after each rain and the stone shall be replaced when the structure ceases to function as intended due to silt accumulation among the rocks. washout. construction traffic damage. etc. When the site is completely stabilized. the berm will be removed and disposed of in an approved manner. The area will be revegetated as required by Item No. 604. "Seeding for Erosion Control ". The area upstream from the rock berm shall be maintained in a condition which will allow sediment to be removed following the runoff of a rainfall event. Inspection. after each rainfall of 1 inch or more. will be made by the Contractor, and when the silt reaches a depth equal to the height of the berm or 1 foot. whichever is less. the Contractor will remove the accumulated silt and dispose of it at an approved site in a manner that will not contribute to additional siltation. The berm will be reshaped as needed during construction. The rock berm shall be left in place until all upstream areas are stabilized and then removed and the area revegetated. 639.5 Measurement Acceptable work performed and prescribed in this item will be measured by the linear foot along the centerline of top of berm. 639.6 Payment Work performed and material fumished to construct this item will be paid for at the unit price bid per linear foot. This work shall also include seeding. inspection. silt removal, rock replacement, removal of rock berm and reseeding. Payment will be made under: End Pay Item No. 639: Rock Berm — Per Linear Foot. Page 1 04/17.86 639 642.1 Description It No. 642 Silt Fence This item shall consist of providing and placing a filter fabric fence including necnte:nee of the fence, removal of accumulated silt and removal of the fence upon completion of the project. 642.2 Materials (1) Fabric Item 642 05/01/90 (a) General. The filter fabric shall be of nonwoven polypropylene, polyethylene or polyamide thermoplastic fibers with morn - ravelling edges. The fabric shall be nonbiodegradable, 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 samples 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 minimum weight of 1.3 pounds per foot with a minimum Brinell Hardness of 143. Hangers shall be adequate to secure fence and fabric to posts. Posts and anchor plates shall conform to ASTM A 702. (3) Vire Pere: Wire fence shall be welded vire fabric 2x4 -V1. Cod/1.0 and shall conform to ITEM ND. 406 RE IFORCIC STEEL. 642.3 Ca Etruction Metinds Physical Properties Method Requirements Fabric Weight: (oz /sy) TEX -616 -J 4.5 minimum Water Flow Rate: (gal/sq. ft/ TEX -016 J 40 maximum minute) Equivalent Opening Size: US cu -07715, US Army 40 to 100 Standard sieve. (member) Corps of Engineers, Mullen Asst Stregth: (psi) ASTM D 3786 300 minimum Ultraviolet Resistance; ASTM D 1682 70 minimum Strength retention: (Y.) The silt fence fabric shall be securely attached to the posts and the wire support fence vith 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 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 shan be overlapped a minima of 12 inches with the ends sewn or otherwise securely tied. The silt fence shall be a minims of 24 inches high. Posts shall be edredded a minimum of 12 inches in the ground, placed a maximum 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 concentrated loads. The silt fence shall be repaired, replaced, and/or relocated when necessary or as directed by the Engineer. Accumulated silt shall be moved when it reaches a depth of 6 inches. 642.4 hiea_slament The work performed and the materials furnished harder this item will be measured by the linear foot of "Silt Felice ", complete in place. 642.5 Payment The work performed and materials furnished and measured as provided under "Measurement" will be paid for at the snit 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 revegetation of disturbed arms. Payment will be made under: Pay Item N. 642: Silt Fence for Erosion Control - Per Linear Foot. END Applicable References: 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 Iten 642 05/01/90 Page 2 Silt Fence 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. ( 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 (3) (5) 702.3 New Materials 702.5 Measurement Posts shall be carefully removed from the ground and the concrete footing removed. Holes shall be filled with dirt and thoroughly compacted. 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 Item No. 702 Removing and Relocating Existing Fences 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. Secunty and maintenance of the satiable materials shall be the responsibility of the Contractor. Excess Materials Excess materials, either damaged or unsuitable for reinstallation or unnecessary 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. 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 bld 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 tosations. handling. storing and hauling all gate materials. furnishing any new materials necessary for installing at new tocations: providing new center anchorage blocks. latches and catch blocks and for manipulations. labor. tools. equipmer anc incidentals necessary to complete the gate relocation. Payment will be made under one of the following: Pay Item Na 702 -A: Removing and Relocating Existing Ft Chain Link Fence — Par Linear Foot. Pay Item No. 702•B: Removing and Relocating Existing Ft. x Ft. Chain Link Pedestrian Gate — Fr Each Pay Item No. 702•C Removing and Relocating Existing Ft. x Ft. Chain Link Vehicular Gate — Per Each. Pay Item No. 702.1?. Removing and Relocating Existing Ft. Wooden Fence —Per Linear Foot. Pay Item No. 702•E Removing and Relocating Existing Ft. x Ft. Wooden Fadestrian Gate — Per Each 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 Gate — 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 L" 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 vill 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 801.1 Description 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 snall conform to Item No. 312. 'Seal Coal ". (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, "Rellectorized Pavement Markers ". 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 (8) (d) Lights For nighttime use It may be desirable to place flashing waming lights on the panels. When used in a series for channelization, steady burn amber warning lights are required. (9) Seeding Seeding shall conform to Bern No. 604, "Seeding for Erosion Control ". 801.3 Construction Methods item No. 801 Construction Detours 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 04/17/86 801 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 project and the site restored to the original contour of the ground or to produce a pleasing appearance by forming natural rounded slopes and seeded. AU 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 long 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 separate pay item in the contract. When included for payment. it shall be paid at the lump sum bid for "Construction Detours ". which price shall be full compensation for all 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: End Pay Item No. 801: Construction Detour — Per Lump Sum. 801 04/17/86 Page 2 803.1 Description 8032 Materials 803 Rev. 09/30/87 Item No. 803 Barricades. Signs and Traffic Handling 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 ". 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 fool Hardware — Aluminum alloy ASTM A 444 sign hardware for clamp casting or stainless steel with galvanized or electroplated cold rolled steel U bolts. bolts. washers and nuts. (2) Sign Plate Message and Size Sign Designation Size OM — 4R 18 inch x 18 inch W14 — 1 30 inch x 30 inch (3) Lumber Rails shall be new unweathered S4S grade #2 fir or yellow pine, of the size indicated. Posts, of the size indicated. shall be pressure treated with pentachlorophenol. (4) Concrete Concrete shall be Class A Concrete conforming to Item No. 403. "Concrete for Structures ". (5) Retro-Reflective Sheeting Red and white strips shall conform to Table I CIE Chromaticity Coordinates, ASTM Designation D 523, ASTM 397, SDHPT Test Method Tex-842 -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 shalt 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. Page 1 Barricades, Signs and Traffic Handling 803.5 Measurement The work performed and the materials furnished by this ttem as indicated. except far barricades, will not be measured for pay ment but will be considered subsidiary to the work or to Rem No. 801, "Construction Detours". Barricades shall be measured as each complete barricade constructed and placed as indicated. Any temporary barricades fur- nished shag not be measured for payment and shag 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 Rem will be paid for at the unit price bid for "Barricades" per each complete barricade. Payment will be made under: End Pay Item No. 803: Barricades — Per Each. Pay Item Na 803-L: Barricades — Lump Sum. 803 Pei. 09130187 Page 2 Barricades, Signs and Traffic Handling 824.1 Description ttem No. 824 Traffic Signs This item shall consist of the fumishing and placing of Traffic Signs including excavation and bacldill, 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 0.055 inch; weight shall be 1.60 pounds per foot. Post shall 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 011.25 oz..square foot of sheet meeting Federal Specification A -G -90. Welded steel shall be hot dipped galvanized both inside and outside of tubing. Post tubing shall have up to 11 each 3 /e Inch holes punched or drilled as indicated. All sharp edges shall be removed from ends of tubing to eliminate burrs. etc. All posts shall oe 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 2 inches outside diameter post by a U -bolt 3 A x. 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 tt. -Ibs. 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 shall 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, plts, 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 sheetlng.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- dosed area formed by using the following CIE Chromaticity Coordinates as comer 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 foot. 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 3 /. 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 20 to 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 to 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 laces 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 Tess 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—' 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. 1. Elapsed exposure time — 1,000 hours. g. Light/dark — 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. f. 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 dulled shalt 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 surface 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 least 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 it, 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 O -G -93 (stick only) or zinc dust - zinc oxide meeting Federal Specification TT - - 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, H 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 H 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, if 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 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 Backfilfng" 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 tor 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 0-9 -8300, "Flat Surface Reflective Sheeting ". Before application, the surface must be prepared to the satisfaction of the Engineer in accordance with the manufacturer'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 all 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 Bern No. 824: Traffic Signs — Per Each. End 824 04/17/86 Page 4 Tex -822 -B Tex -826 -B Tex -830 -B Tex•831 -B Tex -832 -B Tex -833 -B Item No. 860 Pavement Marking Paint 860.1 Description This item shall consist of the installation of reflectorized paint pavement marking. The width of the line shall be 4 inches and the color as indicated. 8602 Materials (1) Traffic Stripe Reflective Glass Spheres (a) The glass spheres shall not contain more than 30 percent (by weight) irregular shaped particles when tested by ASTM Designation: D 1155. Spheres shall be essentially free of sharp angular particles and particles show- ing milkiness or surface scarring or scratching. Spheres shall be water white in color. (b) The glass spheres shall meet the following gradation requirements when tested: Openings U.S. Std. Sieves Percent Passing #20 Sieve 100 #30 Sieve 80-100 #50 Sieve 18 -35 #100 Sieve 0-4 (c) The spheres, when tested by the liquid immersion method at 25 C, shall show an index of retraction within the range of 1.50 to 1.98. (d) The spheres shall be capable of being readily wet with water when tested according to SDHPT Test Method Tex-826-B. (e) The spheres shall show no tendency toward decomposition, surface etching, change in retroreflective charac- teristics or change in color after 24 hours exposure (according to SDHPT Test Method Tex - 833 -B) to weak acids, weak alkali or 100 hours of weather -o -meter exposure. (f) Spheres shall contain less than V. of 1 percent moisture by weight. (g) Spheres shall be manufactured from glass. (h) Spheres shall be free of trash. dirt, etc. (i) Spheres shall show no evidence of objectionable static electricity when flowing through a regular traffic bead dispenser. (j) The recommended application rate shall be 6 pounds per gallon of paint. (k) Sampling and Testing shall be in accordance with the latest applicable SDHPT Manual on Testing Procedures. Applicable test methods are, but are not limited to the following: (2) Pavement Marking Paint (a) Functional Requirements 1. All materials required to meet Federal, ASTM or SDHPT specifications must meet the specification as shown. 860 Rev. 09/30/87 ASTM Designation: D 476, Type 11 Federal Spec. TT- P -463A. Type 1 (March 3, 1961) National Bureau of Standards — Chromatic Standard No. Sch: 30 Federal Spec. TT- P-403a Federal MIL- C -429C, Type I (March 6, 1969) ASTM D 362 Page 1 Pavement Marking Paint 860 Rev. 09!30!87 ASTM D 740 (Reapproved 1974) ASTM D 600 SDHPT Test Method Tex -806 -B SDHPT Test Method Tex -811 -B SDHPT Test Method Tex -814 -B 2. The paint shall be homogenous, well ground to a uniform and smooth consistency and shall not skin nor settle badly nor cake. liver, thlcken, curdle or gel in the container. 3. The paint, when applied to a bituminous pavement surface under normal field conditions at the required rate of .015 inch wet film thickness, shall have a maximum no pickup" drying time of 15 minutes to prevent displacement or discoloration under traffic. 4. In preparation of the paint, the pigments shall be dispersed in the vehicle by appropriate methods so that a fineness reading of not less than 4 is obtained with a Hegman grind gauge. 5. Consistency viscosity as determined by the Stromer Viiscosimeter at 25 C shall be from 85 to 100 K.U. 6. A thin film of paint spread on a glass plate and allowed to dry thoroughly shall not darken or show any discoloration when subjected to ultraviolet rays for a period o15 minutes. (b) Material Requirements 1. Raw Materials a. The exact brands and types of raw materials used in the wet standards are listed for the purpose of facilitating the selection of parallel materials equal, not only in quality and composition but also in physical and chemical behavior after aging in the finished product. b. It shall be the responsibility of the Contractor to utilize materials that not only meet the individ- ual raw material specification. but that also produce a coating that meets the specific formula requirements. c. Materials required to meet Federal and ASTM specifications must meet the specification • • indicated. 2. Pigments a. White (1) Lead free zinc oxide: shall meet Federal specification TT- P -463A, Type I, March 3. 1961. (2) Pure Titanium Dioxide, Ruffle, Nonchalking: shall meet ASTM D 476, Type II. b. Medium Chrome Yellow (1) The luminescent factors of the pigment shall be within the limits fisted below when tested before and after exposure. 0.490 0.511 0.514 0.535 Minimum Maximum Initial 53 59.0 Final 45 In addition, the allowable change between the Initial and final luminescent factors shall be no more than 9 units. The initial x. y chromaticity color coordinates of the pigments shall be within the rectangle defined by the sets of coordinates shown below. x y 0.455 0.433 0.480 0.458 The pigments shall be tested according to SDHPT Test Method Tex-810-B. Page 2 Pavement Marking Paint 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 660 Rev. 09/30/87 The color standard shall conform to the National Bureau of Standards Chromatic Standard No. Sch -30. The formulation of the test enamel using the pigments to be tested is as follows: Material Parts by Weight Medium Chrome Yellow 54.0 Long Oil Alkyd Resin (1) 31.5 4% Calcium Drier 0.6 6% Cobalt Drier 0.3 Anti- Livering Agent 0.1 Anti- Skinning Agent 02 Mineral Spirits (2) 13.3 (3) (2) Alkyd Resin Solution meeting Federal specification TT- R -266D, Type I, Class A, November 17, 1971. (3) Mineral Spirits shall conform to ASTM D 235, Type IV. (4) The amount of mineral spirits may be varied slightly to produce the desired grinding consistency. Two coats of pigments shall be required. 3. Inert a. Talc, paint -grade magnesium silicate shall meet ASTM D 605. b. Calcium Carbonate shall conform to the following: CaCO, Maximum 97.0 percent H Maximum 0.4 percent Specific Gravity 2.63 -2.73 Weight retained on #325 Screen Maximum 0.75 percent Color shall be equal to material listed in standard formula. Substitution in standard formula shall not result in a viscosity variation greater than 4 K.U. 4. Resins a. Chlorinated Paraffin shall conform to Federal Specification MIL- C -429C, Type I, May 6, 1969. b. Chlorinated Rubber shall have a viscosity l 15 C (20% solution with Toluene)• 4-6 cps. • Toluene shall meet ASTM D 362 c. Traffic paint alkyd resin solution shall conform to the following: (1) General Type: Pure, drying alkyd Length: Medium Type oil: Soya. linseed or tall. No mixture of 2 or more oils will be permitted. Type Solvent Toluene, ASTM D 362 Compatibility. A solution of 1 part 75 percent traffic alkyd and 5 parts toluene shall be clear. A solution containing the equivalent of 150 grants of 5 cps. chlorinated rubber, 130 grams of 75% traffic alkyd 200 grams of methyl ethyl ketone shall be clear, transparent and show no separation after 24 hours of storage In a 3 lull test tube at 80 degrees -5 F. This rubber - alkyd- solvent solution shall produce a clear film upon drying. Page 3 Pavement Marking Paint 860 Rev. 09!30!87 5. Thinners (2) Solid Resin Basis Percent Phthailc Andydddes Percent Oil Adds Acid number, maximum Ash residue, maximum Unsaponifiabie, maximum Iodine number of fatty adds, minimum Retractive Index of fatty adds, minimum . (fall oil alkyds), maximum (3) 45 Percent Solids Basis' Caior: Gardner 1953 Standard -9 maximum. Drying Time: A wet film 3 mils thick shall set to touch In not more than 90 minutes. (Driers: Based on the resin solids present, add the equivalent 010.06 percent Cobalt (metal) and 1.0 percent lead metal) 'Toluene shall be used to reduce the resin solution to 45 percent solids and shall meet ASTM D1 362. (4) In addition to the above requirements, the traffic alkyd resin shall meet the following percent' transmittance requirements when tested according to SDHPT Test Method Tex - 814 -B, uti- lizing menthyl Isobutyl ketone as primary solvent and methyl alcohol as precipitating agent. Percent Transmittance Minimum Maximum T, T, Calculate volume In milliliters of precipitating agent as follows: V, =91X Where: V, = volume of precipitating agent required for T, X = grams of alkyd resin solids and V = 1.398 V, Where: V, = additional volume of precipitating agent required for T,. a. Methyl Ethyl Ketone shall conform to ASTM D 740 b. Aromatic Naphtha Appearance Color Bolling Range Kauri Butane! Value Specific Gravity, 25 C Flash Point F (TCC) 10% dean, free of sediment water, white 360 F — 415 F 88 minimum 0.884 — 0.894 140 minimum 6. Additives and Chemicals a. Driers shall conform to ASTM D 600. b. The additives below must be supplied by the manufacturer, as listed: (1) Thermofne 813 Available from: M 8 T Chemicals, Inc. 530 Exchange Bank 8 Trust Tower Dallas, Texas 75235 (2) Treated Bentonite Clay A. Benton 34, N.L Industries B. Claytone 40, Southern Clay Products Page 4 70% 33to37 48to55 8.0 0.10 percent 2.0 percent 115 1.4660 1.0 Pavement Marking Paint 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 860.3 Construction Methods 860 Rev. 09!30/87 Formula: White Traffic Paint Pounds Traffic Alkyd, 75 Percent Solids 130 Chlorinated Rubber, 5 cps., Hercules, paean S-5 150 Chlorinated Paraffin, Type I, Hercules, Chlorafin 40 75 Treated Bentonite Clay 5 Titanium Dioxide, Rutile, DuPont, R- 900 200 Lead Free Znc Oxide, ASARCO, A20-33 50 Talc, Nytal 300 225 Calcium Carbonate, T.W. Snowflake White 250 24% Lead Drier 3 6% Cobalt Drier 2 Themtolite 813, M & T Chemicals, Inc. 0.75 Aromatic Naphtha, SC -150 5 Methyl Ethyl Ketone 245 1.340.75 Grind particles: 4 minimum 8 maximum (SDHPT Test Method Tex 806-B) Gallon Weight = 0.05 lbs. of theoretical gallon weight Consistency: 85 to 100 KU. Skinning: No skinning within 48 hours (SDHPT Test Method Tex - 811 -B) Formula: Yellow Traffic Paint Pounds Traffic Alkyd, 75 Percent Solids 130 Chlorinated Rubber, 5 cps., I.C.I. Alloprene X -5 150 Chlorinated Paraffin, Type I. I.C.I., Cereclor 42 75 Treated Bentonite Clay 5 Titanium Dioxide, Rutile, Du Pont. R -900 25 Lead Free Zinc Oxide, ASARCO, A20-33 50 Medium Chrome Yellow, Du Pont, Y -469 -D 157 Calcium Carbonate, T.W., Snowflake White 250 Talc, Nytal 300 250 24% Lead Drier 3 6% Cobalt Drier 2 Thennolite 813, M & T Chemicals, Inc. 0.75 Aromatic Naphtha, SC -150. 5 Methyl Ethyl Ketone 250 1,370.75 Grind Particles: 4 minimum, 8 maximum (SDHPT Test Method Tex- 806-B) Gallon Weight: = 0.05 Its. of theoretical gallon weight Consistency: 80 to 100 K.U. Skinning: No skinning within 48 hours (SDHPT Test Method Tex - 811 -B) The Contractor shall use a crew experienced In the work of Installing pavement markings and in the necessary traffic control for such operations on the roadway surface and shall supply all the equipment, personnel, traffic control and materials necessary for the placement of the pavement markings as indicated or as directed by the Engineer. All work shall conform to the current edition of the Texas Manual of Uniform Traffic Control Devices (MUTCD) The pavement surface to receive the pavement markings shall be thoroughly cleaned of all dirt, organic growth or other material that will prevent adhesion of the paint to the roadway surface. The pavement markings shall be placed In the proper alignment with guides established on the roadway. Deviation from the alignment established shall not exceed 2 inches and in addition, the deviation In afgrrment of the markings being placed shall not exceed 1 Inch per 200 feet of roadway nor shall any deviation be abrupt. When deemed necessary by the Engineer, the Contractor, at his expense, shall place any additional pilot markings required to facilitate the placement of the permanent markings In the alignment specified. Arty and all additional markings placed on the roadway for alignment purposes shall be temporary in nature and shall not establish a permanent marking on the roadway. Materials used for pilot markings and equipment used to place such markings shall be approved by the Engineer. Page 5 Pavement Marking Paint Paint markings on the roadway that are not in alignment or sequence as indicated shall be totally and completely removed by arty effective method approved by the Engineer. except that grinding will not be permitted. Paint shall be applied at a rate of not less than 15 gallons nor more than 20 gallons per mile of solid 4 inch stripe. Application rate for solid 8 inch stripe shall be between 30 and 40 gallons per mile. (These rates yield wet film thickness from 15 to 20 mils.) Beads shall be applied to the paint markings at a uniform rate sufficient to achieve the retroreflective characteristics specified when observed conforming to SDHPTTest Method Tex-828.a All markings placed shall have uniform and distinctive retroreflec• tine characteristics Under no circumstances shall the bead application rate be less than 6 pounds of beads per gallon of paint applied to the road surface Applied markings shall be protected from traffic until they have dried sufficiently so as not to be damaged or tracked by normal traffic movements. 860.4 Equipment Paint striping equipment used to place 4 inch solid or broken lines shall have the capability of placing a minimum of 60,000 linear feet of marking per working day. Equipment used for placing markings in widths other than 4 inches shall have capabilities similar to 4 inch marking equipment and shall be capable of placing finear markings up to 8 Inches In width in 1 pass. The equipment shall be maintained in satisfactory operating condition. Four inch marling equipment will be considered as un- satisfactorily maintained flit fails to have an average hourly placement rate of 7000 linear feet in any 5 consecutive working days of 7 hours or more. The equipment shall be equipped so that one 4 inch broken Ilne and either 1 or 2 solid fines can be placed at the same time In alignment and spacing as indicated. The equipment shall be equipped with an automatic cutoff device (with manual operating capabilities) to provide clean, square marking ends and to provide a method of applying broken line in a stripe to gap ratio of 15 to 25. The length of the stripe shall not be less than 15 feet nor longer than 15.5 Ieet. The total length of the stripe -gap cycle shall not be less than 39.5 feet nor longer than 40.5 feet in variance from one cycle to the next nor shall the average total length of a cycle for a road mile of broken line exceed 40.5 feet or be less than 39.5 feet. The equipment shall be capable of placing fines of all widths with clean edges and of uniform cross section. Four inch lines shall be 4 inches plus or minus '/e inch. Eight Inch lines shall be 8 inches minimum and 81/4 inches maximum in width. The equipment shall be equipped with an outrigger or outriggers as required to place edgelines as called for in the plans. The equipment shall be equipped with bead dispensers, 1 for each paint spray gun, placed on the equipment so that beads are applied to the paint almost instantly as the marking is being placed on the roadway surface. The bead dispensers shall be de- signed and aligned so that beads are applied uniformly to the entire surface of the marking. The bead dispensers shall be equipped with automatic cutoff controls. synchronized with the cutoff of the marking equipment. Paint pots or tanks shall be equipped with an agitator that will keep the paint thoroughly mixed and may be either a pressurized or nonpressurized type. 860.5 Measurement Work for Pavement Marking Paint lines will be measured by the linear foot of the various widths. Work for pavement marking, paint letter or figures will be measured by the square foot. 860.6 Payment Work performed as prescribed by this item, measured as provided under "Measurement ", shall be paid for at the unit price bid for "Pavement Meriting Paint" per linear foot or square loot of the various widths specified. This price shall be full compensation for furnishing all tabor, tools. equipment. materials and incidentals necessary to complete the work specified. Payment will be made under one of the following: Pay Item No 860•A _: Pavement Marking Paint In — Per Linear Foot. Pay hem No 860•B _: Pavement Marking Paint — Per Square Foot. Pay Rem Na 860-C : Pavement Marking Paint (Reffectorized), In. —Per Linear Foot. Pay Rem No 860•D _: Pavement Marking Paint (Reflectorized) — Per Square Foot. End 860 Rev 09(30/87 Page 8 Pavement Marking Paint 1 1 1 1 1 1 1 1 1 111 1 1 1 1 1 1 1 1 1 861.3 Material Requirements A. General Item No. 881 Thermoplastic Pavement Markings 861.1 Description This item shall consist of the materials. composition. application. sampling. testing. measurement and payment of pavement markings of the color. length. thickness and width as indicated or as directed by the Engineer. It is the object of this specification to insure the installation of tightly adherent. defect - free. pavement markings of quality. visibility and performance to either asphaltic or Portland Cement concrete road surfaces. Markings to be placed may be on roadways either free of traffic or open to traffic. On roadways already open to traffic, the markings shall be placed under traffic conditions that exist with a minimum of interference to the operation of the facility. Traffic cor.trol shall be as indicated or as directed by the Engineer. All markings placed under traffic shall be protected from traffic damage and disfigurement. 861.2 General Characteristics When placed on the roadway in the form of marking. these markings shall not be slippery when wet. lift from pavement under normal weather conditions nor inhibit a tacky. exposed surface. Cold ductility Of the material shall be such as to permit normal movement with the road surface without chipping or cracking. These markings shall retain their original color, dimensions and placement under normal traffic conditions at road surface temperatures of 70 C (158 F) and be:ow. When applied inch thick. the setting to traffic time shall not exceed a characteristic straight -line curve: the lower limits of which are 4 minutes at 15 C (59 F) road surface temperature the upper limits of which are 10 minutes at 32 C (90 F) road surface temperature: both temperatures measured at a maximum relative humidity o190 percent and according to SDHPT Test Method Tex-829-B. These markings shall essentially have a uniform cross- section. The density and quality of the marking shall be uniform throughout their thickness. The applied markings shall be 95 percent free of holes and voids and free of blisters for a minimum of 30 days after application of all pavement markings is complete. The markings in place on the roadway shall be completely reflectorized both internally and externally. The marking. when observed in accordance with SDHPT Test Method Tex- 838-B. shall show that the retrodirective reflectance of the marking is uniform and the marking shall definitely and distinctively exhibit retroreflective characteristics. Al temperatures up to and including 230 C (446 F). materials shall not give off fumes which are toxic or otherwise injurious to persons. animals or property. The material shall not break down or deteriorate when held at 205 C (401 F). The temperature versus viscosity characteristics of the material in the plastic state shall remain constant throughout up to four reheatings to 205 C (401 F) and from batch to batch. The material shall not be adversely altered by contact with sodium chloride. calcium chloride or other similar chemicals on or used on the roadway surface or because of the oil content of pavement materials or from oil dropping from traffic. The material shall not soften at 180 F when tested by the Ball and Ring Method. American Society of Testing Materials (ASTM) Method E28 -58T. 8. Material Composition The material shall consist of binder. prime pigment or pigments. filler pigment and glass traffic beads in a uniform blend so that any 90 to 100 gram sample shall be representative of lot. batch or mix sampled. A minimum of 90 percent of the binder shall 'be hydrocarbon resins. The total binder content of the pavement marking material shall be not less than 25 percent nor more than 30 percent by weight. A minimum of 98 percent of the prime and filler pigments used in the formulation. when washed free of resins by solvent washing. shall pass a U.S. Standard Sieve No. 230 (0.0024 Inch opening). The prime pigment of the white pavement marking material shall be titanium dioxide and shall be a minimum 0112 percent by weight of total material. The prime pigment or pigments of the yellow pavement marking material shall be medium chrome yellow or other approved yellow pigments ranging from 10 to 15 percent by weight of total material. Page 1 12/03/88 861 The tiller pigment of both white and yellow pavement marking material shall be calcium carbonate of at least 95 percent purity. The glass traffic beads shall be uniformly incorporated into the pavement marking material at a rate of not less than 30 nor more than 45 percent by weight of the pavement marking material. Total silica used in formulation shall be in the form of glass traffic beads. Glass traffic beads used in the formulation and applied to the surface of the markings shall not be affected (such as surface etching or degradation) when subjected to concentrated hydrochloric acid for one hour at room temperature. 25 C (77 F). The glass traffic beads used in the formulation and applied to the surface of the marking to obtain the initial retrodirective reflective characteristics of the marking shall have a refractive index between 1.50 and 1.53 when tested by the liquid immersion method at 25 C: shall consist of 70 percent minimum true spheres. by weight, that are lustrous. clear and transparent. free of air inclusions. surface scores and pits and milkiness and shall meet the following gradation requirements: U.S. Sieve Percent Number Passing 30 80 -100 50 1 8-35 100 0-4 C. Color The color of the marking materials as specified. when in place and dry. shall be free from dirt and shall appear unifrm Its CIE Chromaticity shall Coordinate. fall w to n an area haw gthe follow ng co nerr po nts and shall) meet the following brightness requirements: 3 4 Brightness 1 2 x Y Y x Y x Y . 70 white 290 315 310 295 350 340 .537 .462 45 — 60 yellow 470 455 .510 .489 490 432 The white and yellow pavement marking materials shall meet the above specified color requirements. for each color respectively. before and after 70 hours of exposure in a Weather -O -Meter (Atlas. Sunshine -Type) fitted with an 18 -102 (18 minutes of sunshine and rain and 102 minutes of sunshine) cyclic gear. Panels for testing shall be prepared with pavement marking material as supplied to the project. 861.4 Equipment The pavement marking material may he either spray applied or extruded hot to the pavement surface unless application method i5 specifiers on the plans The equipment shall be constructed to provide continuous mixing aria agitation of the material. It shall be equipped with an automatic cut -off device (with manual operating capabilities) to provide clean. square marking ends and to provide a method of applying broken line in a stripe -lo -gap ratio of 15 to 25. The length of the stripe shall not be less than 15 feet nor longer than 15.5 feet. The total length of the stripe -gap cycle shall not be less than 39.5 feet nor longer than 40.5 feet in variance from one cycle to the next nor shall the average total length of a cycle for a road mile of broken line exceed 40.5 feet or be less than 39.5 feet. The shaping die or spray gun shall be equipped with a Cut -Off device remotely controlled t0 provide clean. square. marking ends and to provide a method for applying "skip" tines. The use of pans. aprons or similar appliances which the die overruns shall not be permitted under this specification. Equipment used to place 4 inch Continuous or "skip" line shall be capable of placing a minimum of 60.000 linear feet of marking per working day Equipment used for placing markings in widths of other than 4 inches shall have capabilities similar to 4 inch marking equipment. Equipment used for placing markings shall be maintained in satisfactory operating conditions. Equipment shall be considered in unsatisfactory working condition if it fails to have an average hourly placement rate of 7.000 linear feet of acceptable 4 inch continuous or"skip" line over any5 consecutive working days ol 7 hoursor more due to equipment malfunction. Upon notification by the Engineer of equipment in unsatisfactory:operating condition. the Contractor shall repair and place such unsatisfactory equipment in satisfactory condition or replace with equipment meeting the requirements of this specification. Equipment used to place markings other than continuous "skip" lines shall have production capabilitities satisfactory to the Engineer. The container must be so equipped and arranged as to satisfy the requirements of the National Fire Underwriters and the Texas Railroad Commission. The Contractor shall supply the Engineer with a thermometer for the project. capable of measuring the temperature of the pavement marking material to be applied. Beads applied to the surface of the material shall be applied by an automatic bead dispenser attached to the pavement marking equipment in such a manner that the beads are dispensed uniformly and almost instantly upon the marking as the • marking is being applied to the road surface. The bead dispenser shall be equipped with an automatic cut -oft control. synchronized with the cut -off of the pavement marking equipment 861 12/03)86 Page 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 It is the intent of the equipment requirements specified above to insure the placement of pavement markings meeting the requirements of this specification. All markings placed that do not meet the requirements of this specification and fail to adhere to the road surface properly shall be completely removed and replaced at the expense of the Contractor. 861..5 Construction Methods The Contractor shall use a crew experienced in the work of installing pavement markings and shall supply all the equipment and materials necessary for the placement of the pavement markings. The pavement marking material shall be applied within Me material temperature limits recommended by the supplier. The pavement markings shall be placed in proper alignment with guide lines established on the roadway or by the Engineer. Deviation from the alignment established shall not exceed 2 inches and, in addition. the deviation in alignment of the marking being placed shall not exceed 1 inch per 200 feet of roadway nor shall any deviation be abrupt When deemed necessary by the Engineer to achieve specified alignment, the Contractor. at his expense. shall place any additional markings required to achieve alignment specified throughout both straight and horizontally curved sections of roadway. Any and all additional markings placed on the roadway for alignment purposes shall be temporary in nature and shall not establish a permanent marking on the roadway. Materials used for alignment markings and equipment used to place such markings shall be approved by the Engineer. During placement of the thermoplastic markings. glass traffic beads shall be uniformly applied to the surface of the markings at a rate sufficient to achieve the retrodirective reflective characteristics specified when observed in accordance with SDHPT Test Method Tex - 828-8. The pavement upon which the pavement markings are to be placed shall be cleaned and prepared to the satisfaction of the Engineer prior to placement of the markings. Cleaning shall be by any effective method. approved by the Engineer. that completely and effectively removes contaminants, loose materials and conditions deleterious to proper adhesion. Portland Cement concrete surfaces shall not be cleaned by grinding. Portland Cement concrete surfaces shall be further prepared after cleaning by completely sealing with a methylmethacrylate sealer or primed with an adhesive or adhesion promoter. approved by the Engineer. prior to placement of the markings. When deemed necessary by the Engineer. asphaltic surfaces exhibiting polished aggregate shall be primed with a sealer, adhesive oradhesion promoter meeting the requirements specified for sealers. adhesives and adhesion promoters to be used on Portland Cement concrete surfaces. All other pavement surfaces may be prepared by any effective method. approved by the Engineer, that will insure complete removal of all materials or conditions deleterious to proper adhesion of the markings to the roadway surface. The materials shall be installed in increments of 4. 6. 8 or 12 Inch widths or otherwise shaped as indicated. Deviation from specified width shall not exceed'/. inch except when due to undulations in the pavement surface. in which case the deviation in width shall not exceed V. inch. The material. when formed into pavement markings. must be readily renewable when application is made over an existing marking. The application of hot - applied pavement markings shall be done only on a Clean. dry pavement having a road surface temperature above 13 C (55 F) for Portland Cement concrete surfaces and above 7 C (45 F) for asphaltic surfaces. When pavement marking application is by spray and operations cease for 5 minutes or more. the spray head must be flushed by spraying pavement marking material Into a pan or similar container until the pavement marking material being sprayed out the nozzle Is at the proper temperature for application. The pavement temperature shall be measured In accordance with SDHPT Test Method Tex -829-8. Unless otherwise directed by the Engineer. pavement marking materials shall not be placed on roadways between September 30 and March 1. subject to temperature and moisture limitations specified elsewhere herein. Unless otherwise indicated, the minimum thickness of spray - applied markings. as measured on a flat plat by micrometer or similar device shall be as shown in the following table: Page 3 12/03/86 861 The thickness of the markings shall be uniform throughout their lengths and widths. Unless otherwise indicated, the minimum thickness of the markings applied by extrusion. as measured above the plane formed by the pavement surface. shall not be less than 1/8 inch thick in the center of the marking and 3/32 inch thick 1/2 inch from the edge. Maximum thickness shall be 3/16 inch. The Contractor shall supply a device. suitable to the Engineer. to measure thickness of the applied extruded markings. 861.6 Performance Description of Surface Smooth: Portland Cement concrete or fine- graded asphaltic concrete pavement Intermediate: Open-graded surface treatment. Grades 4 and 5 aggregate Coarse Open- graded surface treatment. Grades 1.2 and 3 aggregate Minimum Thickness 65 mils 70 mils 60 mils Installed pavement markings shall meet all requirements of this specification for a minimum of 30 calendar days after final installation of pavement markings is compiete. Pavement markings that fail to meet all requirements Of this specification shall be removed and be replaced with pavement markings meeting the requirement of this specification at the expense of the Contractor. The Contractor shall replace all pavement markings failing the requirements of this specification within 30 working days following notification by the Engineer of such failing pavement markings All pavement markings. including replacement pavement markings, shall meet all requirements of this specification for a minimum of 30 calendar days after final installation of original and necessary replacement pavement markings. 861.7 Measurement Measurement of the markings shall be made for each color by the linear loot of the various widths. by the square foot of the various shapes as indicated or other unit as indicated. complete in place 861.8 Payment The work performed and materials furnished as prescribed by this item. measured as provided under "Measurement ", shall be paid for at the unit price bid for each color per linear loot of the various widths. per square foot of the various shapes as indicatec or other unit as indicated. complete in place. This price shall be full compensation for furnishing and placing all materials and for all labor, tools. equipment and incidentals necessary to complete the work Payment will be made under: End Pay Item No. 861 -A-4W: Thermoplastic Pavement Markings — Per Linear Foot. Pay Item No. 861 -A-4Y: Thermoplastic Pavement Markings — Per Linear Foot Pay Item No. 861- A -12W: Thermoplastic Pavement Markings — Per Linear Foot. Pay Item No. 861-8: Thermoplastic Pavement Markings — Per Square Foot. 861 12/03/86 Page 4 1 1 1 1 1 1 1 1 1 1 1 1 864.1 Description This item shall govem for the placement, maintenance and removal of temporary abbreviated markings which are to be placed on all roadways that are open to traffic and that do not have standard markings in place. 864.2 Materials The pavement - marking material shall consist of an adhesive- backed reflective tape which can be applied to the pavement. Mark- ings shall be of good appearance, have straight, unbroken edges and have a color that complies with all federal regulations. (1) Color The markings, as well as retroreflected light from the markings, shall be white or yellow as indicated. (2) Visibility The pavement markings (during daylight hours) shall be distinctively visible for a minimum of 300 feet unless sight distance is restricted by geometric roadway features. The pavement markings (when illuminated by automobile lowbeam headlights at night) shall be distinctly visible for a minimum of 160 feet unless sight distance is restricted by geometric roadway features. The above day and night visibility requirements shall be met when viewed from an automobile traveling on the roadway. 864.3 Construction Methods Abbreviated markings meeting all specification requirements shall be in place on all roadways on which traffic is allowed and where suitable standard pavement marking is not in place The transverse location of the line(s) formed by the markings shall be as determined by the Engineer. Unless otherwise indicated, the abbreviated makings shall be placed as follows: End Condition Straight Curve greater than 2 degrees Curve less than or equal 2 degrees Spacing 80 feet approximately 40 feet maximum 80 feet maximum Length of Stripe 24 inch 24 inch 24 inch Item No. 864 Abbreviated Pavement Markings Pavement markings shall be a minimum of VA inches wide. Lengths and spacings will be in accordance with these specifications. The spacing of stripes may be modified by the Engineer. However. the maximum spacing specified above shall not be exceeded in any case. The Contractor will be responsible for maintaining the abbreviated pavement markings until standard pavement markings are in place. Abbreviated pavement markings shall be removed after all permanent markings have been placed. 884.4 Measurement and Payment Abbreviated pavement markings win not be measured and payment will be considered subsidiary to the various pavement items Indicated. Page 1 04/17/86 864 RESOLUTION NO. R- 98- 05- 28 -11B2 WHEREAS, the City of Round Rock has duly advertised for bids for the Downtown Storm Drainage and Street Improvement Project, and WHEREAS, Chaco Contracting, Inc. has submitted the lowest and best bid, and WHEREAS, the City Council wishes to accept the bid of Chasco Contracting, 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 Chasco Contracting, Inc. for the Downtown Storm Drainage and Street Improvement Project. 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 28th day of May, 199 ATTEST: K. \ 107 028 \R88OLDIT \R80528/32 .WPD /e I LAND, City Secretary CHARLES CUL PLR, Mayor City of Round Rock, Texas Bidder Capital Excavation Bay Maintenance Co. Austin Engineering Ross Construction Chasco Contracting Cherokee Construction Addenda Acknowledged Yes Yes Yes Yes Yes Bid Bond provided Yes Yes Yes Yes Yes Yes Total Bid Amount $1,399,979.96 $1,300,998.25 $1,381,332.20 51,248,344.00 $1,075,693.45 $1,113,747.10 MWM Calculated Bid $1,399,979.96 $1,302,888.25 $1,381,239.20 $1,248,670.36 $1,075,693.45 $1,113,747.10 Martinez, Wright & Mendez, Inc. Bid Tabulation for City of Round Rock Downtown Storm Drainage and Street Improvements MWM Job Code: 702 -02B (Bid Opening May 12, 1998 2:00 p.m. City Chambers Round Rock, Texas) We checked proposed Bid unit prices, and bid totals Martinez Wright and Mendez Inc. recommends awarding the contract to Chasco Contracting. R -402 0 Roberto O. Martinez, P.E. President DATE: May 22, 1998 SUBJECT: City Council Meeting - May 28, 1998 11 EM: 11.8.2. Consider a resolution authorizing the Mayor to execute a contract with Chasco Contracting, Inc. for the Downtown Storm Drainage and Street Improvement Project. Six bids were received May 12, 1998 with Chasco Contracting, Inc. submitting the low bid of $1,075,693.45. Staff recommends awarding the contract to Chasco Contracting, Inc. The project is funded from the 1996 General Obligation Bond Program. Staff Resource Person: Jim Nuse, Public Works Director.